HomeMy WebLinkAbout160 California St # A-D - 2026 -ARCHITECTURAL
A-0.0 GENERAL NOTES/ PROJECT DATA
A-0.1 CALGREEN REQ.
A-0.2 CALGREEN REQ.
A-0.3 CONDITIONS OF APPROVAL
A-0.4 DOCUMENTS
A-1.0 SITE PLAN
A-2.0 1ST FLOOR CONSTRUCTION PLAN
A-2.1 2ND FLOOR CONSTRUCTION PLAN
A-2.2 3RD FLOOR CONSTRUCTION PLAN
A-3.0 1ST FLOOR REFLECTED CEILING PLAN
A-3.1 2ND FLOOR REFLECTED CEILING PLAN
A-3.2 3RD FLOOR REFLECTED CEILING PLAN
A-4.0 ELEVATION
A-4.1 ELEVATION
A-5.0 SECTION
A-6.0 ROOF PLAN
A-7.0 ARCHITECTURAL DETAIL
A-7.1 ARCHITECTURAL DETAIL
A-7.2 ARCHITECTURAL DETAIL
A-8.0 MATERIAL SELECTION
STRUCTURAL
S0 STRUCTURAL SPECIFICATIONS
S1 FOUNDATION PLAN
S2 SECOND FLOOR FRAMING PLAN
S3 THIRD FLOOR FRAMING PLAN
S4 ROOF FRAMING PLAN
SD1 STRUCTURAL DETAILS
SD2 STRUCTURAL DETAILS
SD3 STRUCTURAL DETAILS
SD4 STRUCTURAL DETAILS
SD5 STRUCTURAL DETAILS
ENERGY
1of3 CF-1R & MF-1R, MANDATORY MEASURES
2of3 CF-1R & MF-1R, MANDATORY MEASURES
3of3 CF-1R & MF-1R, MANDATORY MEASURES
CIVIL
C-1 TITLE SHEET
C-2 GRADING AND DRAINAGE PLAN
C-3 EROSION CONTROL PLAN
LANDSCAPE
L-1 PLANTING PLAN
L-2 IRRIGATION PLAN
L-3 LANDSCAPE DETAILS
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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GENERAL NOTES/ PROJECT
DATA
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
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20.
21.
A.
B.
C.
D.
E.
F.
22.
A.
B.
C.
D.
E.
F.
G.
23.
24.
THE ISSUANCE OF PERMIT SHALL NOT PREVENT THE BUILDING OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS ON THESE PLANS OR
FROM PREVENTING ANY CIOLATION OF THE CODES ADOPTED BY THE CITY, RELEVANT LAWS, ORDINANCES, RULES AND/OR REGULATIONS
THE PROJECT SITE SHALL BE KEPT CONTINUOUSLY FENCED IN ACCORDANCE UNTIL THE PROJECT IS FINALIZED OR APPROVAL TO REMOVE THE
FENCE HAS BEEN OBTAINED FROM THE CITY BUILDING DIVISION. 24 HOUR SECURITY SHALL BE PROVIDED AT TIME THE FENCE CANNOT BE
MAINTAINED INTACT.
BUILDING SHALL BE EQUIPPED WITH A FIRE SPRINKLER SYSTEM IN ACCORDANCE WITH CRC R 313.3 OR NFPA 13D
AT TIME OF PERMIT ISSURANCE, CONTRACTOR SHALL SHOW THEIR VALID WORKER'S COMPENSATION INSURANCE CERIFICATE.
ALL WORK SHALL CONFORM TO ALL REQUIREMENTS OF STATE OF CALIFORNIA TITLE 24 REGARLESS OF THE INFORMATION INDICATED ON THESE
PLANS. IT IS THE RESPONSIBILITY OF THE INDIVIDUAL SUPERVISING THE CONSTRUCTION TO ENSURE THAT THE WORK IS DONE IN ACCORDANCE
WITH CODE REQUIREMENTS PRIOR THE REQUESTING INSPECTION.
SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT (SCAQMD) SHALL BE NOTIFIED IN ACCORDANCE WITH CALIFORNIA STATE LAW PRIOR TO
START OF ANY DEMOLITION, ADDITION, AND/OR REMODEL WORK. THE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT OFFICE IS LOCATED AT
21865 COPLEY DRIVE IN DIAMOND BAR, PHONE NUMBER (909) 396-2000. BE ADVISED, SCAQMD MAY REQUIRE A 10 DAY WAIT PERIOD PRIOR TO
START OF WORK.
SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST
BE STABILIZED TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAYS. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP
IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR BY ANY OTHER MEANS.
STOCKPILES OF EARTH AND OTHER CONSTRUCTION-RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY
WIND OR WATER.
TRASH AND CONSTRUCTION-RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF
RAINWATER AND DISPERSAL BY WIND.
FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE
SOIL NOR THE SURFACE WATERS.
ALL APPROVED STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED
OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM.
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE
BUILDING DEPARTMENT [CBC 107.3.4.2), SEPARATE PERMIT WILL BE REQUIRED FOR:
INSTALLATION OF NEW BLOCK WALL, NEW SWIMMING POOL, NEW SPA, OUTDOOR BBQ, FIREPLACE, AC UNIT DESIGN/LOCATION, ETC.
SEPARATE PERMIT SHALL FIRST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT PRIOR TO PLACEMENT OF ANY CONSTRUCTION
MATERIALS OR EQUIPMENT IN THE PUBLIC WAY.
DO NOT SCALE THE DRAWINGS
GENERAL CONTRACTOR TO VERIFY FIELD CONDITION PRIOR TO COMMENCEMENT OF EACH PORTION OF WORK.
THE CONTRACT DOCUMENTS ARE COMPLEMENTARY: WHAT IS REQUIRED BY ONE IS AS BINDING AS IF REQUIRED BY ALL. THE CONTRACTOR SHALL
COORDINATE ALL PORTIONS OF THE WORK AS DESCRIBED IN THE CONTRACT DOCUMENTS. NOTIFY THE COR FOR RESOLUTION OF ALL
DISCREPANCIES PRIOR TO CONSTRUCTION
VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THIS CONTRACT, OR BY OTHERS.
REFER TO TRUCTURAL, MECHANICAL, ELECTRICAL AND OTHER CATEGORIES OR DRAWINGS FOR ADDITIONAL NOTE.
ALL PENETRATIONS AND OPENINGS SHALL MEET WALL ASSEMBLY FIRE RATINGS.
EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHLLA BE MADE TO
RETAIN CONCRETE WASTES ON SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTE
THE DUTIES OF THE SOILS ENGINEER OF RECORD, AS INDICATED ON THE FIRST SHEETS OF THE APPROVED PLANS, SHALL INCLUDED THE
FOLLOWING:
OBSERVATION OF CLEARED AREAS AND BENCHES PREPARED TO RECEIVE FILL;
OBSERVATION OF THE REMOVAL OF ALL UNSUITABLE SOILS AND OTHER MATERIALS;
THE APPROVAL OF SOILS TO BE USED AS FILL MATERIAL;
THE INSPECTION OF PLACEMENT AND COMPACTION OF FILL MATERIALS;
THE TESTING OF COMPLETED FILLS;
AND THE INSPECTION OR REVIEW OF DRAINAGE DEVICES.
CITY SPECIFIC RESIDENTIAL BUILDING STANDARDS:
2" X 6" PLUMBING WALLS- INSULATION WRAPPED- ID ON PLANS.
NO MIXING OF PM&E BETWEEN UNITS, NO BACK-TO-BACK MEDICINE CAB, BOXES, ETC. IN PARTY WALLS.
NO WATER, DRAINAGE, VENT PIPING, DUCT WORK ALLOWED IN SOUND ASSEMBLIES.
COMFORT COOLING TO 78EF REQUIRED.
ILLUMINATE PUBLIC SPACES INCLUDING STAIRS, DRIVES, WALKS AND PARKING AT I FOOTCANDLE.
CURBS, BARRIERS, WHEEL STOPS, ETC. TO PROTECT BUILDINGS FROM VEHICLE DAMAGE.
PROTECT GARAGE/CARPORT WALLS TO 4' HIGH. IF MASONRY, SOLID GROUT.
BUILDING SHALL BE PROVIDED WITH APPROVED ADDRESS IDENTIFICATION IN ACCORDANCE WITH CRC SECTION R319.1.
FLAME SPREAD AND SMOKE-DEVELOPED INDICES FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTIONS R302.9.1 AND
R302.9.4.
GENERAL NOTES
PROJECT DATA
OWNER:
ARCHITECT:
STRUCTURAL ENGINEER:
ENERGY CALCULATION CONSULTANT:
ERIC TSANG
440 E. HUNTINGTON DR., SUITE 323, ARCADIA, CA 91006
TEL: 909.569.3737
EMAIL: MAIL@ERIC-DESIGN.COM
PERFECT DESIGN & ENGINEERING INC.
2416 W. VALLEY BLVD., ALHAMBRA, CA 91803
TEL: 626.289.8808
EMAIL: PERFECTAAA@AOL.COM
LANDSCAPE ARCHITECT
TWO TREES DESIGNS, INC.
1832 SAN DIEGO ST. WEST COVINA CA 91790
TEL: 626.278.2766
EMAIL: 2TREESDESIGN@GMAIL.COM
CIVIL/ GEOTECHNICAL ENGINEER & SURVEYOR:
CALLAND ENGINEERING, INC.
576 E. LAMBERT RD., BREA, CA 92821
TEL: 714.671.1050
EMAIL: LEE@CALLANDENG.COM
JKL ENGINEERING
1529 W. LONGHILL DRIVE, MONTEREY PARK, CA 91754
TEL: 626-524-2210
EMAIL: JKLSTRUCTURAL@GMAIL.COM
SOLEIL HOME
160 California St, Arcadia, CA 91006
TEL: 909.569.3737
OWNER/ APPLICANT/ CONSULTANT LIST
158- 160 CALIFORNIA ST, ARCADIA, CA 91006
APPLICABLE CODES
CODES:
2022 CALIFORNIA BUILDING CODE- TITLE 24, PART 2
2022 CALIFORNIA RESIDENTIAL CODE- TITLE 24, PART 2.5
2022 CALIFORNIA ELECTRICAL CODE- TITLE 24, PART 3
2022 CALIFORNIA MECHANICAL CODE- TITLE 24, PART 4
2022 CALIFORNIA PLUMBING CODE- TITLE 24, PART 5
2022 CALIFORNIA ENERGY CODE- TITLE 24, PART 6
2022 CALIFORNIA GREEN BUILDING STANDARD CODE- TITLE 24, PART 11
CITY OF ARCADIA MUNICIPAL CODE
WITH CURRENT AMENDMENTS & ALL LOCAL ORDINANCES
DEFERRED SUBMITTALS
•
•
•
•
•
AUTOMATIC FIRE SPRINKLER SYSTEM
DEMOLITION
TRUSS PACKAGE
SOLAR PV SYSTEM (UNIT A & B: 2.89 kWdc/ UNIT C: 2.87 kWdc/ UNIT D: 2.49 kWdc)
BACKFLOW DEVICE INSTALLED ON THE LATERAL AT RIGHT OF WAY TO BE REVIEWED AND APPROVED BY
PUBLIC WORKS
*DEFERRED SUBMITTALS SHOULD BE REVIEWED AND APPROVED BEFORE SUBMITTING TO THE CITY
VICINITY MAP
SHEET INDEX
PROJECT DESCRIPTION
PROJECT NAME:CALIFORNIA CONDOMINIUMS
PROJECT ADDRESS:158- 160 CALIFORNIA ST, ARCADIA, CA 91006
APN:5779-002-021
JOB DESCRIPTION:CONSTRUCT NEW (4) 3- STORY CONDOMINIUM
2 SEPARATE 3-STORY DUPLEXES WITH ATTACHED GARAGES
ZONING:R-3
NUMBER OF STORY:3
OCCUPANCY GROUP:R-3/U
CONSTRUCTION TYPE:V-B
FIRE SPRINKLER:NFPA 13D
EXISTING/DEMOLITION
EXISTING HOUSE:1,096 SF
DEMOLITION:ALL EXISTING UNITS (UNDER SEPARATE PERMIT)
PROJECT DATA
LOT SIZE:8,000 SF
MAXIMUM DENSITY:8,000 / 1,089 SF = 7 UNITS
MINIMUM DENSITY:8,000 / 2,200 SF = 3 UNITS
PROPOSED DENSITY:4 UNITS
REQIRED PARKING SPACE:2 * 4 UNITS = 8 ENCLOSED
4 UNITS / 2 = 2 GUEST
PROVIDED PARKING SPACES:8 ENCLOSED & 2 GUEST PARKING
TOTAL FRONT YARD AREA:1,251 SF
HARDSCAPE AREA:387 SF
HARDSCAPE RATIO:31%
LADNSCAPE AREA:864 SF
LANDSCAPE RATIO:69%
REQUIRED OPEN SPACE:100 SF * 4 = 400 SF
PROPOSED OPEN SPACE:
SIDE YARD (PRIVATE):UNIT A: 100 SF
UNIT B: 157 SF
UNIT C: 136 SF
UNIT D:112 SF
TOTAL OPEN SPACE:505 SF
FLOOR AREA SUMMARY:
UNIT A:
1ST FLOOR:351 SF
2ND FLOOR:830 SF
3RD FLOOR:747 SF
TOTAL LIVING AREA:TOTAL LIVING AREA:1,928 SF1,928 SF
UNIT B:
1ST FLOOR:351 SF
2ND FLOOR:830 SF
3RD FLOOR:747 SF
TOTAL LIVING AREA:TOTAL LIVING AREA:1,928 SF1,928 SF
UNIT C:
1ST FLOOR:362 SF
2ND FLOOR:880 SF
3RD FLOOR:814 SF
TOTAL LIVING AREA:TOTAL LIVING AREA:2,056 SF2,056 SF
UNIT D:
1ST FLOOR:143 SF
2ND FLOOR:589 SF
3RD FLOOR:568 SF
TOTAL LIVING AREA:TOTAL LIVING AREA:1,300 SF1,300 SF
GRAND TOTAL LIVING AREA:GRAND TOTAL LIVING AREA: 7,212 SF7,212 SF
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
1
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05/01/2026
dba VCA
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CONDITIONS OF APPROVAL
PWS - WATER
INSTALL A 1.5 INCH METER WITH A 2-INCH LATERAL FROM WATER MAINTO METER FOR EACH UNIT PER ARCADIA WATER STD.704 AND A 1-INCH
METER WITH A 1-INCH LATERAL FROM WATER MAIN TO METER PER
ARCADIA STD. 704. TOTAL OF: 5 METERS
PLANNING
SUBJECT TO ALL CONDITIONS OF APPROVAL OF MFADR 25-02
PWS - SEWER
CONDITIONS OF APPROVAL ON SHEET A-0.3 STILL APPLY. NO NEW
COMMENTS
25-2686
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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CALGREEN REQ.
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
1
05/01/2026
dba VCA
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CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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CALGREEN REQ.
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
1
05/01/2026
dba VCA
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CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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CONDITIONS OF APPROVAL
No.DESCRIPTION DATE
05/01/2026
dba VCA
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CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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DOCUMENTS
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
5'
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UNIT AUNIT BUNIT C
UNIT D
6' - 0"
N00°00'42"E 160.04'
N00°00'45"E 160.04'
N8
9
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6' BLOCK WALL TO REMAIN
6' BLOCK WALL TO REMAIN
38" TREE TO BE REMOVED
6" TREE TO BE REMOVED
5" TREE TO BE REMOVED
15" TREE TO BE REMOVED
6" TREE TO BE REMOVED
RE
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REQ'D SETBACK
25' - 0"
REQ'D SETBACK
10' - 0"
5'
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3'TO 4' GARDEN WALL TO REMAIN
PLANT 1- 36" BOX CRAPE MYRTLE IN PARKWAY
LOCATION TBD BY PW INSPECTOR
MAIL
23
'
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23
'
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23
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BIKE PARKING
6' - 0"
2'
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2'
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(N) 6' BLOCK WALL
STUCCO TO MATCH (N) 6' BLOCK WALL
STUCCO TO MATCH \
(N) 6' BLOCK WALL
STUCCO TO MATCH
157 SF PRIVATE YARD
15' - 10"
10
'
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100 SF PRIVATE YARD
10' - 0"
10
'
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10
'
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GUEST PARKING
20' - 0"
11'
-
6
"
25' - 0"
GUEST PARKING
20' - 0"
11
'
-
6
"
25' - 0"
3'TO 4' GARDEN WALL TO REMAIN
112 SF OPEN SPACE
16' - 3"
10
'
-
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20' - 0"
136 SF OPEN SPACE
12' - 9"
2' - 6"
2' - 6"
WM
12
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3' - 0"3' - 0"
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225 AMP MSP225 AMP MSP225 AMP MSP
225 AMP MSP
1.
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5.
6.
7.
8.
9.
10.
11.
WATER METER AND SERVICE PER WATER COMPANY, '3" OCTAVE MASTER METER'
CONSTRUCT ONE (1) 1-INCH WATER METER FOR IRRRIGATION SERVICE
CONSTRUCT 1-1/4" WILKINS 375XL BACKFLOW PREVENTER
INSTALL 4" DC/DA DEVICE, BACKFLOW DEVICE INSTALLED ON THE LATERAL AT RIGHT OF WAY TO BE REVIEWED AND APPROVED BY PUBLIC WORKS PRIOR TO ISSUANCE OF PERMIT (DEFER)
30" X 60" TRANSFORMER BOX
ILLUMINATE PUBLIC SPACES INCLUDING STAIRS, DRIVES, WALKS AND PARKING AT I FOOTCANDLE
CURBS, BARRIERS, WHEEL STOPS, ETC. TO PROTECT BUILDINGS FROM VEHICLE DAMAGE.
PROTECT GARAGE/CARPORT WALLS TO 4' HIGH. IF MASONRY, SOLID GROUT.
INSTALL 6" DIA. X 56" HT BOLLARD FOR PROTECTIVE BARRIER FROM DAMAGE BY AUTOMOBILES
INSTALL 6" BACKWATER VALVE PER CPC 710 FOR GROUND LEVEL, UPPER FLOORS SHALL NOT GO THROUGH THE BACKWATER VALVE
CURBS, GUTTERS AND SIDEWALKS MAY BE REQUIRED TO BE REMOVED AND REPLACED PER CITY STANDARDS
WM
SS
W
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4
3
1
2
510
GMGMGM
GM
2
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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C
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1
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6
SITE PLAN
1/8" = 1'-0"1 SITE PLAN •CURBS, GUTTERS AND SIDEWALKS MAY BE REQUIRED TO BE REMOVED AND REPLACED PER CITY STANDARDS.
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
2 PCC#2 4/22/2026
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
BEDROOM 1
8' - 6" HT.
4
16' - 0"X 8' - 0" GARAGE
1
3' - 0"X 8' - 0" FDTG
3
2' - 8"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
3
2' - 8"X 8' - 0" SW
4
16' - 0"X 8' - 0" GARAGE
1
3' - 0"X 8' - 0" FDTG
3
2' - 8"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
3
2' - 8"X 8' - 0" SW
2
4' - 0"x 4' - 6" FXSILL HT: 3' - 6"
1
2' - 6"x 4' - 6" CSSILL HT: 3' - 6"EG
2
4' - 0"x 4' - 6" FXSILL HT: 3' - 6"
4
2' - 0"x 4' - 0" CSSILL HT: 4' - 0"TG
4
2' - 0"x 4' - 0" CSSILL HT: 4' - 0"TG
1
2' - 6"x 4' - 6" CSSILL HT: 3' - 6"EG
1
2' - 6"x 4' - 6" CSSILL HT: 3' - 6"EG
3
2' - 8"X 8' - 0" SW
3
2' - 8"X 8' - 0" SW
3
6' - 6"x 1' - 6" FXSILL HT: 2' - 0"
3
6' - 6"x 1' - 6" FXSILL HT: 2' - 0"
1' - 6"4' - 4"3' - 6"6"5' - 3"18' - 6"18' - 6"5' - 3"6"3' - 6"4' - 4"1' - 6"
5'
-
0
"
5'
-
7
"
5'
-
4
"
2'
-
2
"
1'
-
1
0
"
3'
-
8
"
3'
-
3
"
5'
-
3
"
32
'
-
0
"
2' - 3"11' - 1"10' - 0"10' - 3"10' - 3"10' - 0"11' - 1"2' - 3"
5'
-
0
"
5'
-
7
"
7'
-
6
"
5'
-
6
"
3'
-
3
"
5'
-
3
"
4'
-
1
"
1'
-
6
"
1'
-
9
"
3'
-
3
"
4'
-
6
"
12
'
-
0
"
5'
-
3
"
7'
-
1
1
"
1'
-
6
"
3'
-
6
"
1'
-
1
0
"
12
'
-
0
"
5'
-
0
"
16
'
-
0
"
21'
-
0
"
4' - 2"3' - 10"3' - 7"20' - 3"6"
3' - 0"1' - 10"3' - 6"2' - 0"1' - 10"
9' - 0"1' - 10"2' - 6"
4'
-
1
"
1'
-
6
"
1'
-
9
"
3'
-
3
"
4'
-
6
"
12
'
-
0
"
5'
-
3
"
7'
-
1
1
"
1'
-
6
"
3'
-
6
"
1'
-
1
0
"
12
'
-
0
"
5'
-
0
"
15
'
-
9
"
21'
-
0
"
4' - 2"3' - 10"3' - 7"20' - 3"6"
3' - 0"1' - 10"3' - 6"2' - 0"1' - 10"
9' - 0"1' - 10"2' - 6"
1.5
"
M
A
X
.
7.75" MAX.
7.75" MAX.
1.5
"
M
A
X
.
7.75" MAX.
7.75" MAX.
2%
2%
BEDROOM 1
8' - 6" HT.
2
1 11
13
16
8
17
17
2
111
13
16
8
17
17
15
5
5
15
1
A-5.0
1
A-5.0
2
A-5.0
2
A-5.0
5
A-7.0
TYP
16
A-7.0
TYP
13
A-7.1
TYP
2
A-7.1
TYP
1
A-7.1
TYP
5
A-7.2
TYP
6
A-7.2
TYP
4
A-7.2
TYP
9
A-7.1
TYP
15
A-7.1
TYP
10
A-7.1
TYP
1
2' - 6"x 4' - 6" CSSILL HT: 3' - 6"EG
32
'
-
0
"
67' - 2"
67' - 2"
3' - 0"
3'
-
0
"
3' - 0"
3'
-
0
"
3'
-
0
"
3' - 0"3' - 0"3'
-
0
"
1 1
1 1
2' - 5"
2' - 5"
1
1
22
66
2
A-7.1
TYP
1
A-7.1
TYP
225 AMP MSP60 AMP ESS225 AMP MSP 60 AMP ESS
3' - 0"3' - 0"3' - 0"3' - 0"
2323
BEDROOM 1
8' - 6" HT.
4
16' - 0"X 8' - 0" GARAGE
4
16' - 0"X 8' - 0" GARAGE
1
3' - 0"X 8' - 0" FDTG
5
2' - 6"X 8' - 0" SW
5
2' - 6"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
3
2' - 8"X 8' - 0" SW
12
5' - 0"x 4' - 6" DBL CSSILL HT: 3' - 6"EG
11
2' - 0"x 4' - 6" FXSILL HT: 3' - 6"
11
2' - 0"x 4' - 6" FXSILL HT: 3' - 6"
1
3' - 0"X 8' - 0" FDTG
18' - 3"5' - 9"3' - 11"3' - 6"20' - 6"
51' - 11"
26
'
-
1
1
"
8'
-
2
"
35
'
-
0
"
10' - 6"10' - 0"2' - 5"6' - 3"4' - 1"3' - 7"2' - 8"12' - 5"
51' - 11"
1'
-
6
"
4'
-
0
"
12
'
-
6
"
10
'
-
6
"
1'
-
6
"
5'
-
0
"
35
'
-
0
"
21
'
-
0
"
5'
-
1
1
"
5'
-
3
"
10
'
-
1
1
"
2'
-
1
"
6'
-
0
"
10
'
-
9
"
11'
-
2
"
2'
-
9
"
1'
-
6
"
3'
-
8
"
6'
-
1
1
"
4'
-
0
"
20
'
-
9
"
5'
-
9
"
2'
-
0
"
20
'
-
6
"
2'
-
3
"
4'
-
3
"
20' - 6"3' - 6"
20' - 9"1' - 10"8' - 4"6"20' - 6"
4' - 8"3' - 2"1' - 4"1' - 3"6"3' - 9"5' - 9"7' - 0"4' - 0"
10' - 5"6"4' - 11"4' - 1"7' - 6"4' - 0"
7.7
5
"
M
A
X
.
7.7
5
"
M
A
X
.
7.7
5
"
M
A
X
.
7.75" MAX.
1.5
"
M
A
X
.
2%
2%
2
1
1 2
155 17
17
11
11
17
15
5
13
16
1
A-5.0
1
A-5.0
3
A-5.0
3
A-5.0
5
A-7.2
TYP
6
A-7.2
TYP
4
A-7.2
TYP
3
A-7.1
TYP
12
A-7.1
TYP
3' - 0"
3'
-
0
"
3'
-
0
"
3' - 0"
3'
-
0
"
3' - 0"17 1
1
1
2'
-
5
"
1
2
2
6
6
2
A-7.1
TYP
1
A-7.1
TYP
225 AMP MSP60 AMP ESS
225 AMP MSP 60 AMP ESS
3' - 0"3' - 0"
3' - 0"
13
A-7.1
TYP
5
A-7.1
TYP
2323
FLOOR PLAN LEGENDS
ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL TO HAVE DEDICATED
240 V BRANCH CIRCUIT, TO BE INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
1.
2.
A.
B.
3.
4.
5.
6.
7.
8.
9.
10.
THE NFRC TEMPORARY LABEL DISPLAYED ON WINDOWS MUST REMAIN ON THE UNIT UNTIL FINAL INSPECTION HAS BEEN
COMPLETED.
FOR ALL GLAZING AT DOOR AND WINDOW:
U-FACTOR:0.30
SHGC: 0.23
BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE
AND RESCUE OPENING HAVING A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET EXCEPT FOR GRADE FLOOR
OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5 SQUARE FEET. THE MIN. NET CLEAR OPENING HEIGHT SHALL
BE 24 IN., WIDTH SHALL BE 20 IN. MIN., AND BOTTOM OF THE CLEAR OPENING SHALL BE NO GREATER THAN 44 INCHES
MEASURED FROM THE FLOOR.
GAS COOKTOP: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE
COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE
RATED AT 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL ELECTRICAL COMPONENTS
SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN ELECTRICAL SERVICE PANEL
SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE
ELECTRIC COOKTOP INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
GAS DRYER: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES
DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER LOCATION WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT
CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL
ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN
ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE
CIRCUIT BREAKER FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. THE RESERVED SPACE SHALL BE
PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
A DEDICATED RACEWAY FROM THE MAIN SERVICE SHALL BE PROVIDED TO A PANELBOARD (SUBPANEL) THAT SUPPLIES
THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). ALL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN
SERVICE PANEL PRIOR TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE RACEWAY SHALL BE NOT LESS THAN 1
INCH. THE PANELBOARD THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE LABELED "SUBPANEL SHALL
INCLUDE ALL BACKED-UP LOAD CIRCUITS."
A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A
SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR,
ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A
SLEEPING ROOM RECEPTACLE OUTLET.
SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/
TRANSFER SWITCH WITHIN 3 FT. OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD
AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER
SOURCE.
DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE
SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL OR OTHER APPROVED MATERIAL AND
SHALL NOT HAVE OPENINGS INTO THE GARAGE. (CRC SECTION R302.5.2)
PENETRATIONS THROUGH THE SEPARATION REQUIRED IN SECTION R302.6 SHALL BE PROTECTED AS REQUIRED BY
SECTION R302.11, ITEM 4. (CRC SECTION R302.5.3)
FLOOR PLAN NOTES
WP DUPLE WATERPROOF OUTLET/GFI
GF
I
DUPLEX OUTLET W/ GROUND FAULT CIRCUIT -INTERRUPTER
DUPLEX CONVENIENCE OUTLET @ 12" ABOVE FLOOR & 9" ABOVE COUNTER @ KITCHEN & BATH
DUPLEX OUTLET W/ ARC-FAULT INTERRUPTERAR
C
AC ELECTRICAL HEATPUMP A/C CONDENSER UNIT. PROVIDE 36" SQ CONCRETE PAD PER UNIT,
3" MIN ABOVE GRADE CARRIER 25HNA948
TV TELEVISION ANTENNA WITH CABLE READY
TELEPHONE OUTLET
•
•
•
•
FOR OUTLET LOCATED AT FIREWALL, PROTECT BOXES WITH LISTED 3M™ FIRE BARRIER
MOLDABLE PUTTY PADS MPP+
PROVIDE DEDICATED 20 AMP CIRCUIT FOR EACH BATHROOM
PROVIDE DEDICATED 20 AMP CIRCUIT FOR WASHER/ DRYER
PROVIDE (2) DEDICATED 20 AMP CIRCUIT FOR KITCHENS
G FUEL GAS VALVE
HB HOSE BIB: ALL HOSE BIBS MUST BE PROTECTED BY ANANTI SIPHON DEVICE [CPC 603.1]
EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN.
LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
SHOWER- ALL SHOWERS SHALL HAVE EITHER A PRESSURE BALANCE OR A THERMOSTATIC MIXING
VALUE. MIN. 12" GAP BETWEEN CEILING AND TOP OF SHOWER GLASS WALL
WASHER SPACE WITH HOSE BIBB PROVIDED
DRYER SPACE WITH PROPER VENTILATION TO OUTSIDE AIR AND GAS HOOK-UP
A 48" WID/ 72" HT REFIGERATOR SPACE WITH WATER LINE PROVIDED
36" GAS STOVE WITH 30" CLEARANCE WITH PROPER VENTILATION TO OUTSIDE AIR (180 CFM MIN.)
PROVIDE EXHAUST HOOD ABOVE FOR A MAX. 3 SONES
DW 24" WIDE DISHWASHER
WATER CLOSET (1.28 GALLONS PER FLUSH MAX) 24" CLEAR IN FRONT AND 30" MIN WIDE
COMPARTMENT.
ELECTRICAL PANEL
LISTED CABINET FOR ELECTRIC VEHICLE CHARGER CONNECTED BY A PRE-WIRED 40 AMP
CIRCUIT 208/240-VOLT BRANCH CIRCUIT TO THE MAIN SERVICE OR SUBPANEL THE
RACEWAY SHALL NOT BE LESS THAN TRADE SIZE 1 (NOMINAL 1-INCH INSIDE DIAMETER.)
(TYP.). 2022 CA. GREEN BLDG STANDARDS 4.106.4.
ELECTRIC VEHICLES, PLUG-IN HYBRID ELECTRIC VEHICLE (PHEV), RECHARGEABLE ENERGY
STORAGE SYSTEM SHELL MEET THE REQUIREMENTS OF CEC 2019 SECTION 625
EV
D
W
2
1 SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
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2
0
2
6
1
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3
7
:
5
2
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A-2.0
CA
L
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I
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M
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8
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1ST FLOOR CONSTRUCTION
PLAN
1/4" = 1'-0"1 1ST FLOOR CONSTRUCTION PLAN (SOUTH)
WINDOW SCHEDULE
#WINDOW TYPE WD HT SILL HT.NOTES Count
1 CASEMENT 2' - 6"4' - 6"3' - 6"EG 4
2 FIXED1 4' - 0"4' - 6"3' - 6"2
3 FIXED1 6' - 6"1' - 6"2' - 0"2
4 CASEMENT 2' - 0"4' - 0"4' - 0"TG 2
5 AWNING 2' - 0"2' - 6"5' - 0"TG 2
6 CASEMENT 2' - 6"5' - 0"2' - 0"EG 4
7 FIXED1 2' - 6"2' - 6"1' - 6"<varies>3
8 FIXED1 2' - 6"4' - 6"8' - 6"2
9 FIXED1 2' - 0"2' - 0"5' - 0"4
10 FIXED1 5' - 0"4' - 0"3' - 6"3
11 FIXED1 2' - 0"4' - 6"3' - 6"2
12 DBL.CASEMENT 5' - 0"4' - 6"3' - 6"EG 1
13 CASEMENT 2' - 6"4' - 6"2' - 6"<varies>12
14 CASEMENT 2' - 6"4' - 6"3' - 0"<varies>15
15 FIXED1 4' - 0"4' - 6"3' - 0"<varies>11
16 FIXED1 4' - 0"4' - 6"2' - 6"7
17 FIXED1 6' - 6"1' - 6"1' - 6"<varies>6
18 FIXED1 6' - 6"1' - 6"1' - 0"2
19 CASEMENT 2' - 0"4' - 0"3' - 6"TG 2
20 FIXED1 2' - 6"4' - 6"2' - 6"7
21 AWNING 2' - 0"2' - 6"4' - 6"2
DOOR SCHEDULE
#DOOR TYPE WD.HT.NOTES Count
1 SINGLE FRENCH 3' - 0"8' - 0"TG 4
2 SINGLE FLUSH 3' - 0"8' - 0"8
3 SINGLE FLUSH 2' - 8"8' - 0"7
4 GARAGE 2-PANEL 16' - 0"8' - 0"4
5 SINGLE FLUSH 2' - 6"8' - 0"19
6 SINGLE FLUSH 2' - 8"8' - 0"11
7 HORIZ. SLIDER 6' - 0"8' - 0"3
8 HORIZ. SLIDER 8' - 0"8' - 0"4
9 HORIZ. SLIDER 6' - 0"8' - 0"2
10 FRENCH (DBL)5' - 0"8' - 0"3
1/4" = 1'-0"4 1ST FLOOR CONSTRUCTION PLAN (NORTH)
FLOOR PLAN KEYNOTE
1 ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL, TO BE
INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
2
ONE HR. FIRE-RESISTIVE CONSTRUCTION R-19,
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AND 7/8" STUCCO AT ALL GARAGE SIDE
WALL SEPARATING HABITABLE SPACE
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT ENTIRE GARAGE CEILING USABLE
SPACE UNDER STAIRWAY
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT WALLS AND CEILING ON ALL WALLS
AND CEILING AT WASHER/DRYER AND WATERHEATER.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.ED. TYPE 'X' ON ALL
WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE
DWELLING.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.BD. TYPE 'X' ON ALL
WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS
HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE
PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION
3 DROPPED CEILING
4 HIGH CEILING, DOUBLE HEIGHT SPACE (DIAGONAL HATCH)
5
STAIR WOOD OR IRON HANDRAIL- 34" TO 38" HIGH FROM TREAD. 42" MIN
BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS
FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE
OF A SPHERE 4 INCHES IN DIAMETER
6 PROVIDE A 1 3/8" THICK SOLID WOOD DOOR, SELF-CLOSING AND SELF-LATCHING
DOOR WITH 20 MIN. S-RATING AND TIGHT FITTING
7 STRAIGHT OPENING
8 CABINETS OR SHELVES
9
PROVIDE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4"
DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO
14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
10 PROVIDE A 6" X 14" COMBUSTION AIR VENT WITH A 6" MAX HT ABOVE FINISH
FLOOR
11
PROVIDE A 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A
NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR
PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A
MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6]
12
7/8" STUCCO ON ALL EXTERIOR WALLS W/ THREE COAT APPLICATIONS
APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF
GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING.
13
WALL COVERING OF SHOWER OR TUBS WITHIN SHOWERS: CEMENT,
FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR
FIBER-REINFORCED GYPSUM BACKERS, TO A HEIGHT OF NOT LESS THAN 72
INCHES ABOVE DRAIN INLET, SHALL BE USED AS A BASE FOR WALL TILE IN TUB
AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS.
MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE
RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFTY GLAZING,
CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL
BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH
DIAMETER CIRCLE.
14
SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "TG") ALL
GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL
(PERMANENT IF TEMPERED) AS SAFETY GLAZING. [2406]-GLAZING IN ALL DOORS.
-GLAZING IN BATH AND SHOWER ENCLOSURES
-GLAZING WITHIN A 24" ARC OF A DOOR EDGE
-PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18"
ABOVE THE FINISH
-FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR,
-GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS
THAN 60" ABOVE WALKING SURFACE
-WARDROBE DOORS.
15
STAIR
-MINIMUM 36" WIDE STAIRWAY AND LANDINGS
-THE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE
SMALLEST BY MORE THAN 3/8"
-DIMENSION HEADROOM OVER STAIRS TO HAVE 6'-8" MIN FROM NOSING OF
TREAD.
16
VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER
INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM) OR CONTINUOUS AIR
(KITCHEN ≥ 5 AC/H) [CECE 150(o)]
17
LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN
THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON
EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH
DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES
NOT SWING OVER LANDING OR STEPS) [CRC R311.3]
18
APPLIANCE FIREPLACE. SEE PLAN FOR F.P. BOX SIZE. PROVIDE F.G., IGNITOR
SWITCH, DIRECT VENT AND TERMINATION PER MFR., SPECS.. SEE MFR. SPECS.
FOR RAISED HEARTH REQ. (SUPERIOR VRT 4500) APPROVED TO US AND
CANADIAN SAFETY PERFORMANCE STANDARDS ANSI Z21.99/CSA 2.33-M98
VENTED GAS FIREPLACE HEATERS.
19
THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS
OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF OUTSIDE AIR
VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT
ALL TIMES WHEN THE BUILDING IS OCCUPIED, UNLESS THERE IS A SEVERE
OUTDOOR AIR CONTAMINATION. "PANASONIC FV-13VK3 130/0 CFM 6" DUCT"
INSTALL PER MANUFACTURER'S SPEC. 114 CFM MIN. DUCT LOCATION: SECOND
FLOOR HALLWAY, SEE REFLECTED CEILING PLAN
20
1 HR FIRE RATED/ FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C.
HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS
BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN
STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES,
CHIMNEYS AND FIREPLACE/ ALL DUCTS AND ELEVATOR SHAFTS
21
A DRYER COMPARTMENT SHALL BE PROVIDED WITH A MIUIMUM OPENING OF 100
SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS.
[CMC 504.3.2]
22
WATER PROOF MATERIAL
ENDURO PRODUCTS, INC. ICC-ESR- 2245, ENDURA-KOTE TOTAL SYSTEM MIN
1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN.
2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE
YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.)
23
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH
GYPSUM BOARD. BUILDING CODE 1009.6.3
24
WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE
OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR
INSTALLATION OF FLOORMOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR
REINFORCEMENTS.
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
ABBRVIATIONS
AW AWNING
CLST CLOSET
CS CASEMENT
DBL DOUBLE
EG EGRESS HINGE
ABBRVIATIONS
FD FRENCH DOOR
PD POCKET DOOR
SC SOLID CORD
SL SLIDING
TG TEMPER GLASS 1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
FAU FAU
KITCHEN
9' - 0" HT.
DINING ROOM
9' - 0" HT.LIVING ROOM
9' - 0" HT.
KITCHEN
9' - 0" HT.
DINING ROOM
9' - 0" HT.LIVING ROOM
9' - 0" HT.
5
2' - 6"X 8' - 0" SW
5
2' - 6"X 8' - 0" SW
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
19
2' - 0"x 4' - 0" CSSILL HT: 3' - 6"TG
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"TG15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
19
2' - 0"x 4' - 0" CSSILL HT: 3' - 6"TG
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"TG
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"
10
5' - 0"x 4' - 0" FXSILL HT: 3' - 6"
10
5' - 0"x 4' - 0" FXSILL HT: 3' - 6"
10
5' - 0"X 8' - 0" DBL FD
10
5' - 0"X 8' - 0" DBL FD
7
2' - 6"x 2' - 6" FXSILL HT: 1' - 6"TG
7
2' - 6"x 2' - 6" FXSILL HT: 1' - 6"TG
5
2' - 6"X 8' - 0" SW
5
2' - 6"X 8' - 0" SW
5' - 4"8' - 0"10' - 8"9' - 7"9' - 7"18' - 8"
1'
-
0
"
3'
-
7
"
2'
-
0
"
5'
-
4
"
3'
-
9
"
6'
-
5
"
4'
-
6
"
2'
-
0
"
27
'
-
6
"
1' - 6"5' - 9"3' - 9"5' - 4"3' - 11"3' - 3"4' - 10"2' - 7"2' - 8"2' - 8"2' - 7"4' - 10"3' - 3"3' - 11"5' - 4"3' - 9"5' - 9"
2'
-
0
"
4'
-
6
"
6'
-
5
"
9'
-
1
"
2'
-
0
"
3'
-
7
"
27
'
-
6
"
1'
-
0
"
6"
5' - 8"3' - 8"3' - 6"7' - 0"13' - 6"5"
2' - 6"9' - 4"3' - 6"16' - 6"6"
12' - 0"3' - 1"16' - 9"6"
15
'
-
0
"
3'
-
2
"
3'
-
1
0
"
8'
-
2
"
2'
-
6
"
5'
-
2
"
3'
-
4
"
4'
-
8
"
1'
-
8
"
2'
-
6
"
3'
-
6
"
4'
-
0
"
4'
-
1
0
"
10
'
-
8
"
1'
-
0
"
11'
-
2
"
14
'
-
1
0
"
1'
-
0
"
6"
5' - 8"3' - 8"3' - 6"7' - 0"13' - 6"
2' - 6"9' - 4"3' - 6"16' - 6"6"
12' - 0"3' - 1"16' - 9"6"
15
'
-
0
"
3'
-
2
"
3'
-
1
0
"
8'
-
2
"
2'
-
6
"
5'
-
2
"
3'
-
4
"
4'
-
8
"
1'
-
8
"
2'
-
6
"
3'
-
6
"
4'
-
0
"
4'
-
1
0
"
10
'
-
8
"
1'
-
0
"
11'
-
2
"
14
'
-
1
0
"
8 16
15
5
16
21
816
15
5
16
21
1
A-5.0
1
A-5.0
2
A-5.0
2
A-5.0
5
A-7.1
TYP
3
A-7.1
TYP
3.
0
:
1
2
3.0:123.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3.0:12 3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.0:12
1'
-
6
"
2' - 5"2' - 5"
1'
-
6
"
1
1
12
A-7.1
TYP
9
A-7.1
TYP
3
A-7.1
TYP
9
A-7.1
TYP
8
A-7.1
TYP 8
A-7.1
TYP
GREAT ROOM
9' - 0" HT.
KITCHEN
9' - 0" HT.
BEDROOM 1
9' - 0" HT.
DINING ROOM
9' - 0" HT.
LIVING ROOM
9' - 0" HT.
5
2' - 6"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
2
3' - 0"X 8' - 0" SW
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"
15
4' - 0"x 4' - 6" FXSILL HT: 3' - 0"TG
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"TG, EG
17
6' - 6"x 1' - 6" FXSILL HT: 1' - 6"TG
10
5' - 0"x 4' - 0" FXSILL HT: 3' - 6"
14
2' - 6"x 4' - 6" CSSILL HT: 3' - 0"
5
2' - 6"X 8' - 0" SW
5
2' - 0"x 2' - 6" AWSILL HT: 5' - 0"TG
5
2' - 0"x 2' - 6" AWSILL HT: 5' - 0"TG
10
5' - 0"X 8' - 0" DBL FD
8
8' - 0"X 8' - 0" SL
7
2' - 6"x 2' - 6" FXSILL HT: 1' - 6"
FAU
2'
-
6
"
3'
-
6
"
4'
-
0
"
1'
-
2
"
15
'
-
1
0
"
4'
-
0
"
9'
-
2
"
4'
-
1
"
1'
-
8
"
4'
-
6
"
3'
-
0
"
3'
-
7
"
2' - 6"3' - 6"8' - 0"8' - 3"8' - 2"1' - 6"5' - 8"2' - 4"11' - 11"
2' - 6"24' - 11"3' - 6"1' - 0"2' - 1"1' - 11"14' - 0"1' - 11"
4' - 5"6' - 0"1' - 0"2' - 1"6' - 5"11' - 6"
8'
-
2
"
9'
-
8
"
10
'
-
8
"
10' - 0"16' - 5"4' - 9"3' - 6"17' - 4"
51' - 11"
3'
-
0
"
8'
-
7
"
3'
-
3
"
15
'
-
3
"
30
'
-
0
"
2' - 10"7' - 10"3' - 3"6' - 7"3' - 2"8' - 3"3' - 4"3' - 3"13' - 5"
51' - 11"
1'
-
6
"
9'
-
9
"
3'
-
3
"
8'
-
6
"
3'
-
3
"
3'
-
9
"
30
'
-
0
"
-4" DROP
5
15
21
16
8 16
13
16
8
5
15
8 16
1
A-5.0
1
A-5.0
3
A-5.0
3
A-5.0
5
A-7.2
TYP
6
A-7.2
TYP
4
A-7.2
TYP
3
A-7.1
TYP
8
A-7.1
TYP
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.0:12
1'
-
6
"
1'
-
6
"
3' - 4"
4'
-
5
"
1'
-
4
"
1'
-
4
"
3'
-
8
"
17
'
-
1
0
"
2' - 11"
1
1
3
A-7.1
TYP
12
A-7.1
TYP
9
A-7.1
TYP
9
A-7.1
TYP
12
A-7.1
TYP
8
A-7.1
TYP
5
A-7.1
TYP
FLOOR PLAN LEGENDS
ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL TO HAVE DEDICATED
240 V BRANCH CIRCUIT, TO BE INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
1.
2.
A.
B.
3.
4.
5.
6.
7.
8.
9.
10.
THE NFRC TEMPORARY LABEL DISPLAYED ON WINDOWS MUST REMAIN ON THE UNIT UNTIL FINAL INSPECTION HAS BEEN
COMPLETED.
FOR ALL GLAZING AT DOOR AND WINDOW:
U-FACTOR:0.30
SHGC: 0.23
BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE
AND RESCUE OPENING HAVING A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET EXCEPT FOR GRADE FLOOR
OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5 SQUARE FEET. THE MIN. NET CLEAR OPENING HEIGHT SHALL
BE 24 IN., WIDTH SHALL BE 20 IN. MIN., AND BOTTOM OF THE CLEAR OPENING SHALL BE NO GREATER THAN 44 INCHES
MEASURED FROM THE FLOOR.
GAS COOKTOP: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE
COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE
RATED AT 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL ELECTRICAL COMPONENTS
SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN ELECTRICAL SERVICE PANEL
SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE
ELECTRIC COOKTOP INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
GAS DRYER: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES
DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER LOCATION WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT
CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL
ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN
ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE
CIRCUIT BREAKER FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. THE RESERVED SPACE SHALL BE
PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
A DEDICATED RACEWAY FROM THE MAIN SERVICE SHALL BE PROVIDED TO A PANELBOARD (SUBPANEL) THAT SUPPLIES
THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). ALL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN
SERVICE PANEL PRIOR TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE RACEWAY SHALL BE NOT LESS THAN 1
INCH. THE PANELBOARD THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE LABELED "SUBPANEL SHALL
INCLUDE ALL BACKED-UP LOAD CIRCUITS."
A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A
SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR,
ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A
SLEEPING ROOM RECEPTACLE OUTLET.
SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/
TRANSFER SWITCH WITHIN 3 FT. OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD
AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER
SOURCE.
DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE
SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL OR OTHER APPROVED MATERIAL AND
SHALL NOT HAVE OPENINGS INTO THE GARAGE. (CRC SECTION R302.5.2)
PENETRATIONS THROUGH THE SEPARATION REQUIRED IN SECTION R302.6 SHALL BE PROTECTED AS REQUIRED BY
SECTION R302.11, ITEM 4. (CRC SECTION R302.5.3)
FLOOR PLAN NOTES
WP DUPLE WATERPROOF OUTLET/GFI
GF
I
DUPLEX OUTLET W/ GROUND FAULT CIRCUIT -INTERRUPTER
DUPLEX CONVENIENCE OUTLET @ 12" ABOVE FLOOR & 9" ABOVE COUNTER @ KITCHEN & BATH
DUPLEX OUTLET W/ ARC-FAULT INTERRUPTERAR
C
AC ELECTRICAL HEATPUMP A/C CONDENSER UNIT. PROVIDE 36" SQ CONCRETE PAD PER UNIT,
3" MIN ABOVE GRADE CARRIER 25HNA948
TV TELEVISION ANTENNA WITH CABLE READY
TELEPHONE OUTLET
•
•
•
•
FOR OUTLET LOCATED AT FIREWALL, PROTECT BOXES WITH LISTED 3M™ FIRE BARRIER
MOLDABLE PUTTY PADS MPP+
PROVIDE DEDICATED 20 AMP CIRCUIT FOR EACH BATHROOM
PROVIDE DEDICATED 20 AMP CIRCUIT FOR WASHER/ DRYER
PROVIDE (2) DEDICATED 20 AMP CIRCUIT FOR KITCHENS
G FUEL GAS VALVE
HB HOSE BIB: ALL HOSE BIBS MUST BE PROTECTED BY ANANTI SIPHON DEVICE [CPC 603.1]
EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN.
LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
SHOWER- ALL SHOWERS SHALL HAVE EITHER A PRESSURE BALANCE OR A THERMOSTATIC MIXING
VALUE. MIN. 12" GAP BETWEEN CEILING AND TOP OF SHOWER GLASS WALL
WASHER SPACE WITH HOSE BIBB PROVIDED
DRYER SPACE WITH PROPER VENTILATION TO OUTSIDE AIR AND GAS HOOK-UP
A 48" WID/ 72" HT REFIGERATOR SPACE WITH WATER LINE PROVIDED
36" GAS STOVE WITH 30" CLEARANCE WITH PROPER VENTILATION TO OUTSIDE AIR (180 CFM MIN.)
PROVIDE EXHAUST HOOD ABOVE FOR A MAX. 3 SONES
DW 24" WIDE DISHWASHER
WATER CLOSET (1.28 GALLONS PER FLUSH MAX) 24" CLEAR IN FRONT AND 30" MIN WIDE
COMPARTMENT.
ELECTRICAL PANEL
LISTED CABINET FOR ELECTRIC VEHICLE CHARGER CONNECTED BY A PRE-WIRED 40 AMP
CIRCUIT 208/240-VOLT BRANCH CIRCUIT TO THE MAIN SERVICE OR SUBPANEL THE
RACEWAY SHALL NOT BE LESS THAN TRADE SIZE 1 (NOMINAL 1-INCH INSIDE DIAMETER.)
(TYP.). 2022 CA. GREEN BLDG STANDARDS 4.106.4.
ELECTRIC VEHICLES, PLUG-IN HYBRID ELECTRIC VEHICLE (PHEV), RECHARGEABLE ENERGY
STORAGE SYSTEM SHELL MEET THE REQUIREMENTS OF CEC 2019 SECTION 625
EV
D
W
2
1
1/4" = 1'-0"1 2ND FLOOR CONSTRUCTION PLAN (SOUTH)
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
0
:
3
8
:
0
1
P
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CA
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I
F
O
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I
A
C
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I
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I
U
M
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15
8
-
1
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6
2ND FLOOR CONSTRUCTION
PLAN
1/4" = 1'-0"2 2ND FLOOR CONSTRUCTION PLAN (NORTH)
FLOOR PLAN KEYNOTE
1 ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL, TO BE
INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
2
ONE HR. FIRE-RESISTIVE CONSTRUCTION R-19,
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AND 7/8" STUCCO AT ALL GARAGE SIDE
WALL SEPARATING HABITABLE SPACE
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT ENTIRE GARAGE CEILING USABLE
SPACE UNDER STAIRWAY
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT WALLS AND CEILING ON ALL WALLS
AND CEILING AT WASHER/DRYER AND WATERHEATER.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.ED. TYPE 'X' ON ALL
WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE
DWELLING.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.BD. TYPE 'X' ON ALL
WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS
HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE
PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION
3 DROPPED CEILING
4 HIGH CEILING, DOUBLE HEIGHT SPACE (DIAGONAL HATCH)
5
STAIR WOOD OR IRON HANDRAIL- 34" TO 38" HIGH FROM TREAD. 42" MIN
BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS
FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE
OF A SPHERE 4 INCHES IN DIAMETER
6 PROVIDE A 1 3/8" THICK SOLID WOOD DOOR, SELF-CLOSING AND SELF-LATCHING
DOOR WITH 20 MIN. S-RATING AND TIGHT FITTING
7 STRAIGHT OPENING
8 CABINETS OR SHELVES
9
PROVIDE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4"
DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO
14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
10 PROVIDE A 6" X 14" COMBUSTION AIR VENT WITH A 6" MAX HT ABOVE FINISH
FLOOR
11
PROVIDE A 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A
NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR
PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A
MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6]
12
7/8" STUCCO ON ALL EXTERIOR WALLS W/ THREE COAT APPLICATIONS
APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF
GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING.
13
WALL COVERING OF SHOWER OR TUBS WITHIN SHOWERS: CEMENT,
FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR
FIBER-REINFORCED GYPSUM BACKERS, TO A HEIGHT OF NOT LESS THAN 72
INCHES ABOVE DRAIN INLET, SHALL BE USED AS A BASE FOR WALL TILE IN TUB
AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS.
MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE
RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFTY GLAZING,
CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL
BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH
DIAMETER CIRCLE.
14
SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "TG") ALL
GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL
(PERMANENT IF TEMPERED) AS SAFETY GLAZING. [2406]-GLAZING IN ALL DOORS.
-GLAZING IN BATH AND SHOWER ENCLOSURES
-GLAZING WITHIN A 24" ARC OF A DOOR EDGE
-PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18"
ABOVE THE FINISH
-FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR,
-GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS
THAN 60" ABOVE WALKING SURFACE
-WARDROBE DOORS.
15
STAIR
-MINIMUM 36" WIDE STAIRWAY AND LANDINGS
-THE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE
SMALLEST BY MORE THAN 3/8"
-DIMENSION HEADROOM OVER STAIRS TO HAVE 6'-8" MIN FROM NOSING OF
TREAD.
16
VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER
INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM) OR CONTINUOUS AIR
(KITCHEN ≥ 5 AC/H) [CECE 150(o)]
17
LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN
THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON
EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH
DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES
NOT SWING OVER LANDING OR STEPS) [CRC R311.3]
18
APPLIANCE FIREPLACE. SEE PLAN FOR F.P. BOX SIZE. PROVIDE F.G., IGNITOR
SWITCH, DIRECT VENT AND TERMINATION PER MFR., SPECS.. SEE MFR. SPECS.
FOR RAISED HEARTH REQ. (SUPERIOR VRT 4500) APPROVED TO US AND
CANADIAN SAFETY PERFORMANCE STANDARDS ANSI Z21.99/CSA 2.33-M98
VENTED GAS FIREPLACE HEATERS.
19
THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS
OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF OUTSIDE AIR
VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT
ALL TIMES WHEN THE BUILDING IS OCCUPIED, UNLESS THERE IS A SEVERE
OUTDOOR AIR CONTAMINATION. "PANASONIC FV-13VK3 130/0 CFM 6" DUCT"
INSTALL PER MANUFACTURER'S SPEC. 114 CFM MIN. DUCT LOCATION: SECOND
FLOOR HALLWAY, SEE REFLECTED CEILING PLAN
20
1 HR FIRE RATED/ FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C.
HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS
BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN
STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES,
CHIMNEYS AND FIREPLACE/ ALL DUCTS AND ELEVATOR SHAFTS
21
A DRYER COMPARTMENT SHALL BE PROVIDED WITH A MIUIMUM OPENING OF 100
SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS.
[CMC 504.3.2]
22
WATER PROOF MATERIAL
ENDURO PRODUCTS, INC. ICC-ESR- 2245, ENDURA-KOTE TOTAL SYSTEM MIN
1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN.
2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE
YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.)
23
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH
GYPSUM BOARD. BUILDING CODE 1009.6.3
24
WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE
OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR
INSTALLATION OF FLOORMOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR
REINFORCEMENTS.
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
WINDOW SCHEDULE
#WINDOW TYPE WD HT SILL HT.NOTES Count
1 CASEMENT 2' - 6"4' - 6"3' - 6"EG 4
2 FIXED1 4' - 0"4' - 6"3' - 6"2
3 FIXED1 6' - 6"1' - 6"2' - 0"2
4 CASEMENT 2' - 0"4' - 0"4' - 0"TG 2
5 AWNING 2' - 0"2' - 6"5' - 0"TG 2
6 CASEMENT 2' - 6"5' - 0"2' - 0"EG 4
7 FIXED1 2' - 6"2' - 6"1' - 6"<varies>3
8 FIXED1 2' - 6"4' - 6"8' - 6"2
9 FIXED1 2' - 0"2' - 0"5' - 0"4
10 FIXED1 5' - 0"4' - 0"3' - 6"3
11 FIXED1 2' - 0"4' - 6"3' - 6"2
12 DBL.CASEMENT 5' - 0"4' - 6"3' - 6"EG 1
13 CASEMENT 2' - 6"4' - 6"2' - 6"<varies>12
14 CASEMENT 2' - 6"4' - 6"3' - 0"<varies>15
15 FIXED1 4' - 0"4' - 6"3' - 0"<varies>11
16 FIXED1 4' - 0"4' - 6"2' - 6"7
17 FIXED1 6' - 6"1' - 6"1' - 6"<varies>6
18 FIXED1 6' - 6"1' - 6"1' - 0"2
19 CASEMENT 2' - 0"4' - 0"3' - 6"TG 2
20 FIXED1 2' - 6"4' - 6"2' - 6"7
21 AWNING 2' - 0"2' - 6"4' - 6"2
DOOR SCHEDULE
#DOOR TYPE WD.HT.NOTES Count
1 SINGLE FRENCH 3' - 0"8' - 0"TG 4
2 SINGLE FLUSH 3' - 0"8' - 0"8
3 SINGLE FLUSH 2' - 8"8' - 0"7
4 GARAGE 2-PANEL 16' - 0"8' - 0"4
5 SINGLE FLUSH 2' - 6"8' - 0"19
6 SINGLE FLUSH 2' - 8"8' - 0"11
7 HORIZ. SLIDER 6' - 0"8' - 0"3
8 HORIZ. SLIDER 8' - 0"8' - 0"4
9 HORIZ. SLIDER 6' - 0"8' - 0"2
10 FRENCH (DBL)5' - 0"8' - 0"3
ABBRVIATIONS
AW AWNING
CLST CLOSET
CS CASEMENT
DBL DOUBLE
EG EGRESS HINGE
ABBRVIATIONS
FD FRENCH DOOR
PD POCKET DOOR
SC SOLID CORD
SL SLIDING
TG TEMPER GLASS 1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
MASTER BEDROOM
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
BEDROOM 3
8' - 6" HT.BEDROOM 3
8' - 6" HT.
MASTER BEDROOM
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
6
2' - 8"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
6
2' - 6"x 5' - 0" CSSILL HT: 2' - 0"EG
6
2' - 6"x 5' - 0" CSSILL HT: 2' - 0"EG
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
6
2' - 6"x 5' - 0" CSSILL HT: 2' - 0"EG
6
2' - 6"x 5' - 0" CSSILL HT: 2' - 0"EG
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
8
2' - 6"x 4' - 6" FXSILL HT: 8' - 6"
8
2' - 6"x 4' - 6" FXSILL HT: 8' - 6"
18
6' - 6"x 1' - 6" FXSILL HT: 1' - 0"
18
6' - 6"x 1' - 6" FXSILL HT: 1' - 0"
6
2' - 8"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC7
6' - 0"X 8' - 0" SL
8
8' - 0"X 8' - 0" SL
9
6' - 0"X 8' - 0" SL
5
2' - 6"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
7
6' - 0"X 8' - 0" SL
8
8' - 0"X 8' - 0" SL
9
6' - 0"X 8' - 0" SL
5
2' - 6"X 8' - 0" SC
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
21
2' - 0"x 2' - 6" AWSILL HT: 4' - 6"
9
2' - 0"x 2' - 0" FXSILL HT: 5' - 0"
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
21
2' - 0"x 2' - 6" AWSILL HT: 4' - 6"
9
2' - 0"x 2' - 0" FXSILL HT: 5' - 0"
5
2' - 6"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
-4" DROP
13
16
13
16 15
5
8
8
8
-4" DROP
13
16
13
1615
5
8
8
8
1
A-5.0
1
A-5.0
2
A-5.0
2
A-5.0
6
A-7.1
TYP
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3' - 10"4' - 0"4' - 0"2' - 0"10' - 6"3' - 3"4' - 6"4' - 6"3' - 3"10' - 6"2' - 0"4' - 0"4' - 0"3' - 10"
64' - 2"
8'
-
0
"
1'
-
1
0
"
4'
-
9
"
5'
-
8
"
3'
-
9
"
3'
-
6
"
27
'
-
6
"
13' - 6"1' - 4"3' - 11"3' - 3"4' - 10"5' - 3"5' - 3"4' - 10"3' - 3"3' - 11"1' - 4"13' - 6"
64' - 2"
3'
-
6
"
3'
-
9
"
5'
-
8
"
4'
-
9
"
1'
-
1
0
"
8'
-
0
"
27
'
-
6
"
10
'
-
1
"
2'
-
1
1
"
11
'
-
0
"
3'
-
9
"
2'
-
3
"
2'
-
1
0
"
1'
-
4
"
1'
-
3
"
3'
-
2
"
3'
-
4
"
3'
-
4
"
4'
-
4
"
3'
-
8
"
7'
-
1
0
"
1'
-
9
"
12
'
-
3
"
13
'
-
3
"
5'
-
9
"
6'
-
0
"
3'
-
8
"
4'
-
1
"
3'
-
1
0
"
1'
-
9
"
12
'
-
3
"
7'
-
8
"
3'
-
4
"
3'
-
2
"
1'
-
3
"
1'
-
4
"
2'
-
1
0
"
2'
-
6
"
8'
-
2
"
1'
-
8
"
3'
-
2
"
11
'
-
0
"
12' - 0"5' - 4"12' - 4"2' - 2"6"2' - 2"12' - 4"5' - 4"12' - 0"
3' - 11"3' - 8"2' - 8"7' - 3"3' - 8"10' - 8"6"10' - 8"4' - 0"5' - 10"3' - 9"3' - 9"
4' - 0"3' - 8"5' - 8"1' - 8"2' - 4"10' - 8"6"10' - 8"2' - 4"7' - 4"3' - 8"4' - 0"
1'
-
7
"
1'
-
7
"
4' - 5"
2' - 5"
2' - 5"
1'
-
7
"
1'
-
7
"
4' - 5"
1
1 1
1
3
A-7.1
TYP
1
A-7.1
TYP
12
A-7.1
TYP
9
A-7.1
TYP
3
A-7.1
TYP
1
A-7.1
TYP
12
A-7.1
TYP
9
A-7.1
TYP
MASTER BEDROOM
8' - 6" HT.
MASTER BEDROOM
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
BEDROOM 3
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
FAU
6
2' - 8"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
6
2' - 8"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
20
2' - 6"x 4' - 6" FXSILL HT: 2' - 6"
5
2' - 6"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
5
2' - 6"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
6
2' - 8"X 8' - 0" SC
8
8' - 0"X 8' - 0" SL
7
6' - 0"X 8' - 0" SL
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"
16
4' - 0"x 4' - 6" FXSILL HT: 2' - 6"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
9
2' - 0"x 2' - 0" FXSILL HT: 5' - 0"
9
2' - 0"x 2' - 0" FXSILL HT: 5' - 0"
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
13
2' - 6"x 4' - 6" CSSILL HT: 2' - 6"EG
15 15
13 16
13
16
16
13
13
16
21
8
8
8
8
8
5
5
-4" DROP
-4" DROP
1
A-5.0
1
A-5.0
3
A-5.0
3
A-5.0
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
12' - 8"3' - 0"7' - 4"3' - 9"4' - 9"5' - 9"3' - 9"6' - 4"4' - 8"
51' - 11"
3'
-
2
"
3'
-
3
"
5'
-
1
1
"
11
'
-
2
"
3'
-
6
"
3'
-
0
"
30
'
-
0
"
7' - 5"2' - 9"8' - 1"2' - 3"5' - 6"2' - 11"3' - 0"2' - 4"3' - 3"6' - 8"5' - 0"2' - 9"
51' - 11"
1'
-
6
"
3'
-
3
"
3'
-
6
"
20
'
-
9
"
1'
-
0
"
29
'
-
1
1
"
5' - 8"10' - 5"2' - 2"1' - 0"11' - 10"2' - 8"2' - 6"3' - 0"
10' - 6"2' - 6"3' - 8"9' - 5"4' - 10"1' - 0"3' - 10"8' - 0"4' - 4"3' - 10"
7' - 9"14' - 4"5' - 4"3' - 6"1' - 0"4' - 0"1' - 8"3' - 6"2' - 8"8' - 2"
14' - 8"5' - 2"3' - 8"1' - 0"10' - 1"5' - 11"4' - 0"
8'
-
0
"
12
'
-
4
"
11
'
-
6
"
1'
-
9
"
2'
-
1
"
4'
-
2
"
4'
-
5
"
3'
-
4
"
1'
-
4
"
1'
-
4
"
5'
-
8
"
3'
-
1
0
"
1'
-
9
"
9'
-
9
"
5'
-
1
"
6'
-
7
"
7'
-
6
"
1'
-
8
"
3'
-
2
"
1'
-
3
"
1'
-
3
"
3'
-
6
"
12
'
-
0
"
2'
-
1
0
"
2'
-
1
0
"
9'
-
1
0
"
2'
-
0
"
8'
-
5
"
1'
-
9
"
5'
-
4
"
1'
-
9
"
8'
-
3
"
6'
-
2
"
1'
-
9
"
2'
-
1
"
1'
-
8
"
1'
-
8
"
6'
-
0
"
8'
-
2
"
1' - 3"1' - 3"
2'
-
5
"
1' - 3"1' - 3"
2'
-
1
1
"
2' - 5"
2' - 2"
1
1
1
1
3
A-7.1
TYP
9
A-7.1
TYP
8
A-7.1
TYP
3
A-7.1
TYP
9
A-7.1
TYP 8
A-7.1
TYP
FLOOR PLAN LEGENDS
ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL TO HAVE DEDICATED
240 V BRANCH CIRCUIT, TO BE INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
1.
2.
A.
B.
3.
4.
5.
6.
7.
8.
9.
10.
THE NFRC TEMPORARY LABEL DISPLAYED ON WINDOWS MUST REMAIN ON THE UNIT UNTIL FINAL INSPECTION HAS BEEN
COMPLETED.
FOR ALL GLAZING AT DOOR AND WINDOW:
U-FACTOR:0.30
SHGC: 0.23
BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE
AND RESCUE OPENING HAVING A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET EXCEPT FOR GRADE FLOOR
OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5 SQUARE FEET. THE MIN. NET CLEAR OPENING HEIGHT SHALL
BE 24 IN., WIDTH SHALL BE 20 IN. MIN., AND BOTTOM OF THE CLEAR OPENING SHALL BE NO GREATER THAN 44 INCHES
MEASURED FROM THE FLOOR.
GAS COOKTOP: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE
COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE
RATED AT 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL ELECTRICAL COMPONENTS
SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN ELECTRICAL SERVICE PANEL
SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE
ELECTRIC COOKTOP INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
GAS DRYER: A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES
DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER LOCATION WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT
CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY." ALL
ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. THE MAIN
ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE
CIRCUIT BREAKER FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. THE RESERVED SPACE SHALL BE
PERMANENTLY MARKED AS "FOR FUTURE 240V USE.
A DEDICATED RACEWAY FROM THE MAIN SERVICE SHALL BE PROVIDED TO A PANELBOARD (SUBPANEL) THAT SUPPLIES
THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). ALL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN
SERVICE PANEL PRIOR TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE RACEWAY SHALL BE NOT LESS THAN 1
INCH. THE PANELBOARD THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE LABELED "SUBPANEL SHALL
INCLUDE ALL BACKED-UP LOAD CIRCUITS."
A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A
SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR,
ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A
SLEEPING ROOM RECEPTACLE OUTLET.
SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/
TRANSFER SWITCH WITHIN 3 FT. OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD
AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER
SOURCE.
DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE
SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL OR OTHER APPROVED MATERIAL AND
SHALL NOT HAVE OPENINGS INTO THE GARAGE. (CRC SECTION R302.5.2)
PENETRATIONS THROUGH THE SEPARATION REQUIRED IN SECTION R302.6 SHALL BE PROTECTED AS REQUIRED BY
SECTION R302.11, ITEM 4. (CRC SECTION R302.5.3)
FLOOR PLAN NOTES
WP DUPLE WATERPROOF OUTLET/GFI
GF
I
DUPLEX OUTLET W/ GROUND FAULT CIRCUIT -INTERRUPTER
DUPLEX CONVENIENCE OUTLET @ 12" ABOVE FLOOR & 9" ABOVE COUNTER @ KITCHEN & BATH
DUPLEX OUTLET W/ ARC-FAULT INTERRUPTERAR
C
AC ELECTRICAL HEATPUMP A/C CONDENSER UNIT. PROVIDE 36" SQ CONCRETE PAD PER UNIT,
3" MIN ABOVE GRADE CARRIER 25HNA948
TV TELEVISION ANTENNA WITH CABLE READY
TELEPHONE OUTLET
•
•
•
•
FOR OUTLET LOCATED AT FIREWALL, PROTECT BOXES WITH LISTED 3M™ FIRE BARRIER
MOLDABLE PUTTY PADS MPP+
PROVIDE DEDICATED 20 AMP CIRCUIT FOR EACH BATHROOM
PROVIDE DEDICATED 20 AMP CIRCUIT FOR WASHER/ DRYER
PROVIDE (2) DEDICATED 20 AMP CIRCUIT FOR KITCHENS
G FUEL GAS VALVE
HB HOSE BIB: ALL HOSE BIBS MUST BE PROTECTED BY ANANTI SIPHON DEVICE [CPC 603.1]
EXHAUST DUCT- 4" DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN.
LIMITED TO 14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
SHOWER- ALL SHOWERS SHALL HAVE EITHER A PRESSURE BALANCE OR A THERMOSTATIC MIXING
VALUE. MIN. 12" GAP BETWEEN CEILING AND TOP OF SHOWER GLASS WALL
WASHER SPACE WITH HOSE BIBB PROVIDED
DRYER SPACE WITH PROPER VENTILATION TO OUTSIDE AIR AND GAS HOOK-UP
A 48" WID/ 72" HT REFIGERATOR SPACE WITH WATER LINE PROVIDED
36" GAS STOVE WITH 30" CLEARANCE WITH PROPER VENTILATION TO OUTSIDE AIR (180 CFM MIN.)
PROVIDE EXHAUST HOOD ABOVE FOR A MAX. 3 SONES
DW 24" WIDE DISHWASHER
WATER CLOSET (1.28 GALLONS PER FLUSH MAX) 24" CLEAR IN FRONT AND 30" MIN WIDE
COMPARTMENT.
ELECTRICAL PANEL
LISTED CABINET FOR ELECTRIC VEHICLE CHARGER CONNECTED BY A PRE-WIRED 40 AMP
CIRCUIT 208/240-VOLT BRANCH CIRCUIT TO THE MAIN SERVICE OR SUBPANEL THE
RACEWAY SHALL NOT BE LESS THAN TRADE SIZE 1 (NOMINAL 1-INCH INSIDE DIAMETER.)
(TYP.). 2022 CA. GREEN BLDG STANDARDS 4.106.4.
ELECTRIC VEHICLES, PLUG-IN HYBRID ELECTRIC VEHICLE (PHEV), RECHARGEABLE ENERGY
STORAGE SYSTEM SHELL MEET THE REQUIREMENTS OF CEC 2019 SECTION 625
EV
D
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2
1
1/4" = 1'-0"1 3RD FLOOR CONSTRUCTION PLAN (SOUTH)
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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3RD FLOOR CONSTRUCTION
PLAN
FLOOR PLAN KEYNOTE
1 ELECTRICAL WATER HEATER 80 GALLON RHEEM XE80T10H22U0 OR EQUAL, TO BE
INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
2
ONE HR. FIRE-RESISTIVE CONSTRUCTION R-19,
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AND 7/8" STUCCO AT ALL GARAGE SIDE
WALL SEPARATING HABITABLE SPACE
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT ENTIRE GARAGE CEILING USABLE
SPACE UNDER STAIRWAY
-PROVIDE 5/8" TYPE 'X' GYPSUM BOARD AT WALLS AND CEILING ON ALL WALLS
AND CEILING AT WASHER/DRYER AND WATERHEATER.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.ED. TYPE 'X' ON ALL
WALLS, CEILING, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE
DWELLING.
-ONE HOUR FIRE RESISTIVE CONSTRUCTION 5/8" GYP.BD. TYPE 'X' ON ALL
WALLS AND CEILING OF WATER HEATER WHERE THE OCCUPANCY SEPARATION IS
HORIZONTAL, STRUCTURAL MEMBERS SUPPORTING THE SEPARATION SHALL BE
PROTECTED BY EQUIVALENT FIRE-RESISTIVE CONSTRUCTION
3 DROPPED CEILING
4 HIGH CEILING, DOUBLE HEIGHT SPACE (DIAGONAL HATCH)
5
STAIR WOOD OR IRON HANDRAIL- 34" TO 38" HIGH FROM TREAD. 42" MIN
BALUSTER GUARD HANDRAIL. REQUIRED GUARDS SHALL NOT HAVE OPENINGS
FROM WALKING SURFACE TO REQUIRED GUARD HEIGHT WHICH ALLOWS PASSAGE
OF A SPHERE 4 INCHES IN DIAMETER
6 PROVIDE A 1 3/8" THICK SOLID WOOD DOOR, SELF-CLOSING AND SELF-LATCHING
DOOR WITH 20 MIN. S-RATING AND TIGHT FITTING
7 STRAIGHT OPENING
8 CABINETS OR SHELVES
9
PROVIDE HOOD VENT TO OUTSIDE AIR AT KITCHEN & DRYER. EXHAUST DUCT- 4"
DIAMETER EXHAUST FOR DRYER. 6" DIAMETER EXHAUST FOR KITCHEN. LIMITED TO
14' AND 2 ELBOWS. REDUCE 2' FOR EVERY ELBOW IN EXCESS OF 2.
10 PROVIDE A 6" X 14" COMBUSTION AIR VENT WITH A 6" MAX HT ABOVE FINISH
FLOOR
11
PROVIDE A 36" SQ CONCRETE PAD FOR THE A/C CONDENSER UNIT AND A
NEARBY POSITIVE MEANS OF DISCONECT AND 120 VOLT RECEPTACLE. EXTERIOR
PADS SUPPORTING COMPRESSOR/CONDENSER/WATER HEATER SHALL BE A
MINIMUM OF 3" ABOVE GRADE. [MC909.3;PC 510.6]
12
7/8" STUCCO ON ALL EXTERIOR WALLS W/ THREE COAT APPLICATIONS
APPROVED BUILDING PAPER UNDER EXTERIOR FINISHES. THREE LAYERS OF
GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING.
13
WALL COVERING OF SHOWER OR TUBS WITHIN SHOWERS: CEMENT,
FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR
FIBER-REINFORCED GYPSUM BACKERS, TO A HEIGHT OF NOT LESS THAN 72
INCHES ABOVE DRAIN INLET, SHALL BE USED AS A BASE FOR WALL TILE IN TUB
AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS.
MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE
RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE SAFTY GLAZING,
CATEGORY II. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL
BE NOT LESS THAN 1,024 SQ. IN. OF FLOOR AREA, AND ENCOMPASS 30 INCH
DIAMETER CIRCLE.
14
SAFETY GLAZING/TEMPERED GLASS (SEE DOOR/WINDOW TAGS FOR "TG") ALL
GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL
(PERMANENT IF TEMPERED) AS SAFETY GLAZING. [2406]-GLAZING IN ALL DOORS.
-GLAZING IN BATH AND SHOWER ENCLOSURES
-GLAZING WITHIN A 24" ARC OF A DOOR EDGE
-PANELS OVER 9 SQUARE FEET HAVING THE LOWEST EDGE LESS THAN 18"
ABOVE THE FINISH
-FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR,
-GLAZING 5'-0" FROM TOP OR BOTTOM OF STAIRWAYS WITH BOTTOM EDGE LESS
THAN 60" ABOVE WALKING SURFACE
-WARDROBE DOORS.
15
STAIR
-MINIMUM 36" WIDE STAIRWAY AND LANDINGS
-THE LARGEST RISE OR RUN IN A FLIGHT OF STAIRS MAY NOT EXCEED THE
SMALLEST BY MORE THAN 3/8"
-DIMENSION HEADROOM OVER STAIRS TO HAVE 6'-8" MIN FROM NOSING OF
TREAD.
16
VENTILATION DEVICE MUST BE VENTED TO THE OUTSIDE WITH EITHER
INTERMITTENT (KITCHEN ≥ 100 CFM, BATHROOM ≥ 50 CFM) OR CONTINUOUS AIR
(KITCHEN ≥ 5 AC/H) [CECE 150(o)]
17
LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN
THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON
EACH SIDE OF DOORS. THE ELEVATION OF LANDING SHALL NOT EXCEED 1 1/2 INCH
DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7.75 INCH IF DOOR DOES
NOT SWING OVER LANDING OR STEPS) [CRC R311.3]
18
APPLIANCE FIREPLACE. SEE PLAN FOR F.P. BOX SIZE. PROVIDE F.G., IGNITOR
SWITCH, DIRECT VENT AND TERMINATION PER MFR., SPECS.. SEE MFR. SPECS.
FOR RAISED HEARTH REQ. (SUPERIOR VRT 4500) APPROVED TO US AND
CANADIAN SAFETY PERFORMANCE STANDARDS ANSI Z21.99/CSA 2.33-M98
VENTED GAS FIREPLACE HEATERS.
19
THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS
OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF OUTSIDE AIR
VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT
ALL TIMES WHEN THE BUILDING IS OCCUPIED, UNLESS THERE IS A SEVERE
OUTDOOR AIR CONTAMINATION. "PANASONIC FV-13VK3 130/0 CFM 6" DUCT"
INSTALL PER MANUFACTURER'S SPEC. 114 CFM MIN. DUCT LOCATION: SECOND
FLOOR HALLWAY, SEE REFLECTED CEILING PLAN
20
1 HR FIRE RATED/ FIRE BLOCKING IS REQUIRED IN CONCEALED SPACES 10' O.C.
HORIZONTAL AND VERTICALLY AT THE CEILING AND FLOOR LEVELS, CONNECTIONS
BETWEEN HORIZONTAL AND VERTICAL SPACES, CONCEALED SPACES BETWEEN
STAIR AND LANDING, OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES WIRES,
CHIMNEYS AND FIREPLACE/ ALL DUCTS AND ELEVATOR SHAFTS
21
A DRYER COMPARTMENT SHALL BE PROVIDED WITH A MIUIMUM OPENING OF 100
SQUARE INCHES FOR MAKEUP AIR IN THE DOOR OR BY OTHER APPROVED MEANS.
[CMC 504.3.2]
22
WATER PROOF MATERIAL
ENDURO PRODUCTS, INC. ICC-ESR- 2245, ENDURA-KOTE TOTAL SYSTEM MIN
1/4" THICK OVER 1/16" THICK MIN TEXTURE & COLOR COAT OVER 1/16" THICK MIN.
2ND COAT. OVER 1/8" THK. MIN. 1ST COAT, AND OVER 2.5 POUND PER SQUARE
YARD GAL VANIZED METAL LATH OVER PLYWOOD ROOF SHEATING (TYP.)
23
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER-STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH
GYPSUM BOARD. BUILDING CODE 1009.6.3
24
WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE
OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR
INSTALLATION OF FLOORMOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR
REINFORCEMENTS. 1/4" = 1'-0"2 3RD FLOOR CONSTRUCTION PLAN (NORTH)
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
WINDOW SCHEDULE
#WINDOW TYPE WD HT SILL HT.NOTES Count
1 CASEMENT 2' - 6"4' - 6"3' - 6"EG 4
2 FIXED1 4' - 0"4' - 6"3' - 6"2
3 FIXED1 6' - 6"1' - 6"2' - 0"2
4 CASEMENT 2' - 0"4' - 0"4' - 0"TG 2
5 AWNING 2' - 0"2' - 6"5' - 0"TG 2
6 CASEMENT 2' - 6"5' - 0"2' - 0"EG 4
7 FIXED1 2' - 6"2' - 6"1' - 6"<varies>3
8 FIXED1 2' - 6"4' - 6"8' - 6"2
9 FIXED1 2' - 0"2' - 0"5' - 0"4
10 FIXED1 5' - 0"4' - 0"3' - 6"3
11 FIXED1 2' - 0"4' - 6"3' - 6"2
12 DBL.CASEMENT 5' - 0"4' - 6"3' - 6"EG 1
13 CASEMENT 2' - 6"4' - 6"2' - 6"<varies>12
14 CASEMENT 2' - 6"4' - 6"3' - 0"<varies>15
15 FIXED1 4' - 0"4' - 6"3' - 0"<varies>11
16 FIXED1 4' - 0"4' - 6"2' - 6"7
17 FIXED1 6' - 6"1' - 6"1' - 6"<varies>6
18 FIXED1 6' - 6"1' - 6"1' - 0"2
19 CASEMENT 2' - 0"4' - 0"3' - 6"TG 2
20 FIXED1 2' - 6"4' - 6"2' - 6"7
21 AWNING 2' - 0"2' - 6"4' - 6"2
DOOR SCHEDULE
#DOOR TYPE WD.HT.NOTES Count
1 SINGLE FRENCH 3' - 0"8' - 0"TG 4
2 SINGLE FLUSH 3' - 0"8' - 0"8
3 SINGLE FLUSH 2' - 8"8' - 0"7
4 GARAGE 2-PANEL 16' - 0"8' - 0"4
5 SINGLE FLUSH 2' - 6"8' - 0"19
6 SINGLE FLUSH 2' - 8"8' - 0"11
7 HORIZ. SLIDER 6' - 0"8' - 0"3
8 HORIZ. SLIDER 8' - 0"8' - 0"4
9 HORIZ. SLIDER 6' - 0"8' - 0"2
10 FRENCH (DBL)5' - 0"8' - 0"3
ABBRVIATIONS
AW AWNING
CLST CLOSET
CS CASEMENT
DBL DOUBLE
EG EGRESS HINGE
ABBRVIATIONS
FD FRENCH DOOR
PD POCKET DOOR
SC SOLID CORD
SL SLIDING
TG TEMPER GLASS 1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REFLECTED CEILING PLAN LEGENDS
CEILING RECESS LIGHT (HE=HIGH EFFICACY)
SURFACE MOUNTING CEILING LIGHT (HE=HIGH EFFICACY)
BRACKET MOUNTED WALL LIGHT (HE=HIGH EFFICACY)
FAN- 15 AIR CHANGED PER HOUR AND EXHAUSTING DIRECTLY TO THE OUTSIDE.
(50 CFM MIN.) -> FAN ARE NOT PARTS OF A WHOLE HOUSE SYSTEM ARE
ENERGY STAR COMPLIANT AND EQUIP WITH HUMIDITY CONTROLS CAPABLE OF
ADJUSTMENT BETWEEN RELATIVE HUMIDITY RANGES OF <50 PERCENT TO A
MAX. OF 80 PERCENT. TO BE CONTROLLED BY HUMIDITY SENSOR
SWITCH* LEGEND:
3 3 WAY SWITCH
3D 3 WAY DIMMER SWITCH
D DIMMER SWITCH
V VACANCY SENSOR
*
F SURFACE MOUNTED CEILING LIGHT (HIGH EFFICACY FLUORESCENT)
S (UL 217 RATED) HARD WIRED SMOKE DETECTOR WITH
BACKUP BATTERIES. SMOKE ALARMS SHALL SOUND AN ALARM AUDIBLE IN
ALL SLEEPING AREAS OF THE DWELLING UNIT WHICH THEY SERVE. SMOKE
ALARMS SHALL BE PRIOVIDED IN ALL NEW CONSTRUCTION LOCATED IN EACH
SLEEPING AREA, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE
IMMEDIATE VICINITY OF THE BEDROOMS, AND AT EACH ADDITION FLOOR OR
BASEMENT LEVEL [CRC R314.4]
CM UL 2034/2075 UL RATED CARBON MONOXIDE ALARMS:
CARBON MONOXIDE ALARMS SHALL BE INTERCONNECTED AND HARDWIRED IN
NEW HOMES. [CRC R315.1.1 & R315.1.2], ALARMS SHALL BE LOCATED OUTSIDE OF
EACH SEPARATE DWELLING UNIT SLEEPING AREA NEAR BEDROOMS AND ON
EVERY LEVEL INCLUDING BASEMENT [CRC R315.3]
ATTIC FURNACE AND PASSAGEWAY- 30"X30" ATTIC ACCESS. 24" WIDE OF
SOLID CONTINUOUS FLOORING FROM SCUTTLE TO EQUIPMENT AND IT'S
CONTROL. 20' MAX OF PASSAGEWAY.
AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED AND LABELED IN ACCORDANCE
WITH UL 325. SEE HEALTH AND SAFETY CODE SECTIONS 19890 AND 19891 FOR
ADDITIONAL PROVISIONS FOR RESIDENTIAL GARAGE DOOR OPENERS. (CRC SECTION
R309.4)
2-4' LONG SURFACE MOUNTED FLUORESCENT LIGHT (HE=HIGH
EFFICACY)
WHOLE HOUSE EXHAUST FAN INSTALL PER MFR'S. SPECS.
106 CFM PER ENERGY REPORT
G
1
- A SOUND RATING OF ONE SONE OR LESS AT THE REQUIRED VENTILATION FLOW RATE IS REQUIRED FOR EACH CEILING MOUNTED
WHOLE BUILDING VENTILATION FAN
-THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF
OUTSIDE AIR VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT ALL TIMES WHEN THE BUILDING IS
OCCUPIED, UNLESS THERE IS A SEVERE OUTDOOR AIR CONTAMINATION
FAMILY DWELLING GUIDELINES
A.
B.
C.
D.
E.
F.
G.
ELECTRONIC BALLASTS IF 13 WATTS OR MORE
RECESSED CANS IN INSULATED CEILINGS "IC" TYPE & CERTIFIED AIRTIGHT
HIGH EFFICACY LUMINARIES FOR RESIDENTIAL LIGHTING SHALL CONTAIN ONLY HIGH EFFICACY LAMPS SHALL NOT CONTAIN
A MEDIUM SCREW BASE SOCKET (E24/E26). A HIGH EFFICACY LAMP HAS A LAMP EFFICACY THAT IS NO LOWER THAN
EFFICACIES CONTAINED IN TABLE 150-C. BALLAST FOR LAMPS RATED 13 WATTS OR GREATER SHALL BE ELECTRONIC AND
SHALL HAVE AN OUTPUT FREQUENCY NO LESS THAN 20 KHZ
ALL HIGH EFFICACY LUMINARIES (INCLUDING RECESSED CAN FIXTURES) SHALL CONTAIN PIN-BASED SOCKETS UNLESS
SPECIFICALLY APPROVED BY THE NEERGY COMMISSION. [ENS 150 (K)]
ALL HEATING SYSTEM SHALL HAVE AN AUTOMATIC THERMOSTAT WITH A CLOCK MECHANISM WHICH THE BUILDING
OCCUPANT CAN MANUALLY PROGRAM TO AUTOMATICALLY SET BACK THE THERMOSTAT SET POINTS AT LEAST 4 PERIODS
WITHIN 24 HOURS [ENS 150i]
ALL ELECTRICAL OUTLETS ON THE BUILDING SHALL BE OF AFIC TYPE U.N.O. FOR SPECIFIC LOCATIONS ON THE PLAN
ALL THE BATHROOM SHALL HAVE AT LEAST 120 AMP. ELECTRICAL OUTLET
VENTILATION NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
ALL LUMINAIRES INSTALLED IN RESIDENTIAL CONSTRUCTION MUST QUALIFY AS “HIGH EFFICACY LUMINAIRES.” THIS
ELIMINATES VARYING REQUIREMENTS BY ROOM AND TYPE OF CONTROLS. THIS ALSO ELIMINATES THE NEED TO CALCULATE
THE WATTAGE OF LOW VERSUS HIGH EFFICACY LUMINAIRES IN THE KITCHEN.
THE DEFINITION OF “HIGH EFFICACY LUMINAIRES” HAS BEEN EXPANDED. IT INCLUDES THE LIGHT SOURCES IDENTIFIED AS
EFFICIENT IN 2022 (LINEAR FLUORESCENT, PIN BASED COMPACT FLUORESCENT, GU-24 BASE CFL, HID, AND INDUCTION
LIGHTING), AND NOW ALSO INCLUDES ANY LUMINAIRE THAT CONTAINS A JA8 COMPLIANT LAMP OR OTHER LIGHT SOURCE
THAT IS APPROPRIATELY MARKED. JA8 CONTAINS REQUIREMENTS THAT ENSURE THAT LIGHT SOURCES, INCLUDING LAMPS
AND LUMINAIRES, PROVIDE SUFFICIENT COLOR QUALITY, LIFE, AND ENERGY EFFICIENCY. TABLE 150.0-A OF §150.0
CONTAINS THE DEFINITION.
ALL PERMANENTLY INSTALLED LUMINAIRES WITH INTERCHANGEABLE LAMPS MUST CONTAIN LAMPS THAT COMPLY WITH THE
REQUIREMENTS OF JOINT APPENDIX 8 (JA8) AND BE APPROPRIATELY MARKED TO BE CONSIDERED “HIGH EFFICACY
LUMINAIRES.”
THE MARKING “JA8-2022” IS REQUIRED FOR COMPLIANCE AND SHALL ONLY BE USED ON LAMPS THAT MEET THE
REQUIREMENTS OF JOINT APPENDIX 8 AND ARE LISTED IN THE ENERGY COMMISSION JA8 DATABASE.
THE MARKING “JA8-2022-E” INDICATES THAT IN ADDITION TO THE REQUIREMENTS ABOVE FOR A JA8-2022 LIGHT
SOURCE, THE LIGHT SOURCE HAS BEEN TESTED TO PROVIDE LONG LIFE AT ELEVATED TEMPERATURES. LIGHT SOURCES
MUST BE MARKED “JA 8-2022-E” IF THEY ARE TO BE USED IN ENCLOSED OR RECESSED LUMINAIRES.
RECESSED DOWNLIGHT LUMINAIRES AND ENCLOSED LUMINAIRES ARE REQUIRED TO CONTAIN A JA8 COMPLIANT LAMP THAT
MEETS THE ELEVATED TEMPERATURE REQUIREMENT. RECESSED DOWNLIGHT LUMINAIRES WITH SCREW BASED SOCKETS
ARE NO LONGER PERMITTED TO BE INSTALLED.
THE BUILDER MUST PROVIDE THE NEW HOMEOWNER WITH A LUMINAIRE SCHEDULE (AS REQUIRED IN TITLE 24 CALIFORNIA
CODE OF REGULATIONS, PART 1, §10-103(B)) THAT INCLUDES A LIST OF LAMPS INSTALLED IN THE LUMINARIES SO THAT THE
HOMEOWNER KNOWS WHAT LIGHT SOURCES THEY ARE ENTITLED TO WHEN THEY TAKE POSSESSION OF THE NEW HOME.
INSPECTIONS FOR LIGHTING ARE MORE STRAIGHTFORWARD AS ALL LUMINARIES HAVE A HIGH EFFICACY LIGHT SOURCE AND
THERE IS A COMPLETED LUMINAIRE SCHEDULE FOR THE INSPECTOR TO REVIEW.
THE NUMBER OF BLANK ELECTRICAL BOXES (J-BOX) INSTALLED MORE THAN FIVE FEET ABOVE THE FINIHED FLOOR SHALL
NOT BE GREATER THAN THE NUMBER OF BEDROOMS. THESE ELECTRICAL BOXES SHALL BE SERVED BY A DIMMER, A
VACANCY SENSOR, OR FAN SPEED CONTROL.
MANUAL ON/AUTOMATIC OFF OCCUPANT SENSOR MOTION SENSORS, PHOTO-CONTROL ASTRONOMICAL TIME CLOCK
CONTROLS AND IMMERS INSTALLED TO COMPLY WITH §150.0(K) MUST HAVE BEEN CERTIFIED TO THE ENERGY
COMMISSION BY THEIR MANUFACTURER, PURSUANT TO THE PROVISIONS OF THE TITLE 20 APPLIANCE EFFICIENCY
REGULATIONS (TITLE 20 CALIFORNIA CODE OF REGULATIONS, §1606), AS REQUIRED BY §110.9
THE ENERGY STANDARDS REQUIRE VACANCY SENSORS TO CONTROL AT LEAST ONE LUMINAIRE IN THE FOLLOWING ROOM
TYPES: BATHROOMS. UTILITY ROOMS. LAUNDRY ROOMS. GARAGES.
ALL OUTDOOR LIGHTING ATTACHED TO THE RESIDENCE OR TO OTHER BUILDINGS ON THE SAME LOT ARE HIGH EFFICACY, AND
ARE CONTROLLED BY A MANUAL ON AND OFF SWITCH AND BY PHOTOCELL AND MOTION SENSOR AND ONE OF THE
FOLLOWING AUTOMATIC CONTROL TYPES: 1. PHOTOCONTROL AND AUTOMATIC TIME SWITCH CONTROL. 2. ASTRONOMICAL
TIME CLOCK CONTROLS THAT AUTOMATICALLY TURNS THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS. 3. ENERGY
MANAGEMENT CONTROL SYSTEM (EMCS) THAT FUNCTIONS AS AN ASTRONOMICAL TIME CLOCK, DOES NOT HAVE AN
OVERRIDE OR BYPASS SWITCH THAT ALLOWS THE LUMINAIRE TO BE ALWAYS ON, AND IS PROGRAMMED TO AUTOMATICALLY
TURN THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS.
2022 TITLE 24, PART 6 RESIDENTIAL LIGHTING DESIGN GUIDE
1.
2.
3.
4.
5.
6.
7.
8.
PIN-BASED LINEAR FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PIN-BASED COMPACT FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PULSE-START METAL HALIDE LUMINAIRES.
HIGH PRESSURE SODIUM LUMINAIRES.
LUMINAIRES WITH GU-24 SOCKETS OTHER THAN LEDS.
LUMINAIRES WITH HARDWIRED HIGH FREQUENCY GENERATOR AND INDUCTION LAMP.
INSEPARABLE SSL LUMINAIRES INSTALLED OUTDOORS.
INSEPARABLE SSL LUMINARIES WITH COLORED LIGHT SOURCES FOR DECORATIVE LIGHTING PURPOSE.
HIGH EFFICACY LIGHT SOURCES
1.
2.
3.
4.
5.
6.
7.
8.
9.
A MINIMUM OF 50% OF THE LUMINARIES IN A KITCHEN MUST BE FLUORESCENT OR HIGH EFFICACY.
BATHROOMS, GARAGES, LAUNDRY OR UTILITY ROOMS, AND CLOSET MUST HAVE FLUORESCENT OR HIGH
EFFICACY LIGHTING, AND AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES MUST BE CONTROLLED BY A
VACANCY SENSOR.
BEDROOMS, LIVING ROOMS, FAMILY ROOMS, KITCHEN AND OTHER ROOMS USED FOR LIVING AND SLEEPING
MUST HAVE FLUORESCENT OR HIGH EFFICACY LIGHTING, OR AN OCCUPANT SENSOR, AND DIMMERS MUST BE
INSTALLED.
EXTERIOR LIGHTING MUST BE FLUORESCENT OR HIGH EFFICACY, OR AN OCCUPANT SENOR WITH AN INTEGRAL
PHOTO CONTROL MAY BE INSTALLED
ADDS AUTO-OFF CONTROLS FOR LIGHTING IN DRAWERS AND CABINETS
UNDERSHELF, DISPLAY CABINETS, SWITCHED OUTLETS CONTROLLED SEPARATE FROM CEILING LIGHTING.
LIGHTING IN HABITABLE SPACES SHALL HAVE ACCESSIBLE WALL-MOUNTED DIMMING CONTROLS
ALL SERVICES SUPPLYING DWELLING UNITS SHALL BE PROVIDED WITH A SURGE-PROTECTIVE DEVICE IN
ACCORDANCE WITH CEC SECTION 230.67.
INTERIOR STAIRWAYS SHALL BE ILLUMINATED IN ACCORDANCE WITH CRC SECTION R303.7.
REFLECTED CEILING PLAN NOTES
1
7.75" MAX.
7.75" MAX.
7.75" MAX.
7.75" MAX.
GGFI
CMS
S
G GFI
TO 2ND FLOORTO 2ND FLOOR
CM S
S
1
7.7
5
"
M
A
X
.
7.7
5
"
M
A
X
.
7.7
5
"
M
A
X
.
7.75" MAX.
1.5
"
M
A
X
.
2%
2%
G GFI
G
GF
I
TO 2ND FLOOR
TO 2ND FLOOR
CMS
S
1
CMS
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
0
:
3
8
:
1
8
P
M
A-3.0
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
M
S
15
8
-
1
6
0
C
A
L
I
F
O
R
N
I
A
S
T
.
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
1ST FLOOR REFLECTED
CEILING PLAN
1/4" = 1'-0"1 1ST FLOOR REFLECTED CEILING PLAN (SOUTH)
1/4" = 1'-0"2 1ST FLOOR REFLECTED CEILING PLAN (NORTH)
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REFLECTED CEILING PLAN LEGENDS
CEILING RECESS LIGHT (HE=HIGH EFFICACY)
SURFACE MOUNTING CEILING LIGHT (HE=HIGH EFFICACY)
BRACKET MOUNTED WALL LIGHT (HE=HIGH EFFICACY)
FAN- 15 AIR CHANGED PER HOUR AND EXHAUSTING DIRECTLY TO THE OUTSIDE.
(50 CFM MIN.) -> FAN ARE NOT PARTS OF A WHOLE HOUSE SYSTEM ARE
ENERGY STAR COMPLIANT AND EQUIP WITH HUMIDITY CONTROLS CAPABLE OF
ADJUSTMENT BETWEEN RELATIVE HUMIDITY RANGES OF <50 PERCENT TO A
MAX. OF 80 PERCENT. TO BE CONTROLLED BY HUMIDITY SENSOR
SWITCH* LEGEND:
3 3 WAY SWITCH
3D 3 WAY DIMMER SWITCH
D DIMMER SWITCH
V VACANCY SENSOR
*
F SURFACE MOUNTED CEILING LIGHT (HIGH EFFICACY FLUORESCENT)
S (UL 217 RATED) HARD WIRED SMOKE DETECTOR WITH
BACKUP BATTERIES. SMOKE ALARMS SHALL SOUND AN ALARM AUDIBLE IN
ALL SLEEPING AREAS OF THE DWELLING UNIT WHICH THEY SERVE. SMOKE
ALARMS SHALL BE PRIOVIDED IN ALL NEW CONSTRUCTION LOCATED IN EACH
SLEEPING AREA, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE
IMMEDIATE VICINITY OF THE BEDROOMS, AND AT EACH ADDITION FLOOR OR
BASEMENT LEVEL [CRC R314.4]
CM UL 2034/2075 UL RATED CARBON MONOXIDE ALARMS:
CARBON MONOXIDE ALARMS SHALL BE INTERCONNECTED AND HARDWIRED IN
NEW HOMES. [CRC R315.1.1 & R315.1.2], ALARMS SHALL BE LOCATED OUTSIDE OF
EACH SEPARATE DWELLING UNIT SLEEPING AREA NEAR BEDROOMS AND ON
EVERY LEVEL INCLUDING BASEMENT [CRC R315.3]
ATTIC FURNACE AND PASSAGEWAY- 30"X30" ATTIC ACCESS. 24" WIDE OF
SOLID CONTINUOUS FLOORING FROM SCUTTLE TO EQUIPMENT AND IT'S
CONTROL. 20' MAX OF PASSAGEWAY.
AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED AND LABELED IN ACCORDANCE
WITH UL 325. SEE HEALTH AND SAFETY CODE SECTIONS 19890 AND 19891 FOR
ADDITIONAL PROVISIONS FOR RESIDENTIAL GARAGE DOOR OPENERS. (CRC SECTION
R309.4)
2-4' LONG SURFACE MOUNTED FLUORESCENT LIGHT (HE=HIGH
EFFICACY)
WHOLE HOUSE EXHAUST FAN INSTALL PER MFR'S. SPECS.
106 CFM PER ENERGY REPORT
G
1
- A SOUND RATING OF ONE SONE OR LESS AT THE REQUIRED VENTILATION FLOW RATE IS REQUIRED FOR EACH CEILING MOUNTED
WHOLE BUILDING VENTILATION FAN
-THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF
OUTSIDE AIR VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT ALL TIMES WHEN THE BUILDING IS
OCCUPIED, UNLESS THERE IS A SEVERE OUTDOOR AIR CONTAMINATION
FAMILY DWELLING GUIDELINES
A.
B.
C.
D.
E.
F.
G.
ELECTRONIC BALLASTS IF 13 WATTS OR MORE
RECESSED CANS IN INSULATED CEILINGS "IC" TYPE & CERTIFIED AIRTIGHT
HIGH EFFICACY LUMINARIES FOR RESIDENTIAL LIGHTING SHALL CONTAIN ONLY HIGH EFFICACY LAMPS SHALL NOT CONTAIN
A MEDIUM SCREW BASE SOCKET (E24/E26). A HIGH EFFICACY LAMP HAS A LAMP EFFICACY THAT IS NO LOWER THAN
EFFICACIES CONTAINED IN TABLE 150-C. BALLAST FOR LAMPS RATED 13 WATTS OR GREATER SHALL BE ELECTRONIC AND
SHALL HAVE AN OUTPUT FREQUENCY NO LESS THAN 20 KHZ
ALL HIGH EFFICACY LUMINARIES (INCLUDING RECESSED CAN FIXTURES) SHALL CONTAIN PIN-BASED SOCKETS UNLESS
SPECIFICALLY APPROVED BY THE NEERGY COMMISSION. [ENS 150 (K)]
ALL HEATING SYSTEM SHALL HAVE AN AUTOMATIC THERMOSTAT WITH A CLOCK MECHANISM WHICH THE BUILDING
OCCUPANT CAN MANUALLY PROGRAM TO AUTOMATICALLY SET BACK THE THERMOSTAT SET POINTS AT LEAST 4 PERIODS
WITHIN 24 HOURS [ENS 150i]
ALL ELECTRICAL OUTLETS ON THE BUILDING SHALL BE OF AFIC TYPE U.N.O. FOR SPECIFIC LOCATIONS ON THE PLAN
ALL THE BATHROOM SHALL HAVE AT LEAST 120 AMP. ELECTRICAL OUTLET
VENTILATION NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
ALL LUMINAIRES INSTALLED IN RESIDENTIAL CONSTRUCTION MUST QUALIFY AS “HIGH EFFICACY LUMINAIRES.” THIS
ELIMINATES VARYING REQUIREMENTS BY ROOM AND TYPE OF CONTROLS. THIS ALSO ELIMINATES THE NEED TO CALCULATE
THE WATTAGE OF LOW VERSUS HIGH EFFICACY LUMINAIRES IN THE KITCHEN.
THE DEFINITION OF “HIGH EFFICACY LUMINAIRES” HAS BEEN EXPANDED. IT INCLUDES THE LIGHT SOURCES IDENTIFIED AS
EFFICIENT IN 2022 (LINEAR FLUORESCENT, PIN BASED COMPACT FLUORESCENT, GU-24 BASE CFL, HID, AND INDUCTION
LIGHTING), AND NOW ALSO INCLUDES ANY LUMINAIRE THAT CONTAINS A JA8 COMPLIANT LAMP OR OTHER LIGHT SOURCE
THAT IS APPROPRIATELY MARKED. JA8 CONTAINS REQUIREMENTS THAT ENSURE THAT LIGHT SOURCES, INCLUDING LAMPS
AND LUMINAIRES, PROVIDE SUFFICIENT COLOR QUALITY, LIFE, AND ENERGY EFFICIENCY. TABLE 150.0-A OF §150.0
CONTAINS THE DEFINITION.
ALL PERMANENTLY INSTALLED LUMINAIRES WITH INTERCHANGEABLE LAMPS MUST CONTAIN LAMPS THAT COMPLY WITH THE
REQUIREMENTS OF JOINT APPENDIX 8 (JA8) AND BE APPROPRIATELY MARKED TO BE CONSIDERED “HIGH EFFICACY
LUMINAIRES.”
THE MARKING “JA8-2022” IS REQUIRED FOR COMPLIANCE AND SHALL ONLY BE USED ON LAMPS THAT MEET THE
REQUIREMENTS OF JOINT APPENDIX 8 AND ARE LISTED IN THE ENERGY COMMISSION JA8 DATABASE.
THE MARKING “JA8-2022-E” INDICATES THAT IN ADDITION TO THE REQUIREMENTS ABOVE FOR A JA8-2022 LIGHT
SOURCE, THE LIGHT SOURCE HAS BEEN TESTED TO PROVIDE LONG LIFE AT ELEVATED TEMPERATURES. LIGHT SOURCES
MUST BE MARKED “JA 8-2022-E” IF THEY ARE TO BE USED IN ENCLOSED OR RECESSED LUMINAIRES.
RECESSED DOWNLIGHT LUMINAIRES AND ENCLOSED LUMINAIRES ARE REQUIRED TO CONTAIN A JA8 COMPLIANT LAMP THAT
MEETS THE ELEVATED TEMPERATURE REQUIREMENT. RECESSED DOWNLIGHT LUMINAIRES WITH SCREW BASED SOCKETS
ARE NO LONGER PERMITTED TO BE INSTALLED.
THE BUILDER MUST PROVIDE THE NEW HOMEOWNER WITH A LUMINAIRE SCHEDULE (AS REQUIRED IN TITLE 24 CALIFORNIA
CODE OF REGULATIONS, PART 1, §10-103(B)) THAT INCLUDES A LIST OF LAMPS INSTALLED IN THE LUMINARIES SO THAT THE
HOMEOWNER KNOWS WHAT LIGHT SOURCES THEY ARE ENTITLED TO WHEN THEY TAKE POSSESSION OF THE NEW HOME.
INSPECTIONS FOR LIGHTING ARE MORE STRAIGHTFORWARD AS ALL LUMINARIES HAVE A HIGH EFFICACY LIGHT SOURCE AND
THERE IS A COMPLETED LUMINAIRE SCHEDULE FOR THE INSPECTOR TO REVIEW.
THE NUMBER OF BLANK ELECTRICAL BOXES (J-BOX) INSTALLED MORE THAN FIVE FEET ABOVE THE FINIHED FLOOR SHALL
NOT BE GREATER THAN THE NUMBER OF BEDROOMS. THESE ELECTRICAL BOXES SHALL BE SERVED BY A DIMMER, A
VACANCY SENSOR, OR FAN SPEED CONTROL.
MANUAL ON/AUTOMATIC OFF OCCUPANT SENSOR MOTION SENSORS, PHOTO-CONTROL ASTRONOMICAL TIME CLOCK
CONTROLS AND IMMERS INSTALLED TO COMPLY WITH §150.0(K) MUST HAVE BEEN CERTIFIED TO THE ENERGY
COMMISSION BY THEIR MANUFACTURER, PURSUANT TO THE PROVISIONS OF THE TITLE 20 APPLIANCE EFFICIENCY
REGULATIONS (TITLE 20 CALIFORNIA CODE OF REGULATIONS, §1606), AS REQUIRED BY §110.9
THE ENERGY STANDARDS REQUIRE VACANCY SENSORS TO CONTROL AT LEAST ONE LUMINAIRE IN THE FOLLOWING ROOM
TYPES: BATHROOMS. UTILITY ROOMS. LAUNDRY ROOMS. GARAGES.
ALL OUTDOOR LIGHTING ATTACHED TO THE RESIDENCE OR TO OTHER BUILDINGS ON THE SAME LOT ARE HIGH EFFICACY, AND
ARE CONTROLLED BY A MANUAL ON AND OFF SWITCH AND BY PHOTOCELL AND MOTION SENSOR AND ONE OF THE
FOLLOWING AUTOMATIC CONTROL TYPES: 1. PHOTOCONTROL AND AUTOMATIC TIME SWITCH CONTROL. 2. ASTRONOMICAL
TIME CLOCK CONTROLS THAT AUTOMATICALLY TURNS THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS. 3. ENERGY
MANAGEMENT CONTROL SYSTEM (EMCS) THAT FUNCTIONS AS AN ASTRONOMICAL TIME CLOCK, DOES NOT HAVE AN
OVERRIDE OR BYPASS SWITCH THAT ALLOWS THE LUMINAIRE TO BE ALWAYS ON, AND IS PROGRAMMED TO AUTOMATICALLY
TURN THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS.
2022 TITLE 24, PART 6 RESIDENTIAL LIGHTING DESIGN GUIDE
1.
2.
3.
4.
5.
6.
7.
8.
PIN-BASED LINEAR FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PIN-BASED COMPACT FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PULSE-START METAL HALIDE LUMINAIRES.
HIGH PRESSURE SODIUM LUMINAIRES.
LUMINAIRES WITH GU-24 SOCKETS OTHER THAN LEDS.
LUMINAIRES WITH HARDWIRED HIGH FREQUENCY GENERATOR AND INDUCTION LAMP.
INSEPARABLE SSL LUMINAIRES INSTALLED OUTDOORS.
INSEPARABLE SSL LUMINARIES WITH COLORED LIGHT SOURCES FOR DECORATIVE LIGHTING PURPOSE.
HIGH EFFICACY LIGHT SOURCES
1.
2.
3.
4.
5.
6.
7.
8.
9.
A MINIMUM OF 50% OF THE LUMINARIES IN A KITCHEN MUST BE FLUORESCENT OR HIGH EFFICACY.
BATHROOMS, GARAGES, LAUNDRY OR UTILITY ROOMS, AND CLOSET MUST HAVE FLUORESCENT OR HIGH
EFFICACY LIGHTING, AND AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES MUST BE CONTROLLED BY A
VACANCY SENSOR.
BEDROOMS, LIVING ROOMS, FAMILY ROOMS, KITCHEN AND OTHER ROOMS USED FOR LIVING AND SLEEPING
MUST HAVE FLUORESCENT OR HIGH EFFICACY LIGHTING, OR AN OCCUPANT SENSOR, AND DIMMERS MUST BE
INSTALLED.
EXTERIOR LIGHTING MUST BE FLUORESCENT OR HIGH EFFICACY, OR AN OCCUPANT SENOR WITH AN INTEGRAL
PHOTO CONTROL MAY BE INSTALLED
ADDS AUTO-OFF CONTROLS FOR LIGHTING IN DRAWERS AND CABINETS
UNDERSHELF, DISPLAY CABINETS, SWITCHED OUTLETS CONTROLLED SEPARATE FROM CEILING LIGHTING.
LIGHTING IN HABITABLE SPACES SHALL HAVE ACCESSIBLE WALL-MOUNTED DIMMING CONTROLS
ALL SERVICES SUPPLYING DWELLING UNITS SHALL BE PROVIDED WITH A SURGE-PROTECTIVE DEVICE IN
ACCORDANCE WITH CEC SECTION 230.67.
INTERIOR STAIRWAYS SHALL BE ILLUMINATED IN ACCORDANCE WITH CRC SECTION R303.7.
REFLECTED CEILING PLAN NOTES
1
FAU FAU
CM SCMS
TO 1ST FLOOR
TO 3RD FLOOR
TO 1ST FLOOR
TO 3RD FLOOR
FAU
CM S
CMS
S
TO
1
S
T
F
L
O
O
R
TO
3
R
D
F
L
O
O
R
TO
1
S
T
F
L
O
O
R
TO
3
R
D
F
L
O
O
R
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
0
:
3
8
:
2
4
P
M
A-3.1
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
M
S
15
8
-
1
6
0
C
A
L
I
F
O
R
N
I
A
S
T
.
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
2ND FLOOR REFLECTED
CEILING PLAN
1/4" = 1'-0"1 2ND FLOOR REFLECTED CEILING PLAN(SOUTH)
1/4" = 1'-0"2 2ND FLOOR REFLECTED CEILING PLAN (NORTH)
No.DESCRIPTION DATE
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REFLECTED CEILING PLAN LEGENDS
CEILING RECESS LIGHT (HE=HIGH EFFICACY)
SURFACE MOUNTING CEILING LIGHT (HE=HIGH EFFICACY)
BRACKET MOUNTED WALL LIGHT (HE=HIGH EFFICACY)
FAN- 15 AIR CHANGED PER HOUR AND EXHAUSTING DIRECTLY TO THE OUTSIDE.
(50 CFM MIN.) -> FAN ARE NOT PARTS OF A WHOLE HOUSE SYSTEM ARE
ENERGY STAR COMPLIANT AND EQUIP WITH HUMIDITY CONTROLS CAPABLE OF
ADJUSTMENT BETWEEN RELATIVE HUMIDITY RANGES OF <50 PERCENT TO A
MAX. OF 80 PERCENT. TO BE CONTROLLED BY HUMIDITY SENSOR
SWITCH* LEGEND:
3 3 WAY SWITCH
3D 3 WAY DIMMER SWITCH
D DIMMER SWITCH
V VACANCY SENSOR
*
F SURFACE MOUNTED CEILING LIGHT (HIGH EFFICACY FLUORESCENT)
S (UL 217 RATED) HARD WIRED SMOKE DETECTOR WITH
BACKUP BATTERIES. SMOKE ALARMS SHALL SOUND AN ALARM AUDIBLE IN
ALL SLEEPING AREAS OF THE DWELLING UNIT WHICH THEY SERVE. SMOKE
ALARMS SHALL BE PRIOVIDED IN ALL NEW CONSTRUCTION LOCATED IN EACH
SLEEPING AREA, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE
IMMEDIATE VICINITY OF THE BEDROOMS, AND AT EACH ADDITION FLOOR OR
BASEMENT LEVEL [CRC R314.4]
CM UL 2034/2075 UL RATED CARBON MONOXIDE ALARMS:
CARBON MONOXIDE ALARMS SHALL BE INTERCONNECTED AND HARDWIRED IN
NEW HOMES. [CRC R315.1.1 & R315.1.2], ALARMS SHALL BE LOCATED OUTSIDE OF
EACH SEPARATE DWELLING UNIT SLEEPING AREA NEAR BEDROOMS AND ON
EVERY LEVEL INCLUDING BASEMENT [CRC R315.3]
ATTIC FURNACE AND PASSAGEWAY- 30"X30" ATTIC ACCESS. 24" WIDE OF
SOLID CONTINUOUS FLOORING FROM SCUTTLE TO EQUIPMENT AND IT'S
CONTROL. 20' MAX OF PASSAGEWAY.
AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED AND LABELED IN ACCORDANCE
WITH UL 325. SEE HEALTH AND SAFETY CODE SECTIONS 19890 AND 19891 FOR
ADDITIONAL PROVISIONS FOR RESIDENTIAL GARAGE DOOR OPENERS. (CRC SECTION
R309.4)
2-4' LONG SURFACE MOUNTED FLUORESCENT LIGHT (HE=HIGH
EFFICACY)
WHOLE HOUSE EXHAUST FAN INSTALL PER MFR'S. SPECS.
106 CFM PER ENERGY REPORT
G
1
- A SOUND RATING OF ONE SONE OR LESS AT THE REQUIRED VENTILATION FLOW RATE IS REQUIRED FOR EACH CEILING MOUNTED
WHOLE BUILDING VENTILATION FAN
-THE EXHAUST FAN CONTROL USED FOR WHOLE-BUILDING CONTINUOUS OPERATION IS REQUIRED TO MAINTAIN MINIMUM LEVELS OF
OUTSIDE AIR VENTILATION REQUIRED FOR GOOD HEALTH, THE FAN CONTROL SHOULD BE ON AT ALL TIMES WHEN THE BUILDING IS
OCCUPIED, UNLESS THERE IS A SEVERE OUTDOOR AIR CONTAMINATION
FAMILY DWELLING GUIDELINES
A.
B.
C.
D.
E.
F.
G.
ELECTRONIC BALLASTS IF 13 WATTS OR MORE
RECESSED CANS IN INSULATED CEILINGS "IC" TYPE & CERTIFIED AIRTIGHT
HIGH EFFICACY LUMINARIES FOR RESIDENTIAL LIGHTING SHALL CONTAIN ONLY HIGH EFFICACY LAMPS SHALL NOT CONTAIN
A MEDIUM SCREW BASE SOCKET (E24/E26). A HIGH EFFICACY LAMP HAS A LAMP EFFICACY THAT IS NO LOWER THAN
EFFICACIES CONTAINED IN TABLE 150-C. BALLAST FOR LAMPS RATED 13 WATTS OR GREATER SHALL BE ELECTRONIC AND
SHALL HAVE AN OUTPUT FREQUENCY NO LESS THAN 20 KHZ
ALL HIGH EFFICACY LUMINARIES (INCLUDING RECESSED CAN FIXTURES) SHALL CONTAIN PIN-BASED SOCKETS UNLESS
SPECIFICALLY APPROVED BY THE NEERGY COMMISSION. [ENS 150 (K)]
ALL HEATING SYSTEM SHALL HAVE AN AUTOMATIC THERMOSTAT WITH A CLOCK MECHANISM WHICH THE BUILDING
OCCUPANT CAN MANUALLY PROGRAM TO AUTOMATICALLY SET BACK THE THERMOSTAT SET POINTS AT LEAST 4 PERIODS
WITHIN 24 HOURS [ENS 150i]
ALL ELECTRICAL OUTLETS ON THE BUILDING SHALL BE OF AFIC TYPE U.N.O. FOR SPECIFIC LOCATIONS ON THE PLAN
ALL THE BATHROOM SHALL HAVE AT LEAST 120 AMP. ELECTRICAL OUTLET
VENTILATION NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
ALL LUMINAIRES INSTALLED IN RESIDENTIAL CONSTRUCTION MUST QUALIFY AS “HIGH EFFICACY LUMINAIRES.” THIS
ELIMINATES VARYING REQUIREMENTS BY ROOM AND TYPE OF CONTROLS. THIS ALSO ELIMINATES THE NEED TO CALCULATE
THE WATTAGE OF LOW VERSUS HIGH EFFICACY LUMINAIRES IN THE KITCHEN.
THE DEFINITION OF “HIGH EFFICACY LUMINAIRES” HAS BEEN EXPANDED. IT INCLUDES THE LIGHT SOURCES IDENTIFIED AS
EFFICIENT IN 2022 (LINEAR FLUORESCENT, PIN BASED COMPACT FLUORESCENT, GU-24 BASE CFL, HID, AND INDUCTION
LIGHTING), AND NOW ALSO INCLUDES ANY LUMINAIRE THAT CONTAINS A JA8 COMPLIANT LAMP OR OTHER LIGHT SOURCE
THAT IS APPROPRIATELY MARKED. JA8 CONTAINS REQUIREMENTS THAT ENSURE THAT LIGHT SOURCES, INCLUDING LAMPS
AND LUMINAIRES, PROVIDE SUFFICIENT COLOR QUALITY, LIFE, AND ENERGY EFFICIENCY. TABLE 150.0-A OF §150.0
CONTAINS THE DEFINITION.
ALL PERMANENTLY INSTALLED LUMINAIRES WITH INTERCHANGEABLE LAMPS MUST CONTAIN LAMPS THAT COMPLY WITH THE
REQUIREMENTS OF JOINT APPENDIX 8 (JA8) AND BE APPROPRIATELY MARKED TO BE CONSIDERED “HIGH EFFICACY
LUMINAIRES.”
THE MARKING “JA8-2022” IS REQUIRED FOR COMPLIANCE AND SHALL ONLY BE USED ON LAMPS THAT MEET THE
REQUIREMENTS OF JOINT APPENDIX 8 AND ARE LISTED IN THE ENERGY COMMISSION JA8 DATABASE.
THE MARKING “JA8-2022-E” INDICATES THAT IN ADDITION TO THE REQUIREMENTS ABOVE FOR A JA8-2022 LIGHT
SOURCE, THE LIGHT SOURCE HAS BEEN TESTED TO PROVIDE LONG LIFE AT ELEVATED TEMPERATURES. LIGHT SOURCES
MUST BE MARKED “JA 8-2022-E” IF THEY ARE TO BE USED IN ENCLOSED OR RECESSED LUMINAIRES.
RECESSED DOWNLIGHT LUMINAIRES AND ENCLOSED LUMINAIRES ARE REQUIRED TO CONTAIN A JA8 COMPLIANT LAMP THAT
MEETS THE ELEVATED TEMPERATURE REQUIREMENT. RECESSED DOWNLIGHT LUMINAIRES WITH SCREW BASED SOCKETS
ARE NO LONGER PERMITTED TO BE INSTALLED.
THE BUILDER MUST PROVIDE THE NEW HOMEOWNER WITH A LUMINAIRE SCHEDULE (AS REQUIRED IN TITLE 24 CALIFORNIA
CODE OF REGULATIONS, PART 1, §10-103(B)) THAT INCLUDES A LIST OF LAMPS INSTALLED IN THE LUMINARIES SO THAT THE
HOMEOWNER KNOWS WHAT LIGHT SOURCES THEY ARE ENTITLED TO WHEN THEY TAKE POSSESSION OF THE NEW HOME.
INSPECTIONS FOR LIGHTING ARE MORE STRAIGHTFORWARD AS ALL LUMINARIES HAVE A HIGH EFFICACY LIGHT SOURCE AND
THERE IS A COMPLETED LUMINAIRE SCHEDULE FOR THE INSPECTOR TO REVIEW.
THE NUMBER OF BLANK ELECTRICAL BOXES (J-BOX) INSTALLED MORE THAN FIVE FEET ABOVE THE FINIHED FLOOR SHALL
NOT BE GREATER THAN THE NUMBER OF BEDROOMS. THESE ELECTRICAL BOXES SHALL BE SERVED BY A DIMMER, A
VACANCY SENSOR, OR FAN SPEED CONTROL.
MANUAL ON/AUTOMATIC OFF OCCUPANT SENSOR MOTION SENSORS, PHOTO-CONTROL ASTRONOMICAL TIME CLOCK
CONTROLS AND IMMERS INSTALLED TO COMPLY WITH §150.0(K) MUST HAVE BEEN CERTIFIED TO THE ENERGY
COMMISSION BY THEIR MANUFACTURER, PURSUANT TO THE PROVISIONS OF THE TITLE 20 APPLIANCE EFFICIENCY
REGULATIONS (TITLE 20 CALIFORNIA CODE OF REGULATIONS, §1606), AS REQUIRED BY §110.9
THE ENERGY STANDARDS REQUIRE VACANCY SENSORS TO CONTROL AT LEAST ONE LUMINAIRE IN THE FOLLOWING ROOM
TYPES: BATHROOMS. UTILITY ROOMS. LAUNDRY ROOMS. GARAGES.
ALL OUTDOOR LIGHTING ATTACHED TO THE RESIDENCE OR TO OTHER BUILDINGS ON THE SAME LOT ARE HIGH EFFICACY, AND
ARE CONTROLLED BY A MANUAL ON AND OFF SWITCH AND BY PHOTOCELL AND MOTION SENSOR AND ONE OF THE
FOLLOWING AUTOMATIC CONTROL TYPES: 1. PHOTOCONTROL AND AUTOMATIC TIME SWITCH CONTROL. 2. ASTRONOMICAL
TIME CLOCK CONTROLS THAT AUTOMATICALLY TURNS THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS. 3. ENERGY
MANAGEMENT CONTROL SYSTEM (EMCS) THAT FUNCTIONS AS AN ASTRONOMICAL TIME CLOCK, DOES NOT HAVE AN
OVERRIDE OR BYPASS SWITCH THAT ALLOWS THE LUMINAIRE TO BE ALWAYS ON, AND IS PROGRAMMED TO AUTOMATICALLY
TURN THE OUTDOOR LIGHTING OFF DURING DAYLIGHT HOURS.
2022 TITLE 24, PART 6 RESIDENTIAL LIGHTING DESIGN GUIDE
1.
2.
3.
4.
5.
6.
7.
8.
PIN-BASED LINEAR FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PIN-BASED COMPACT FLUORESCENT LUMINAIRES USING ELECTRONIC BALLASTS.
PULSE-START METAL HALIDE LUMINAIRES.
HIGH PRESSURE SODIUM LUMINAIRES.
LUMINAIRES WITH GU-24 SOCKETS OTHER THAN LEDS.
LUMINAIRES WITH HARDWIRED HIGH FREQUENCY GENERATOR AND INDUCTION LAMP.
INSEPARABLE SSL LUMINAIRES INSTALLED OUTDOORS.
INSEPARABLE SSL LUMINARIES WITH COLORED LIGHT SOURCES FOR DECORATIVE LIGHTING PURPOSE.
HIGH EFFICACY LIGHT SOURCES
1.
2.
3.
4.
5.
6.
7.
8.
9.
A MINIMUM OF 50% OF THE LUMINARIES IN A KITCHEN MUST BE FLUORESCENT OR HIGH EFFICACY.
BATHROOMS, GARAGES, LAUNDRY OR UTILITY ROOMS, AND CLOSET MUST HAVE FLUORESCENT OR HIGH
EFFICACY LIGHTING, AND AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES MUST BE CONTROLLED BY A
VACANCY SENSOR.
BEDROOMS, LIVING ROOMS, FAMILY ROOMS, KITCHEN AND OTHER ROOMS USED FOR LIVING AND SLEEPING
MUST HAVE FLUORESCENT OR HIGH EFFICACY LIGHTING, OR AN OCCUPANT SENSOR, AND DIMMERS MUST BE
INSTALLED.
EXTERIOR LIGHTING MUST BE FLUORESCENT OR HIGH EFFICACY, OR AN OCCUPANT SENOR WITH AN INTEGRAL
PHOTO CONTROL MAY BE INSTALLED
ADDS AUTO-OFF CONTROLS FOR LIGHTING IN DRAWERS AND CABINETS
UNDERSHELF, DISPLAY CABINETS, SWITCHED OUTLETS CONTROLLED SEPARATE FROM CEILING LIGHTING.
LIGHTING IN HABITABLE SPACES SHALL HAVE ACCESSIBLE WALL-MOUNTED DIMMING CONTROLS
ALL SERVICES SUPPLYING DWELLING UNITS SHALL BE PROVIDED WITH A SURGE-PROTECTIVE DEVICE IN
ACCORDANCE WITH CEC SECTION 230.67.
INTERIOR STAIRWAYS SHALL BE ILLUMINATED IN ACCORDANCE WITH CRC SECTION R303.7.
REFLECTED CEILING PLAN NOTES
1
CM S
S
S
SCMS
S
S
S
30x30 ATTIC ACCESS30x30 ATTIC ACCESS
TO 2ND FLOOR TO 2ND FLOOR
FAU CM S
CM
S
S
S
S
S
S
30x30 ATTIC ACCESS
30x30 ATTIC ACCESS
TO 2ND FLOOR
TO 2ND FLOOR
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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3RD FLOOR REFLECTED
CEILING PLAN
1/4" = 1'-0"1 3RD FLOOR REFLECTED CEILING PLAN (SOUTH)
1/4" = 1'-0"2 3RD FLOOR REFLECTED CEILING PLAN (NORTH)
No.DESCRIPTION DATE
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
1'
-
4
"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
8"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
ROOF ENCROACHMENT
3'
-
0
"
12345679
AC UNIT
1
A-5.0
6
A-7.0
TYP
7
A-7.0
TYP
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
8"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
1'
-
4
"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
ROOF ENCROACHMENT
3'
-
0
"
123457910
2
A-5.0
3
A-5.0
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
1'
-
4
"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
8"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
3'
-
0
"
ROOF ENCROACHMENT 12345879101
A-5.0
2
A-7.2
TYP
1
A-7.2
TYP
20
A-7.0
TYP
3
A-7.2
TYP
19
A-7.0
TYP
18
A-7.0
TYP
1
A-7.0
TYP
2
A-7.0
TYP
3
A-7.0
TYP
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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ELEVATION
3/16" = 1'-0"2 NORTH ELEVATION (REAR)
3/16" = 1'-0"3 EAST ELEVATION (SIDE)
3/16" = 1'-0"1 SOUTH ELEVATION (FRONT)
CEMENT PLASTER
OMEGA SMOOTH STUCCO
15 BIRCH WHITE
SMOOTH FINISH
WINDOWS AND DOORS
MILGARD STYLELINE
BRONZE
FASCIA BOARD
2X6
DUNN EDWARDS JET
EXTERIOR HORIZONTAL SIDING
JAMES HARDIE (ICC-ESR-2290)
ARTISAN® SQUARE CHANNEL SIDING
CARAMEL
GARAGE DOOR
LUIS DOOR
SMOOTH FLUSH PANEL
SAND STONE
RAIN GUTTER
CARLISLE
SECUREDGE 400 GUTTER
METAL MATTE BLACK
1
2
3
4
5
6
STUCCO REVEAL
FLANNERY INC.
SMOOTH FINISH CHANNEL
SFC 75-200, 2" WIDTH 3/4" DEPTH
7
EXTERIOR LIGHT
ELVI
OUTDOOR LONG STRIP MODERN WALL
39.3" X 1.9"
8
9 CONCRETE ROOFING
EAGLE ROOFING ESR-1900
BELAIR
4503 SIERRA MADRE
10 STONE VENEER
ELDORADO STONE
CUT COARSE STONE
MADRONA
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
•WATER-RESISTIVE BARRIERS SHALL BE
INSTALLED AS REQUIRED IN SECTION
R703.2 AND, WHERE APPLIED OVER
WOOD-BASED SHEATHING, SHALL
COMPLY WITH SECTION R703.7.3.1 OR
R703.7.3.2.
1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
8"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
1'
-
4
"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
ROOF ENCROACHMENT
3'
-
0
"
1 23456789 10
2
A-5.0
3
A-5.0
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
ROOF ENCROACHMENT
1
A-5.0
1'
-
4
"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
8"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
3'
-
0
"
3RD STORY
TOTAL WALL AREA:120.42 SF
TOTAL OPENING AREA:25.00 SF= 20.8% < 25%
2ND STORY
TOTAL WALL AREA:204.59 SF
TOTAL OPENING AREA:37.25 SF= 18.2% < 25%
1ST STORY
TOTAL WALL AREA:200.30 SF
TOTAL OPENING AREA:47.00 SF= 23.5% < 25%6' - 6"
6'
-
0
"
2' - 0"
4'
-
0
"
4'
-
0
"
2' - 0"2' - 6"
4'
-
6
"
4'
-
6
"
4' - 0"
2' - 6"2' - 6"
5'
-
0
"
5'
-
0
"
1
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
ROOF ENCROACHMENT
1
A-5.0
1'
-
4
"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
8"
(3
0
'
-
0
"
M
A
X
)
30
'
-
0
"
3'
-
0
"
3RD STORY
TOTAL WALL AREA:209.08 SF
TOTAL OPENING AREA:22.50 SF= 10.8% < 25%
2ND STORY
TOTAL WALL AREA:270.84 SF
TOTAL OPENING AREA:38.90 SF= 14.4% < 25%
1ST STORY
TOTAL WALL AREA:255.57 SF
TOTAL OPENING AREA:0.00 SF= 0% < 25%
2' - 6"2' - 6"
4'
-
6
"
4'
-
6
"
6' - 6"
6'
-
0
"
1
3/16" = 1'-0"3 WEST ELEVATION (SIDE)
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
0
:
3
8
:
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4
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1
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6
ELEVATION
CEMENT PLASTER
OMEGA SMOOTH STUCCO
15 BIRCH WHITE
SMOOTH FINISH
WINDOWS AND DOORS
MILGARD STYLELINE
BRONZE
FASCIA BOARD
2X6
DUNN EDWARDS JET
EXTERIOR HORIZONTAL SIDING
JAMES HARDIE (ICC-ESR-2290)
ARTISAN® SQUARE CHANNEL SIDING
CARAMEL
GARAGE DOOR
LUIS DOOR
SMOOTH FLUSH PANEL
SAND STONE
RAIN GUTTER
CARLISLE
SECUREDGE 400 GUTTER
METAL MATTE BLACK
1
2
3
4
5
6
STUCCO REVEAL
FLANNERY INC.
SMOOTH FINISH CHANNEL
SFC 75-200, 2" WIDTH 3/4" DEPTH
7
EXTERIOR LIGHT
ELVI
OUTDOOR LONG STRIP MODERN WALL
39.3" X 1.9"
8
9 CONCRETE ROOFING
EAGLE ROOFING ESR-1900
BELAIR
4503 SIERRA MADRE
10 STONE VENEER
ELDORADO STONE
CUT COARSE STONE
MADRONA
•WATER-RESISTIVE BARRIERS SHALL BE
INSTALLED AS REQUIRED IN SECTION
R703.2 AND, WHERE APPLIED OVER
WOOD-BASED SHEATHING, SHALL
COMPLY WITH SECTION R703.7.3.1 OR
R703.7.3.2.
1
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
3/16" = 1'-0"1 NORTH ELEVATION (FRONT)
3/16" = 1'-0"2 SOUTH ELEVATION (REAR)
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
ROOF ENCROACHMENT
2
A-5.0
3
A-5.0
GREAT ROOM
9' - 0" HT.
KITCHEN
9' - 0" HT.
BEDROOM 2
8' - 6" HT.
MASTER BEDROOM
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
BEDROOM 3
8' - 6" HT.
BEDROOM 3
8' - 6" HT.
BEDROOM 2
8' - 6" HT.
KITCHEN
9' - 0" HT.
KITCHEN
9' - 0" HT.
8"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
1'
-
4
"
3'
-
0
"
30
'
-
0
"
A-7.03 TYP
A-7.113 TYP
A-7.1
6 TYP
A-7.1
5 TYP
A-7.0
10 TYP
A-7.113 TYP
A-7.1
6 TYP
A-7.1
5 TYP
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
ROOF ENCROACHMENT
1
A-5.0
BEDROOM 1
8' - 6" HT.
KITCHEN
9' - 0" HT.
BEDROOM 2
8' - 6" HT.
A-7.1
3 TYP
A-7.11 TYP
1ST F.F. (467.53)
T.O.P.1
AVERAGE GRADE (466.86)
2nd F.F
T.O.P.2
3RD F.F.
T.O.P. 3
HEIGHT LIMIT
ROOF ENCROACHMENT
1
A-5.0
8"
8'
-
6
"
1'
-
0
"
9'
-
0
"
1'
-
0
"
8'
-
6
"
1'
-
4
"
3'
-
0
"
30
'
-
0
"
BEDROOM 3
8' - 6" HT.
KITCHEN
9' - 0" HT.
BEDROOM 1
8' - 6" HT.
PWDR
9' - 0" HT.
A-7.014 TYP
A-7.010 TYP
A-7.03 TYP
A-7.013 TYP
2
A-7.1
TYP
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
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2
0
2
6
1
0
:
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8
:
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SECTION
3/16" = 1'-0"1 LONGITUDINAL SECTION
3/16" = 1'-0"2 CROSS SECTION 1
3/16" = 1'-0"3 CROSS SECTION 2
1.
2.
3.
A.
B.
C.
D.
4.
5.
6.
7.
8.
PROVIDE 5/8" TYPE 'X' GYPSUM BOARD ON ALL WALLS AND CEILING
PROVIDE 5/8" TYPE 'X' GYPSUM BOARD ON GARAGE WALLS AND CEILING,
SEPARATING HABITABLE SPACE
PROVIDE INSULATION TO ALL EXTERIOR WALLS, FLOORS ABOVE GARAGE AND
CEILING SEPARATING THE ATTIC:
EXTERIOR WALL:R-19 (2X6 STUD)
CEILING:R-30
ROOF (OPTIONAL):R-19
EXTERIOR FLOOR:R-19
FIRST FLOOR W/ CONCRETE SLAB ON GRADE
A RADIANT BARRIER HAVING A TRANSMISSION RATE NOT EXCEEDING 1 PERM IN
ACCORDANCE WITH ASTM E 96 SHALL BE INSTALLED ON THE WARM SIDE OF
THE ATTIC INSULATION AT THE ROOF OF 1ST AND 2ND FLOOR.
1" GAP MIN. BETW. BOTTOM OF ROOF SHEATHING AND INSULATION REQUIRED
PROVIDE QUALITY INSULATION INSTALLATION (QII) PER ENERGY REPORT
RADIANT BARRIER REQUIRED
SECTION NOTES
No.DESCRIPTION DATE
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
WD
W
W
D
W
D
D
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12 3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12 3.
0
:
1
2
3.
0
:
1
2
3.
0
:
1
2
3.
0
:
1
2
3.0:12 3.
0
:
1
2
3.0:12 3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12 3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.
0
:
1
2
3.
0
:
1
2
3.0:12
3.
0
:
1
2
3.0:12
3.
0
:
1
2
1
A-5.0
1
A-5.0
2
A-5.0
2
A-5.0
3
A-5.0
3
A-5.0
3
A-7.0
TYP
9
A-7.0
TYP
2'
-
6
"
2' - 6"
2'
-
6
"
2'
-
6
"
2' - 6"
2'
-
6
"
2'
-
6
"
17
A-7.0
TYP
IM
A
G
I
N
A
R
Y
P
.
L
.
2' - 0"
2' - 0"2' - 6"
1
1
1 1
6"
2'
-
6
"
2'
-
6
"
2' - 6"
2'
-
6
"
2'
-
6
"
2' - 6"2'
-
6
"
2'
-
6
"
2' - 6"
2' - 6"
2'
-
6
"
2'
-
6
"
2' - 6"
2'
-
6
"
11
A-7.0
TYP
3
A-7.0
TYP
1HR
1HR
2
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
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3
8
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5
8
P
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A-6.0
CA
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ROOF PLAN
3/16" = 1'-0"1 ROOF PLAN
RADIANT BARRIER
NOTE: RADIANT BARRIER IS NEEDED PER ENERGY REPORT
O'HAGIN'S VENT, S MODEL (ICC-ES 9650A)
-12" MIN ABOVE INSULATION LINE
-NET FREE VENTILATION AREA: 97.50 S.I.
-OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH OPENINGS
-NFVA* - 97.50 sq. in. (629.0 sq. cm.)
-WEIGHT PER VENT
-GALVANIZED 26 ga
• 6.00 - 6.50 Lbs, (2.24 - 2.43) Kg
-ALUMINUM .032
• 3.25 - 3.75 Lbs, (1.21 -1.40) Kg
-COPPER 16 oz
• 9.00 - 9.50 Lbs, (3.36 - 3.55) Kg
EAGLE ROOFING PRODUCTS
5MC#8616 ER-1900
CONCRETE ROOF TILE CLASS 'A': PRODUCT
ROOF ASSEMBLY SHALL BE LISTED BY AN APPROVED TESTING AGENCY
i. SEE ROOF PLAN FOR ROOF SLOPES
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
2 PCC#2 4/22/2026
SOLAR PANEL LOCATION
SOLAR PANEL LOCATION
SOLAR PANEL LOCATION
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
INTERIOR FINISH
INSULATION PER T-24
'MOISTOP' FLASHING PAPER
PRECAST DOOR TRIM
24 GUAGE SHEET METAL ZEE FLASHING WITH 1/4" DRIP
HEADER PER STR. PLAN
WOOD CASING
APPROVED WEATHRE STRIPPING
DOOR PER DOOR SCHEDULE
ONE PIECE MILLED DOOR FRAME WITH DRIP CUT
1
32
45
6
7
8
9
10
11
12
1
3
2
4
5
6
7
891011
12
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
INTERIOR FINISH
INSULATION PER T-24
'MOISTOP' FLASHING PAPER
PRECAST DOOR TRIM
24 GUAGE SHEET METAL ZEE FLASHING WITH 1/4" DRIP
HEADER PER STR. PLAN
WOOD CASING
APPROVED WEATHRE STRIPPING
DOOR PER DOOR SCHEDULE
ONE PIECE MILLED DOOR FRAME WITH DRIP CUT
1.
2.
3.
4.
5.
6.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
'MOISTOP' FLASHING PAPER
6" WOOD DOOR TRIM
24 GUAGE SHEET METAL ZEE FLASHING WITH 1/4" DRIP
HEADER PER STR. PLAN
1
2
3
4
5
6
1.
2.
3.
4.
5.
6.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
'MOISTOP' FLASHING PAPER
GARAGE DOOR OPENING
24 GUAGE SHEET METAL ZEE FLASHING WITH 1/4" DRIP
POST PER STR PLAN
123
4 56
8 7
1.
2.
3.
4.
5.
6.
7.
8.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
2- 2X4 FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
12345 6
2"
R
E
C
E
S
S
`3"
1.
2.
3.
4.
5.
6.
7.
8.
•
•
CONCRETE SPANISH ROOF TILE "S" TILE U.N.O.
2X3 RIDGER NAILER CONTINUOUS
WEAVED UNDERLAYMENT 30 LB. FELT MIN.
ROOF SHEATING
CONCRETE RIDGE TILE
ROOF RAFTER OR TRUSS PER PLAN TYP.
RIDGE BOARD OR 2X BLOCKING PER PLAN TYP.
CEMENT GROUT FILL TYP.
PROVIDE NAILING, BATTENS, AND WIND CLIPS PER MANUFACTURER INSTALLATION RECOOMENDATIONS
APPLY CONT. BEAD OF ROOF MASTIC OVER NOSE ENDS OF EACH RIDGE TILE
1
2
3
4
5
6
7
8
PROVIDE NAILING, BATTENS
AND WIND CLIPS PER MFR.
INSTALLATION RECOMMENDATIONS
6"
M
I
N
.
1.
2.
3.
4.
5.
6.
7.
CONCRETE SPANISH ROOF TILE "S" TILE
U.N.O.
26 GA. G.I. CORROSION-RESISTANT
WEEP SCREED 4" MIN ON TILE TYP.
WEAVED UNDERLAYMENT 30 LB. FELT
MIN.
ROOF SHEATING
60 MINUTE GRADE 'D' PAPER
ROOF RAFTER OR TRUSS PER PLAN TYP.
10" X 1/4" LUAN BOARD
1
2
3
3 4
5
6
7
12" MIN.
1 23 45 6
1.
2.
3.
4.
5.
6.
7.
•
CONCRETE SPANISH ROOF TILE "S" TILE U.N.O.
26 GA. G.I. VALLEY FLASHING W/ CRIMPED EDGE TYP.
WEAVED UNDERLAYMENT 30 LB. FELT MIN.
ROOF SHEATING
30 LB. SWEAT SHEET UNDER FLASHING, MIN. 36" WIDE
ROOF RAFTER OR TRUSS PER PLAN TYP.
VALLEY BOARD OR BLOCKING PER PLAN TYP.
PROVIDE NAILING, BATTENS, AND WIND CLIPS PER MANUFACTURER INSTALLATION
RECOOMENDATIONS
7
1
2
3
5
1.
2.
3.
4.
5.
EXTERIOR FINSIH PER ELEVATIONS
EXTERIOR SHEATHING
2X STUD WALL PER STR. PLAN
INSULATION PER T-24
INTERIOR SHEATHING
4
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
7/8" 3 COAT STUCCO FOR 1 HR RATING
ROOF SHEATHING
2X FASCIA BOARD PER ELEVATION
UNDERLAYMENT 30 LB. FELT MIN. (DOUBLE UNDERLAYMENT REQ'D FOR
ROOF SLOPE <4:12)
24 GUAGE SHEET METAL FLASHING WITH 1/4" DRIP
EAVE RISER TYP.
2 LAYER GRADE 'D' PAPER
ROOF FRAMING PER STR PLAN
PRECAST-FOAM CROWN MOULDING
BLOCKING WITH (3) 3" DIA. HOLES (21 S.I.)ON EVERY OTHER BLOCK
PROVIDE NAILING, BATTENS, AND WIND CLIPS PER MANUFACTURER INSTALLATION RECOMMENDATIONS
1
2
3
4
5
6
7
8
9
10
1.
2.
3.
4.
5.
6.
7.
8.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
8
7
1
2
3
4
5
6
2" RECESS
`3
"
1.
2.
3.
GYPSUM BOARD (TYPE X ON GARAGE SIDE)
INSULATION PER T-24
2X STUD WALL
1
2
3
A.
B.
C.
NOTE: LINE-WIRE, WHEN USED AS BACKING TO SUPPORT BUILDING PAPER BENEATH WIRE LATH (NETTING) FOR PORTLAND CEMENT PLASTER (STUCCO), SHALL BE INSTALLED AS FOLLOWS:WIRE GAUGE, SPACING, AND ATTACHMENT SHALL BE IN ACCORDANCE WITH REQUIREMENTS OFPERIPHERAL FLASHING, AT ALL EDGES OF WALL OPENINGS, MUST COVER THE WIRE BACKING.NO ATTACHMENT DEVICES NOR THE WIRE BACKING SHALL COVER OR PENETRATE THE FLASHING MATERIAL.
WINDOW FLASHINGSECTION 1402.2 OF THE CODE STATES THAT "EXTERIOR OPENINGS EXPOSED TO THE WEATHER SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEM WATERPROOF."
1. ATTACH SILL STRIP WITH TOP EDGE LEVEL WITH ROUGH SILL - EXTEND BEYOND EDGE OF ROUGH OPENING AT LEAST 8".SECURE ALL MOISTSTOP (OR EQUAL) WITH GALBANIZED NAILS OR POWER STAPLES.
WINDOW
R.O.
8"
SILL
LINTEL
2. ATTACH JAMB STRIP WITH SIDE EDGE EVEN WITH ROUGH JAMB FRAMING. START STRIP 1" BELOW LOWER EDGE OF SILL STRIP AND EXTEND 4" ABOVE LOWER EDGE OF LINTEL.
WINDOW
R.O.
4"
1"
3. INSTALL WINDOW JAMB NAILING FLANGES OVER A CONTINUOUS BEAD OF SEALANT ON THE MOISTSTOP (OR EQUAL). INSTALL THE WINDOW HEAD MOISTSTOP (OR EQUAL) ON A CONTINUOUS BEAD OF SEALANT APPLIED TO THE WINDOW HEAD NAILING
FLANGE.THE ABOVE METHOD APPLIES ONLY TO MOST COMMONLY USED TYPE OIF METAL FRAME (SURFACE MOUNTED). FOR OTHER TYPES OF FRAMS SPECIAL ATTENTION MUST BE PAID TO THE MANUFACTURER'S RECOMMENDATIONS
4. COMMENCING AT THE BOTTOM (SOLE PLATE) OF THE WALL, LAY BUILDING PAPER THAT MAY EXTEND ABOVE THE SILL FLANGE LINE ON EACH SIDE. DO NOT SLICE BUILDING PAPER HORIOZONTALLY SO THAT THE PAPER WILL LAP OVER THE JAMB STRIPS.
INSTALL SUCCESSIVE LINES OF BUILDING PAPER (B, C, D, ETC.) OVER JAMB AND HEAD FLANGES. LAPPING EACH COURSE.
2"
M
I
N
.
L
A
P
A
B
C
8"
M
I
N
.
4"
M
I
N
2"
M
I
N
.
1.
2.
3.
4.
5.
6.
7.
8.
EXTERIOR FINISH PER ELEVATION
2 LAYERS GRADE 'D' PAPER
FINISH GRADE
OUTDOOR CONCRETE SLAB
26 GA CORROSION RESISTANT WEEP SCREED
PRESSURE TREATED SILL PLATE
CONTINUOUS ROPE CAULKING
CONCRETE FOOTING
WEEP SCREED INSTALL PER C.B.C. 2506.5
2
1
3
4
5
6
7
8
1.
2.
3.
4.
5.
FLOOR JOISTS PER STR PLAN
PLYWOOD SUBFLOOR
3/4" GYPCRETE, ICC ESR-2540
FLOOR FINISH
5/8" GYPSUM CEILING
1 2 3 4
5
5
1.
2.
3.
4.
5.
6.
7.
8.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
SLOPE: 1":12"
8
7
1
2
3
4
5
6
2" RECESS
1.
2.
3.
4.
5.
6.
MIN. 30" X 30" ATTIC ACCESS OR PER C.M.C. 908
LIHGTING FIXTURE AND SWITCH BY ATTIC ACCESS
110 V ELECTRICAL OUTLET
5/8" CDX 24" MIN. WIDE PLYWOOD PASSAGEWAY. TRAVEL DISTANCE SHALL NOT EXCEED 20'-0"
5/8" CDX PLYWOOD LEVEL WORKING PLATFORM FOR FAU UNIT (IF APPLICABLE)
FAU SHALL BE LISTED FOR INSTALLATION IN ATTICS AND ON COMBUSTABLE FLOORING. CLEARANCES
SHALL BE AS SPECIFICED IN THE LISTING
3
0
"
M
I
N
.
24
"
MI
N
.
1
2
3
4
5
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
HARDIE BOARD STARTER BOARDS
ROOF RAFTERS PER STR. PLAN
CONCRETE ROOF TILE
2 LAYER GRADE 'D' PAPER
ROOF SHEATHING PER STR. PLAN
UNDERLAYMENT 30 LB. FELT MIN.
24 GUAGE SHEET METAL FLASHING WITH 1/4"
DRIP EDGE
2 X 6 FASCIA BOARD
ROOF FRAMING PER STR PLAN
7/8" 3 COAT STUCCO FOR 1 HR RATING
•
•
PROVIDE NAILING, BATTENS, AND WIND CLIPS PER
MANUFACTURER INSTALLATION RECOMMENDATIONS
SHEAR REQUIREMENTS PER STRUCTURAL PLAN.
1
2
3
4
5 6
7
89
10
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
/
2
0
2
6
1
0
:
3
9
:
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0
P
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A-7.0
CA
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O
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D
O
M
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I
U
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15
8
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1
6
0
C
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I
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O
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C
A
D
I
A
,
C
A
9
1
0
0
6
ARCHITECTURAL DETAIL
N.T.S.1 DOOR HEAD
N.T.S.2 DOOR JAMB
N.T.S.6 GARAGE DOOR HEAD
N.T.S.7 GARAGE DOOR JAMB
N.T.S.18 RECESS WINDOW JAMP
N.T.S.9 RIDGE CAP DETAIL
N.T.S.13 ROOF /WALL FLASHING
N.T.S.17 VALLEY FLASHING1
N.T.S.5 EXTERIOR WALL
N.T.S.3 EAVE WITH CROWN MOULDING
N.T.S.19 RECESS WINDOW HEAD
N.T.S.16 INTERIOR WALL
N.T.S.12 VAPOR BARRIER DETAIL
N.T.S.14 WEEP SCREED
N.T.S.10 GYPCRETE FLOOR
N.T.S.20 WINDOW SILL AT RECESS WINDOW
N.T.S.15 ATTIC ACCESS
N.T.S.11 RAKE DETAIL
No.DESCRIPTION DATE
2 PCC#2 4/22/2026
2
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1 1/2"1 1/4"
2"
M
A
X
.
1.
2.
3.
4.
WOOD RAIL WITH EASED EDGES
INTERIOR WALL FINISH
2X SOLID BACKING FOR SUPPORT
METAL SUPPORT BRACKETS
HANDRAILS SHALL BE CONTINUOUS THE FULL LENGTH
OF THE STAIRS PER C.B.C 1003.3.3.6 AND SHALL BE
CAPABLE OF WITHSTANDING A LOAD OF AT LEASE
200 LB. APPLIED IN ANY DIRECTION AT ANY POINT ON
THE RAIL PER C.B.C. TABLE 16-B.
GUARDRAILS SHALL RESIST A 20LB. PER LINEAR
FOOT HORIZONTAL FORCE APPLIED AT RIGHT ANGLE TO
TOP RAIL PER C.B.C. TABLE 16-B
1
2
3
4
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
1" SQUARE WROUGHT IRON POST AT 48" O.C.
1/2" SQUARE A36 STEEL POST AT 4" O.C.
2X SILL PLATE
CONTINUOUS WOOD CAP
DOUBLE SILL PLATE
DOUBLE FLOOR JOIST OR STIINGERS
TOP OF PLYWOOD AT TREAD OR LANDING
3/8" DIA. X 4 1/2" LONG LAG SCREWS AT 8" O.C. STAGGERED.
PENETRATE MIN. 3" INTO GRAMING.COUNTERSUNK AT CAP, GLUE
AT BALUSTER TO WOOD CAP
3/8" DIA. X 8" LONG LAG SCREW AT 12" O.C. STAGGERTED
2X PLATE AS REQ'D
1.5" WIDE HANDRAIL
3/8" THICK STEEL PLATEWITH (4) 1/2" X 6" LAG SCREW
NOTES:
HAND RAILS AND GUARDS SHALL BE DESIGNED TO
RESIST A LOAD OF 50 PELF APPLIED IN ANY
DIRECTION AND AT THE TOP.
HAND RAILS ASSEMBLIES AND GUARDS SHALL BE
ABLE TO RESIST A SINGLE CONCENTRATED LOAD
OF 200 IBS. APPLIED IN ANY DIRECTION AT ANY
POINT ALONG THE TOP.
INTERMEDIATE RAILS SHALL BE DESIGNED TO
WITHSTAND HORIZONTALLY APPLIED NORMAL
LOAD OF 50 POUNDS, ON AN AREA EQUAL TO 1
SQUARE FOOT.
THE CONNECTION BETWEEN ALL STRUCTURAL
MEMBERS AND ALL ELEMENTS WITHIN STRUCTURE
5 1/2"
1"
1
1
/
2
"
1"1"3 1/2"1"
1 1/2"
MA
X
2"
34
"
-
3
8
"
A
T
H
A
N
D
R
A
I
L
6"
@
H
A
N
D
R
A
I
L
/
1
0
"
@
G
U
A
R
D
R
A
I
L
1
2
3
4
5
6
7
8
9
10
11
12
12
3
1
/
2
"
5/8"
1.
2.
3.
4.
5.
6.
7.
2X STUD WALL PER STR PLAN
2X DRYWALL BACKING
3/4" THICK PLYWOOD STAIR TREAD
2X STAIR RISER
MIN. 2X4 LEDGER
CRIPPLE WALL NAILED TO STUD BELOW LEDGER
TREAD BEYOND LEDGER
1
2
3
4
5
67
10" MIN.
7.
2
5
"
M
I
N
.
1"
M
I
N
.
7
3
/
4
"
M
A
X
.
1.
2.
3.
4.
5.
3/4" PLYWOOD TREADS AND RISERS (TYP.)
2X PTDF SILL PLATE W/ SHOT PINS @ 24" O.C. PER STR. PLAN
CONCRETE SLAB
2x14 STRINGER W/ A34 AT EACH SILL PLATE PER STR. PLAN
5/8" TYPE "X" GYPSUM BOARD AT ALL USEABLE SPACE UNDER STAIRS
2
3
4
5
1
10" MIN.
7
3
/
4
"
M
A
X
.
7.
2
5
"
M
I
N
.
1.
2.
3.
4.
5.
6.
7.
5/8" PLYWOOD TREADS AND RISERS (TYP.)
FLOOR FRAMING PER STR PLAN
DOUBLE JOIST, HEADER, OR BEAM PER STR PLAN
2x14 STRINGER
METAL HANGER AT EACH STRINGER
5/8" TYPE "X" GYPSUM BOARD AT ALL USEABLE SPACE UNDER STAIRS
3/8" CHAMFER TYP. AT EACH STEP
1
2
3
5
4
6
7
1.
2.
3.
4.
5.
6.
7.
VENT WITH GRAVITY DAMPER
ROOF LINE
STUD WALL FRAMING PER STR PLAN
REVERSE TEE-WYE CONNECTION
CLEANOUT BOX WITH DOOR
FLEX CONNECTION FROM DRYER CABINET
PVC PIPE ROUND VENT THRU ROOF
ALL COMPONENTS AND INSTALLATION SHALL COMPLY WITH
U.M.C. 504.3 REQUIREMENTS
1
2
3
4
5
6
7
2"
1. DECK DRAIN
2. OVERFLOW DECK DRAIN
3. DECK SHEATHING (PER STRUCTURAL)
4. DECK WATER PROOF MATERIAL (SEE PLAN)
5. OVERFLOW ON SEPARATE INDEPENDENT PIPING
2
1 3
5
2% SLOPE
WHERE OCCURES
4
MIN.
2"
MIN.
2"
7
1
/
2
"
M
A
X
.
2"
M
I
N
.
1.
2.
3.
4.
5.
6.
7.
DOOR JAMB
FOUNDATION GRADE REDWOOD OR PRESSURE TREATED SILL LET
INTO SLAB OR OTHER APPROVED PER C.B.C. 2804 (C)
BITUMINOUS COATING ON TREASHOLD FOR SEPARATION OF
ALUMINIUM & CONCREETE OR OTHER APPROVED PER C.B.C.
2004.3
SEALANT
EXPANSION JOINT
EXTERIOR CONCRETE
INTERIOR FINISH
1
2
3
45
6
7
1/
2
"
M
A
X
.
1.
2.
3.
4.
5.
6.
7.
DOOR JAMB
FOUNDATION GRADE REDWOOD OR PRESSURE TREATED SILL LET
INTO SLAB OR OTHER APPROVED PER C.B.C. 2804 (C)
BITUMINOUS COATING ON TREASHOLD FOR SEPARATION OF
ALUMINIUM & CONCREETE OR OTHER APPROVED PER C.B.C.
2004.3
SEALANT
EXPANSION JOINT
EXTERIOR CONCRETE
INTERIOR FINISH
1
2
3
45
6
7
8 7
1
2
3
4
5
6
1.
2.
3.
4.
5.
6.
7.
8.
9.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
HEADER PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
NON HARDENING SEALANT
9
8
7
1
2
3
45
6
1.
2.
3.
4.
5.
6.
7.
8.
9.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
HEADER PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
NON HARDENING SEALANT
9
1.
2.
3.
4.
5.
6.
7.
8.
RESILIENT CHANNELS 24” O.C. ATTACHED AT RIGHT
ANGLES TO ONE SIDE
2 LAYERS OF 5/8” TYPE X GYPSUM WALLBOARD
OR GYPSUM VENEER BASE APPLIED PARALLEL TO
STUDS WITH 8D COATED NAILS, 2-3/8” LONG,
0.113”
1/4” REGULAR GYPSUM WALLBOARD APPLIED
PARALLEL TO STUDS WITH 3/4” DAUBS OF
ADHESIVE 12” O.C. VERTICALLY AND
HORIZONTALLY. 2” GLASS FIBER INSULATION, 0.90
PCF, STAPLED TO THREE LAYER SIDE IN
2 X WOOD STUDS PER STR.
SHEAR PANEL PER STR PLAN
CONTINUOUS RIM PER STR PLAN
FLOOR JOIST PER STR PLAN
PROVIDE MINIMUM STC 58
1
•
GA FILE NO. WP 3110
1 HR FIRE RATED
2
3
4
5
6
7
1
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
RESILIENT CHANNELS 24” O.C. ATTACHED AT RIGHT
ANGLES TO ONE SIDE
2 LAYERS OF 5/8” TYPE X GYPSUM WALLBOARD
OR GYPSUM VENEER BASE APPLIED PARALLEL TO
STUDS WITH 8D COATED NAILS, 2-3/8” LONG,
0.113”
1/4” REGULAR GYPSUM WALLBOARD APPLIED
PARALLEL TO STUDS WITH 3/4” DAUBS OF
ADHESIVE 12” O.C. VERTICALLY AND
HORIZONTALLY. 2” GLASS FIBER INSULATION, 0.90
PCF, STAPLED TO THREE LAYER SIDE IN
2 X WOOD STUDS PER STR.
SHEAR PANEL PER STR PLAN
CONTINUOUS RIM PER STR PLAN
ROOF SHEATHING
RIDGE BEAM PER STR PLAN
ROOF RAFTER PER STR PLAN
UNDERLAYMENT 30 LB. FELT MIN.
CONCRETE ROOF TILE
PROVIDE MINIMUM STC 58
1
•
GA FILE NO. WP 3110
1 HR FIRE RATED
2
3
4
5
6
7
8
9
10 11
1
1.
2.
3.
4.
5.
6.
7.
8.
1 1/2" WROUGHT IRON POST AT 48" O.C.
1/2" WROUGHT IRON BALUSTERS AT 4" O.C.
DOUBLE FLOOR JOIST OR STIINGERS
TOP OF PLYWOOD AT TREAD OR LANDING
3/8" DIA. X 4 1/2" LONG LAG SCREWS AT 8" O.C. STAGGERED. PENETRATE MIN. 3"
3/8" DIA. X 3" LONG LAG SCREW
1.5" WIDE HANDRAIL
1/4" THICK 3"X7" STEEL PLATE
1
2
5
4
8
3"1"1"1"1"
3/
4
"
~1
1
/
2
"
3/
4
"
42
"
<4"
<4
"
<4"
8
1
3
5
6
7
1.
2.
3.
4.
5.
6.
7.
8.
RESILIENT CHANNELS 24” O.C. ATTACHED AT
RIGHT ANGLES TO ONE SIDE
2 LAYERS OF 5/8” TYPE X GYPSUM
WALLBOARD OR GYPSUM VENEER BASE
APPLIED PARALLEL TO STUDS WITH 8D
COATED NAILS, 2-3/8” LONG, 0.113”
1/4” REGULAR GYPSUM WALLBOARD APPLIED
PARALLEL TO STUDS WITH 3/4” DAUBS OF
ADHESIVE 12” O.C. VERTICALLY AND
HORIZONTALLY. 2” GLASS FIBER INSULATION,
0.90 PCF, STAPLED TO THREE LAYER SIDE IN
2 X WOOD STUDS PER STR.
CONCRETE SLAB
5/8" DIA. ANCHOR BOLT 7" EMBEDED
BATT INSULATION PER ENERGY REPORT
PROVIDE MINIMUM STC 58
6
5
•
GA FILE NO. WP 3110
1 HR FIRE RATED
1
2
3
4
1
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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ARCHITECTURAL DETAIL
N.T.S.9 HANDRAIL/ GUARDRAIL
N.T.S.12 STAIR RAILING
N.T.S.1 STAIR TO WALL
N.T.S.2 STAIR TO SLAB
N.T.S.3 STAIR TO FLOOR
N.T.S.4 DRYER VENT
N.T.S.14 BALCONY DRAIN
N.T.S.15 THRESHOLD AT SWING-IN DOOR
N.T.S.10 THRESHOLD AT SWING-OUT DOOR
N.T.S.19 WATER HEATER SPECIFICATION
N.T.S.20 FURRED OUT WINDOW HEAD
N.T.S.16 FURRED OUT WINDOW JAMB
N.T.S.5 PARTY WALL
N.T.S.6 PARTY WALL/ ROOF
N.T.S.8 RAILING
N.T.S.13 PARTY WALL AT SLAB
No.DESCRIPTION DATE
1 PCC#1 2/22/2026
1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
8
7
1.
2.
3.
4.
5.
6.
7.
8.
9.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE
1.5" X TRIM (SEE ELEVATION)
12345 6
9
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
1.5" X TRIM (SEE ELEVATION)
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE W/ CONT.
SEALANT BEHIND FLANGE
NON HARDENING SEALANT
26 GA. G.I. FLASHING
8
2
3 4
5
6
7
4
10
1.
2.
3.
4.
5.
6.
7.
8.
EXTERIOR FINSIH PER ELEVATIONS
2 LAYERS GRADE 'D' PAPER
12" WIDE 'MOISTOP' FLASHING PAPER
FRAMING PER STR PLAN
2X FURRING
INSULATION PER T-24
INTERIOR FINISH
WINDOW PER WINDOW SCHEDULE SLOPE: 1":12"
8
71
2
3 4
5
6
1.
2.
3.
4.
5.
6.
2X8 BACKING, SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED, ON BOTH END AND
BACK WALL
WALL STUD PER STRUCTURAL PLAN
EXTENDED BACKING & SUPPORT TO NEXT WALL STUD
FUTURE GRAB BAR LOCATION PER PLAN
INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE
OPERATION AND MAINTENANCE MANUAL
LOWER GRAB BAR FOR BATHTUB, BACKING NO MORE THAN 6" ABOVE BATHTUB RIM
39 1/4"
32"
8"
1
2
3
34
6" MAX
BATHTUB RIM
1.
2.
3.
4.
5.
2X8 BACKING FOR FUTURE GRAB BAR
WALL STUD PER STRUCTURAL PLAN
EXTENDED BACKING & SUPPORT TO NEXT WALL STUD
FUTURE GRAB BAR LOCATION PER PLAN
INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE
OPERATION AND MAINTENANCE MANUAL
39 1/4"
32"
8"
1
2
3
3
4
1.
2.
3.
ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS, DOORBELL BUTTONS OR CONTROLS
WALL STUD PER STRUCTURAL PLAN
2X6 BLOCKING IF NEEDED
48" MAX
6"
1
2
3
15" MIN
1.
2.
3.
4.
DRAIN
FINISH FLOOR
DAM/ THRESHOLD
SHOWER RECEPTOR
4"
2"
M
I
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9"
M
A
X
1
234
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
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ARCHITECTURAL DETAIL
N.T.S.1 WINDOW JAMB1
N.T.S.2 WINDOW HEAD
N.T.S.3 WINDOW SILL
N.T.S.5 SHOWER GRAB BAR REINFORCEMENT
N.T.S.6 WATER CLOSET GRAB BAR REINFORCEMENT
N.T.S.4 AGING IN PLACE DETAIL
1 1/2" = 1'-0"7 SUNKEN SHOWER DETAIL
No.DESCRIPTION DATE
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SHEET NO.
440 E. HUNTINGTON DR., # 323,
ARCADIA, CA 91006
909.569.3737
MAIL@ERIC-DESIGN.COM
ERIC CHI WANG TSANG, AIA
10 - 31 - 202710 - 31 - 2027
AHJ STAMP APPROVAL
4/
2
2
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2
0
2
6
1
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MATERIAL SELECTION
MATERIAL SELECTION
160 CALIFORNIA ST, ARCADIA, CA 91006
CEMENT PLASTER
OMEGA SMOOTH STUCCO
15 BIRCH WHITE
SMOOTH FINISH
WINDOW AND DOOR
MILGARD
STYLELINE
BRONZE
STUCCO REGLET
FLANNERY INC.
SMOOTH FINISH CHANNEL
SFC 75-200, 2" WIDTH 3/4" DEPTH
CONCRETE ROOFING
EAGLE ROOFING ESR-1900
BELAIR
4503 SIERRA MADRE
RAIN GUTTER
CARLISLE
SECUREDGE 400 GUTTER
MATTE BLACK
EXTERIOR HORIZONTAL SIDING
JAMES HARDIE
ARTISAN® V-GROOVE SIDING
CARAMEL
EXTERIOR LIGHT
ELVI
OUTDOOR LONG STRIP MODERN WALL
39.3" X 1.9"
GARAGE DOOR
LUIS DOOR
SMOOTH FLUSH PANEL
SAND STONE
FASCIA BOARD
2X6
DUNN EDWARDS JET
STONE VENEER
ELDORADO STONE
RUSTIC LEDGE
CLEARWATER
No.DESCRIPTION DATE
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
C:SUBGRADE AND FOUNDATION
1.A GEOTECHNICAL STUDY HAS NOT BEEN PERFORMED ON THIS SITE. IF REQUIRED BY THE BUILDING DEPARTMENT,
SUCH A STUDY SHALL BE CONDUCTED. THE FOLLOWING PARAMETERS HAVE BEEN ASSUMED FOR THE
FOUNDATION DESIGN:
EXPANSION RATING:VERY LOW EXPANSIVE SOIL
ALLOWABLE BEARING PRESSURE:1,500 PSF (CBC TABLE 1806.2)
IF EXPANSIVE SOILS, OR OTHER ADVERSE GEOTECHNICAL CONDITIONS ARE ENCOUNTERED, FOUNDATION WORK
SHALL BE CEASED AND THE OWNER AND ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
2.THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA MADE BY ANY SOILS
GEOLOGIST IN THE COURSE OF CONSTRUCTION.
3.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL SOILS OR APPROVED
COMPACTED FILL. CONTRACTOR SHALL PROVIDE BUILDING INSPECTOR WITH COMPACTION REPORTS AND/OR
WRITTEN APPROVAL OF COMPACTED FILL FROM A SOILS GEOLOGIST FOR ANY REQUIRED FILL.
4.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM DENSITY OF 90% OF THE
MAXIMUM OBTAINABLE DENSITY IN ACCORDANCE WITH ASTM D1557.
5.ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL BE INSPECTED AND
APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO, AND AFTER PLACEMENT OF REINFORCEMENT.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
SECTIONS DURING EXCAVATION, AND SHORING FOR FORMING AND PLACEMENT OF CONCRETE.
6.THE CONTRACTOR SHALL INFORM THE ENGINEER OF THE LOCATION OF EXISTING UTILITIES AND COMMENCE
WORK ONLY AFTER WRITTEN APPROVAL FROM THE ENGINEER.
7.SOIL CORROSIVENESS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. WHERE REQUIRED, MITIGATION
MEASURES FOR CORROSIVE SOILS SHALL BE PROVIDED BY A GEOTECHNICAL ENGINEER, CORROSION ENGINEER,
OR OTHER EXPERT IN THE MITIGATION MEASURES.
I:HANGERS
1.FILL ALL NAIL HOLES PER MANUFACTURER SPECIFICATIONS, FOR MAXIMUM CAPACITY.
2.USE ITS OR IUS HANGERS FOR I-JOIST CONNECTIONS U.N.O. BEND TABS DOWN TO TOP OF BOTTOM CHORD
WHERE APPLICABLE.
3.USE LUS FULL DEPTH HANGERS FOR 2X JOIST CONNECTIONS U.N.O.
4.USE HU FULL DEPTH HANGERS FOR BEAM CONNECTIONS U.N.O.
5.USE LUS HANGERS PER TABLE BELOW FOR ROOF TRUSSES AT 24" O.C. (OR LESS) TO NON-TRUSS FRAMING
MEMBERS:
TRUSS SPAN HANGER
≤ 10'LUS 24
≤ 20'LUS 26
≤ 30'LUS 28
≤ 40'HUS 26
J:MANUFACTURED SHEAR WALLS
1.MANUFACTURED SHEAR WALLS SHALL BE BY SIMPSON STRONG-TIE ( ICC ESR-1679), HARDY FRAMES, INC. (ICC
ESR-2089), OR TRUS JOIST (ICC ESR-1153), AS SPECIFIED ON THE PLANS.
2.ALL MANUFACTURED SHEAR WALLS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS.
3.TEMPLATES SHALL BE USED FOR MANUFACTURED SHEAR WALLS FOR ACCURATE ANCHOR PLACEMENT IN THE
FOUNDATION.
4.FOR HARDY PANELS / BRACED FRAMES - FOLLOW MANUFACTURERS RECOMMENDATIONS FOR MOISTURE
BARRIER PLACED BETWEEN THE WALL AND CONCRETE, GROUT OR MUD SILL.
O:SPECIAL INSPECTIONS
1.PROVIDE SPECIAL INSPECTION WHERE REQUIRED BY SECTION 1704 OF THE CBC. ADDITIONALLY, VERIFY OTHER
AREAS REQUIRING SPECIAL INSPECTION WITH THE BUILDING OFFICIAL OF THE GOVERNING JURISDICTION.
2.INSPECTIONS SHALL CONFORM WITH CBC SECTIONS 110 AND 1704.
3.INSPECTIONS SHALL BE PERFORMED BY QUALIFIED INSPECTORS AND TESTING AGENCIES RETAINED BY THE
OWNER AND NOT THE CONTRACTOR. INSPECTORS AND AGENCIES SHALL BE APPROVED BY THE GOVERNING
JURISDICTION.
4.COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS SHALL BE FURNISHED TO THE OWNER, BUILDING
DEPARTMENT, ARCHITECT, AND ENGINEER. COPIES OF THE REPORTS AND RESULTS SHALL ALSO BE KEPT AT
THE JOB SITE.
5.FINAL REPORT FOR ALL INSPECTIONS AND TESTING, STATING THAT THE WORK WAS COMPLETED IN
ACCORDANCE WITH THE APPROVED PLANS AND ALL APPLICABLE CODES AND STANDARDS, SHALL BE SUBMITTED
TO THE OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER.
6.STRUCTURAL OBSERVATION MAY BE REQUIRED BY THE JURISDICTION, ENGINEER, OR OWNER. THESE
OBSERVATIONS DO NOT REPLACE ANY OF THE REQUIRED INSPECTIONS BY DEPUTY INSPECTORS OR THE LOCAL
JURISDICTION.
7.SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK:
CONCRETE WITH F'C OVER 2500 PSI
CAST-IN-PLACE DRILLED PILES OR CAISSONS
FIELD WELDING
EPOXY
WELDING OF REINFORCING STEEL
HIGH STRENGTH BOLTING
SHOTCRETE
REINFORCEMENT AND TENDON PLACEMENT IN CONCRETE WITH F'C OVER 2500 PSI
TENDON STRESSING AND GROUTING
TITEN HD SCREW ANCHORS
FASTENERS OF THE SEISMIC FORCE-RESISTING SYSTEM WHERE ITS SPACING IS ≤ 4" O.C.
ADDITIONAL ITEMS REQUIRING SPECIAL INSPECTION MAY BE NOTED ON THE PLANS.
K:WOOD CONNECTORS
1.UNLESS SPECIFICALLY NOTED OTHERWISE, ALL WOOD FRAMING CONNECTORS SHALL BE BY SIMPSON STRONG-TIE.
ALL INSTALLATIONS SHALL FOLLOW CURRENT RECOMMENDATIONS OF SIMPSON.
2.WHERE SIMPSON STRONG-TIE ALLOWS THE USE OF ALTERNATE OR ADDITIONAL FASTENERS, THE FASTENER TYPE
AND AMOUNT RESULTING IN THE HIGHER CAPACITY SHALL BE USED, UNLESS NOTED OTHERWISE.
3.THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION SHALL BE FOLLOWED WITH RESPECT TO
FABRICATION AND ASSEMBLY OF ALL FASTENERS, EDGE AND END DISTANCE REQUIREMENTS, AND MINIMUM
PENETRATION REQUIREMENTS.
4.BOLTS, LAG SCREWS, AND WOOD SCREWS SHALL CONFORM TO ASME STANDARD B-18.2.6.
5.ALL HOLES DRILLED FOR BOLTS THROUGH WOOD SHALL BE A MINIMUM OF 132" AND A MAXIMUM OF 116" OVERSIZED.
6.STANDARD CUT WASHERS SHALL BE INSTALLED BETWEEN THE WOOD AND THE NUT FOR ALL BOLT INSTALLATIONS.
7.THE THREADED PORTION OF BOLTS SUBJECT TO WOOD BEARING SHALL BE KEPT TO A PRACTICAL MINIMUM.
8.CARE SHALL BE TAKEN TO CENTER BOLT HOLES IN MAIN MEMBERS.
9.WHEN NAILING A MEMBER CAUSES SPLITTING, THE MEMBER SHALL BE PREDRILLED TO PREVENT THE SPLITTING.
THE DIAMETER OF THE BOLTED HOLE SHALL NOT EXCEED 75% OF THE NAIL DIAMETER.
10.ALL NAILS SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN FEDERAL SPECIFICATION FF-N-105B.
11.ALL NAILS EXPOSED TO WEATHER, HEAT, OR MOISTURE SHALL BE GALVANIZED.
12.LEAD HOLES FOR LAG SCREWS SHALL BE BORED AS FOLLOWS:
(A)THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH
OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK.
(B)THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO 70% OF THE SHANK
DIAMETER IN WOOD AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE LARGER
PERCENTILE SHALL APPLY TO LAG SCREWS OF 12" OR GREATER DIAMETER.
13.THE THREADED PORTION OF WOOD SCREWS SHALL BE INSERTED IN IT'S LEAD HOLES BY TURNING WITH A
WRENCH, NOT BY DRIVING WITH A HAMMER.
14.DO NOT OVER-TORQUE LAG AND WOOD SCREWS.
15.SOAP OR OTHER LUBRICANT SHALL BE USED ON THE WOOD/LAG SCREW OR IN THE LEAD HOLES TO FACILITATE
INSERTION AND PREVENT DAMAGE TO THE LAG SCREW.
16.WOOD SCREWS LOADED IN WITHDRAWAL MAY BE INSERTED WITHOUT A LEAD HOLE.
17.LEAD HOLES FOR WOOD SCREWS LOADED LATERALLY SHALL BE BORED AS FOLLOWS:
THE PART OF THE LEAD HOLE RECEIVEING THE SHANK SHALL BE ABOUT 78 THE DIAMETER OF THE SHANK AND
THAT RECEIVEING THE THREADED PORTION SHALL BE ABOUT 78 THE DIAMETER OF THE SCREW AT THE ROOT OF
THE THREAD.
18.ALL NAILS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE BEING NAILED, BUT
DOES NOT PUNCTURE THE SURFACE BEING NAILED.
19.NAIL DEFINITIONS AND PENETRATION (INTO MAIN MEMBER) REQUIREMENTS:
NAIL DIAMETER (IN.)REQUIRED PENETRATION (IN.)
8d COMMON 0.131 1.31
10d COMMON 0.148 1.48
12d COMMON 0.148 1.48
16d SINKER 0.148 1.48
16d COMMON 0.162 1.62
20.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED WOOD SHALL BE
OF HOT-DIPPED GALVANIZED STEEL, ZINC-COATED STEEL, STAINLESS STEEL, SILICON COVERED, BRONZE, OR
COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE PER ASTM A153. FASTENINGS FOR
WOOD FOUNDATIONS SHOULD BE AS REQUIRED IN AF&PA TECHNICAL REPORT #7. EXCEPTION: PLAIN CARBON
STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY
ENVIRONMENT SHALL BE PERMITTED. FIELD CUT ENDS, NOTCHES, DRILLED HOLES OF PRESERVATIVE TREATED
WOOD SHALL BE FIELD TREATED PER AWPA M4.
N:WELDING
1.A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED BY THE
FABRICATOR/ERECTOR AND SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL. THE WPS
SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER.
2.WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS D1.1 USING APPROVED E70XX ELECTRODES.
3.ALL WELDING SHALL BE PERFORMED BY AN EXPERIENCED, CERTIFIED WELDER FOR THE TYPE OF WELD BEING
MADE.
4.TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, A HAND HELD CALIBRATED AMP
AND VOLT METER SHALL BE USED BY THE FABRICATOR, ERECTOR, AND INSPECTOR. AMPERAGE AND VOLTAGE
SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN
COMPLIANCE WITH THE APPROVED WELDING PROCEDURE SPECIFICATION.
5.WELD LENGTHS CALLED FOR ON THE PLANS ARE NET EFFECTIVE WELD LENGTHS.
6.ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING.
FIELD WELDING SHALL BE INDICATED ON THE SHOP DRAWINGS.
7.ALL SHOP WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING
UNLESS IT IS PERFORMED BY A LICENSED FABRICATOR APPROVED BY THE GOVERNING JURISDICTION.
8.SURFACES ON WHICH WELDS WILL BE DEPOSITED SHALL BE SMOOTH, UNIFORM, FREE FROM FINS, TEARS,
CRACKS, AND OTHER DISCONTINUITIES WHICH WOULD ADVERSELY AFFECT THE STRENGTH, DUCTILITY, OR
OTHER QUALITY OF THE WELD.
9.WELD SIZES NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS WITH SIZES BASED ON AISC TABLE J2.4.
10.GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT.
11.PARTIAL AND FULL PENETRATION GROOVE WELDS SHALL HAVE NON-DESTRUCTIVE (ULTRASONIC OR
RADIOGRAPHIC) TESTING PERFORMED. THE RATE OF TESTING SHALL BE 100% BUT MAY BE REDUCED AS
ALLOWED BY AWSD1.1.
12.STRUCTURAL STEEL FRAMING MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING. SUPPORTS SHALL
REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE.
13.BOLTS, NUT, AND RODS SHALL NOT BE WELDED OR HEATED EXCEPT FOR A36 AND A307 AND THOSE ONLY WITH
THE APPROVAL OF THE ENGINEER OF RECORD.
14.STRUCTURAL STEEL SHALL NOT BE TACK WELDED TO REINFORCEMENT IN ANY WAY.
15.FOR WELDING AT PRIMARY MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (BRACED
FRAMES, MOMENT FRAMES, DRAG CONNECTIONS, CHORD MEMBERS, ETC.) THE WELDING FILLER METAL SHALL
HAVE CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FOOT POUNDS AT MINUS 20 DEGREES FAHRENHEIT AND 40
FOOT POUNDS AT 70 DEGREES FAHRENHEIT (E70T4 IS PROHIBITED).
M:STRUCTURAL STEEL
1.ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC
MANUAL OF STEEL CONSTRUCTION AND CODE OF STANDARD PRACTICE AND CHAPTER 22 OF THE BUILDING
CODE.
2.STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MATERIAL SPECIFICATIONS:
WIDE FLANGE MEMBERS A-992
CONTINUITY, SHEAR, & DOUBLER PLATES A-572
HSS TUBES A-500, GRADE B
STRUCTURAL PIPES A-53, TYPE E OR S, GRADE B
ALL OTHER SHAPES A-36
HIGH STRENGTH BOLTS A-325, SLIP CRITICAL
ANCHOR RODS F-1554, GRADE 36
TYPICAL BOLTS A-307
3.A-992 OR A-572 (GRADE 50) MATERIAL MAY BE SUBSTITUTED FOR A-36 MATERIAL AT CONTRACTOR'S OPTION.
4.STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL BE FREE OF EXCESSIVE RUST, DIRT, GREASE, ETC.
5.ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. SHOP
AND ERECTION DRAWINGS SHALL CONTAIN ALL INFORMATION NECESSARY TO ERECT ALL STRUCTURAL STEEL IN
THE FIELD WITHOUT REFERRING TO THE STRUCTURAL DRAWINGS.
6.STUD ANCHORS SHALL BE NELSON STUD ANCHORS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. PROVIDE ½" STUD ANCHORS AT 32" O.C. AT ALL LOCATIONS WHERE
ATTACHMENT OF ARCHITECTURAL FINISHES REQUIRES THE USE OF SUCH ANCHORS.
7.INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS OF THE
AISC SPECIFICATIONS FOR STRUCTURAL JOINTS. ASSEMBLE WITH HARDENED WASHERS UNDER THE NUT OR
BOLT HEAD, WHICHEVER IS THE ELEMENT USED IN TIGHTENING. CONTACT FACES AT CONNECTIONS WHERE HIGH
STRENGTH BOLTS ARE USED SHALL BE FREE OF ALL DEBRIS OR OTHER MATERIALS WHICH PREVENT A SOLID
CONNECTION.
8.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF
STANDARD PRACTICE. REFER TO THE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND ADDITIONAL
APPEARANCE AND TOLERANCE REQUIREMENTS. GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE
ACCEPTABLE BY THE ARCHITECT. REMOVE ALL TEMPORARY ERECTION CLIPS.
9.ALL STEEL SHALL BE PROTECTED AGAINST RUST EITHER BY PERMANENT ENCASEMENT, RUST INHIBITIVE PRIMER,
HOT DIP GALVANIZATION, ETC. BASED ON THE EXPECTED EXPOSURE AND RISK OF DETERIORATION.
10.PENETRATIONS OR OPENINGS SHALL NOT BE MADE IN STEEL MEMBERS UNLESS SHOWN ON APPROVED
STRUCTURAL PLANS. STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH
AFTER STEEL IS ERECTED. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO
AIR TEMPERATURE.
11.STRUCTURAL STEEL SHALL BE PROTECTED AS REQUIRED CHAPTER 7 OF THE CBC AS DETERMINED BY THE
ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR FIRE PROTECTION REQUIREMENTS.
12.ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH A ¼" CAP PLATE UNLESS NOTED OTHERWISE
PER THE ARCHITECTURAL DRAWINGS.
13.LIGHT GAGE COLD FORMED STEEL MEMBERS SHALL CONFORM TO ASTM A-441.
14.ALL GROUT UNDER BASE PLATES SHALL BE SOLID DRY PACK OR NON-SHRINK GROUT PLACED AS DIRECTED BY
THE MANUFACTURER AND BE OF COMPRESSIVE STRENGTH EQUAL TO OR GREATER THAN THE CONCRETE OR
MASONRY SUPPORTING IT (4000 PSI MIN).
A: GENERAL
1.IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, GRADE DATUMS, ELEVATIONS,
REQUIRED RETAINING WALLS, DEEPENED FOOTINGS, AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND
START OF CONSTRUCTION. VERIFY ALL DETAILS AND DIMENSIONS OF RELATED REQUIREMENTS ON ALL OTHER
CONSULTANT DRAWINGS WITH STRUCTURAL DRAWINGS FOR ANY CONFLICTS AND NOTIFY THE ENGINEER OF
RECORD AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO START OF CONSTRUCTION.
2.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER CONSULTANT DRAWINGS. THE
CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION AND VERIFICATION OF ALL WORK.
3.IF A CONFLICT OCCURS WITHIN THE STRUCTURAL DRAWINGS OR WITH ANY OTHER CONSULTANT DRAWINGS,
NOTIFY THE EOR IMMEDIATELY FOR CLARIFICATION OF THE INTENT OF THE CONTRACT DOCUMENTS.
4.DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL DRAWINGS.
5.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN ON PLANS OR SPECIFICATIONS, ALL
MATERIALS AND CONSTRUCTION PRACTICES SHALL CONFORM TO THE REQUIREMENTS OF THE ADOPTED
VERSION OF THE CALIFORNIA BUILDING CODE AND ALL APPLICABLE STATE AND LOCAL ORDINANCES AS ADOPTED
BY THE GOVERNING JURISDICTION.
6.THE DESIGN AND SAFETY OF BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF
THE CONTRACTOR AND NOT WITHIN THE SCOPE OF THE ENGINEER. THAT CONTRACTOR IS RESPONSIBLE FOR
THE STABILITY OF THE STRUCTURE PRIOR TO THE COMPLETION OF THE COMPLETE BUILDING PER PERMITTED
STRUCTURAL PLANS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY THE
ASSUMPTION OF ANY RESPONSIBILITY IN THIS REGARD.
7.ALL DIMENSIONS OF DOORS, OPENINGS, WALLS, ETC. SHALL BE DETERMINED FROM THE ARCHITECTURAL
DRAWINGS, SHOP DRAWINGS, EQUIPMENT DATA, OR DOCUMENTS PROVIDED BY OTHER CONSULTANTS.
8.PENETRATIONS, OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED AREAS,
DEEPENED FOOTINGS, AND ALL OTHER ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL
REQUIREMENTS MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
9.STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED ON THESE PLANS.
10.NO SUBSTITUTION OF STRUCTURAL MEMBERS OR HARDWARE MAY OCCURS UNLESS ALTERNATES ARE
APPROVED IN WRITING BY THE ARCHITECT, OWNER, AND STRUCTURAL ENGINEER.
11.ANY REFERENCE TO THE WORDS "APPROVED" OR "APPROVAL" IN DOCUMENTS SHALL BE DEFINED TO MEAN
GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND HIS SUBCONTRACTORS OF
ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS AND COORDINATING THE
REQUIRED MATERIALS OR LABOR SPECIFICATIONS WITH OTHER TRADES.
12.WHERE A DETAIL, SECTION, OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR
CONDITIONS UNLESS OTHERWISE NOTED. DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS
SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE CONSTRUCTION SHALL BE
IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION.
13.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE PRIMARY BUILDING STRUCTURE ARE THE RESPONSIBILITY OF
THE DISCIPLINES WHICH MAKE THESE ATTACHMENTS. COORDINATE ALL ATTACHMENTS WITH ARCHITECTURAL
AND STRUCTURAL PLANS.
14.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WHETHER
INDICATED ON THE CONTRACT DRAWINGS OR NOT, AND TO PROTECT THEM FROM DAMAGE.
15.VIBRATION EFFECTS OF MECHANICAL AND / OR ANY OTHER EQUIPMENT OR HUMAN ASSEMBLY HAVE NOT BEEN
CONSIDERED BY THE STRUCTURAL ENGINEER.
16.FLOOR SYSTEMS HAVE NOT BEEN DESIGNED FOR EXCESSIVE LOAD CONCENTRATIONS SUCH AS WATER BEDS.
ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONSTRUCTION IF ANY EXTRAORDINARY HEAVY OBJECTS
ARE TO BE INSTALLED.
17.ALL EXPOSED STEEL OR METAL FASTENERS SHALL BE HOT DIP GALVANIZED OTHERWISE PROTECTED FROM THE
EFFECTS OF WEATHER EXPOSURE.
18.NO CHANGES ARE TO BE MADE TO THESE DRAWINGS AND SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF
A LICENSED ENGINEER UNDER THE EMPLOYMENT OF JKL STRUCTURAL ENGINEERING, INC.
SEE HANGER CALLOUTS FOR GIRDER TRUSSES
L:PREFAB OPEN WEB WOOD TRUSSES (ROOF / FLOOR)
1.ALL WOOD TRUSSES SHALL BE DESIGNED PER CBC 2303.4 AND FABRICATED BY A LICENSED FABRICATOR
APPROVED BY THE BUILDING DEPARTMENT IN ACCORDANCE WITH CBC 1704.2.5.
2.THE TRUSS DESIGN IS THE SOLE RESPONSIBILITY OF THE FABRICATOR AND IT IS THE FABRICATOR'S
RESPONSIBILITY TO PROVIDE SHOP DRAWINGS (INCLUDING A LAYOUT PLAN) FOR THE APPROVAL OF THE
BUILDING DEPARTMENT.
3.TRUSS DEFLECTION UNDER TOTAL LOAD SHALL BE CONTROLLED SUCH THAT TRUSSES DO NOT BEAR ON
NON-BEARING WALLS AND DEFLECTIONS SHALL BE LIMITED TO L/360 FOR LIVE LOAD AND L/240 FOR TOTAL LOAD.
4.TRUSS MANUFACTURER SHALL VERIFY LOCATION OF, COORDINATE, AND PROVIDE DESIGN FOR ALL
ARCHITECTURAL, MECHANICAL, AND OTHER CONSULTANTS REQUIREMENTS.
5.TRUSS BOTTOM CHORD SHALL FOLLOW THE CEILING LINE (INCLUDING AT EXTERIOR WALLS).
6.TOP AND BOTTOM CHORDS AND ALL MEMBERS RECEIVING SHEAR TRANSFER NAILING SHALL BE DOUGLAS FIR.
7.WHERE A LATERAL LOAD IS SPECIFIED (IE. DRAG TRUSS), TRUSSES SHALL BE DESIGNED TO TRANSFER THE
SPECIFIED LATERAL LOAD UNIFORMLY FROM THE TOP CHORD TO THE SHEAR RESISTING ELEMENT BELOW
THROUGH THE TRUSS ITSELF.
8.TRUSSES SPECIFIED TO HAVE BOUNDARY NAILING SHALL BE DESIGNED FOR A MINIMUM LATERAL LOAD OF 2500
POUNDS UNLESS NOTED OTHERWISE.
9.ALL CONNECTIONS INVOLVING TRUSSES SHALL BE ICC APPROVED AND RESIST THE APPLIED STRESSES DUE TO
THE LOADINGS INVOLVED AND SHALL BE DESIGNED BY THE TRUSS FABRICATOR. THE TRUSS FABRICATOR SHALL
PROVIDE ALL BRACING/BRIDGING REQUIRED FOR TRUSS STABILITY.
10.EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE SHOW THE IDENTITY OF THE TRUSS
FABRICATOR, THE DESIGN LOAD, AND THE SPACING OF THE TRUSS.
11.TRUSS MANUFACTURER SHALL VERIFY ADEQUACY OF PROVIDED TRUSS BEARING AREA AND ADD ADDITIONAL
PLIES OF TRUSSES TO MEET BEARING AREA REQUIREMENTS WHERE NECESSARY.
12.TRUSS MANUFACTURER SHALL VERIFY THE LOCATION OF FIRE SPRINKLERS, MECHANICAL EQUIPMENT, OR
OTHER ITEMS REQUIRING ADDITIONAL SUPPORT AND DESIGN THE TRUSSES FOR THE ADDED LOAD.
COORDINATE TRUSSES WITH ALL OTHER RELATED DRAWINGS, INCLUDING ARCHITECTURAL, MECHANICAL,
ELECTRICAL, FIRE SPRINKLER, ETC.
13.CONTRACTOR SHALL HAVE TRUSS SHOP DRAWINGS APPROVED BY THE BUILDING DEPARTMENT AND THE
ENGINEER OF RECORD AT THE JOB SITE PRIOR TO POURING THE FOUNDATION CONCRETE.
B:FRAMING
1.ALL FRAMING SHALL CONFORM TO THE GRADES AS SET FORTH BY THE W.C.L.I.B. OR W.W.P.A. AND THE CBC. ALL
LUMBER SHALL BEAR THE GRADE STAMP OF AN APPROVED TESTING AGENCY, EXCEPT ARCHITECTURALLY
EXPOSED LUMBER.
2.ALL LUMBER USED FOR STRUCTURAL PURPOSES SHALL BE DOUGLAS FIR LARCH AND COMPLY WITH DOC PS20.
3.ALL WOOD IN CONTACT WITH THE GROUND, A MASONRY OR CONCRETE FOUNDATION WALL, OR SLAB ON GRADE
SHALL BE PRESSURE TREATED IN ACCORDANCE WITH CBC 2304.12.
4.ALL CONVENTIONALLY FRAMED PORTIONS OF THE STRUCTURE SHALL BE BUILT IN ACCORDANCE WITH CBC
SECTION 2308.
5.THE MINIMUM GRADE OF LUMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:
SILL PLATES P.T.D.F. STANDARD AND BETTER
2X4 STANDARD AND BETTER OR STUD GRADE
3X DF-L #2
2X6 TO 2X14 DF-L #2
4X12 OR SMALLER DF-L #2
4X14 OR LARGER DF-L #2
6X AND 8X DF-L #1
6.ALL LUMBER SHALL HAVE MOISTURE CONTENT OF LESS THAN 19% PRIOR TO ENCLOSING WALL AND FLOOR
FRAMING. THREE RANDOM MOISTURE READINGS PER CGBC 4.505.3 SHALL BE PERFORMED AND SUBMITTED TO
THE CITY BUILDING OFFICIAL.
7.NAILING SHALL BE PER CBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE.
8.TIMBER CONNECTORS AND FASTENERS SHALL BE IN ACCORDANCE WITH CBC 2304.10.
9.PRE-DRILL AS REQUIRED TO PREVENT WOOD SPLITTING.
10.PROVIDE 1X6 DIAGONAL LET-IN BRACING AT 25 FEET ON CENTER FOR STUD WALLS NOT FULLY SHEATHED. NAIL
WITH TWO 8d'S PER STUD AND 3-8d'S AT EACH END TO TOP PLATE / SILL PLATE.
11.PROVIDE SINGLE JOIST BELOW NON-BEARING PARTITIONS PARALLEL TO FLOOR FRAMING. PROVIDE DOUBLE
JOISTS BELOW BEARING PARTITIONS PARALLEL TO FLOOR FRAMING, UNLESS NOTED OTHERWISE.
12.WHERE PIPES ARE PLACED IN OR PARTLY IN A PARTITION AND NECESSITATE THE CUTTING OF THE SOLES OR
PLATES, A METAL TIE NOT LESS THAN 0.058" X 1.5" WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO
EACH SIDE OF THE OPENING WITH NOT LESS THAN 6-16D NAILS.
13.ALL STRUCTURAL SHEATHING (PLYWOOD OR OSB) SHALL BE IDENTIFIED WITH THE GRADE TRADEMARK OF APA -
THE ENGINEERED WOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF PRODUCTS STANDARD PS 1-09,
PS2-10 OR APA PRP 108. ALL SHEATHING WHICH HAS ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE
WEATHER SHALL BE OF THE EXTERIOR TYPE. SPAN RATING SHALL NEVER BE LESS THAN THE ON CENTER
SPACING OF SUPPORTS. SHEATHING LESS THAN 24 INCHES IN ANY DIMENSION SHALL NOT BE USED IN
STRUCTURAL APPLICATIONS. SPACING OF 1/8" IS RECOMMENDED AT PANEL ENDS AND EDGES.
ROOF SHEATHING:
19/32" APA RATED SHEATHING, EXP 1, 32/16 SPAN RATING WITH 8d COMMON @ 6" O.C. AT SHEATHING EDGES
AND 12" O.C. AT INTERMEDIATE SUPPORTS. LAY SHEATHING WITH FACE GRAIN OR STRENGTH AXIS
PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS.
FLOOR / DECK SHEATHING:
23/32" APA RATED STURD-I-FLOOR SHEATHING, EXP 1, WITH MINIMUM SPAN RATING OF 24" O.C. SHEATHING
SHALL BE GLUED PER APA AFG-01 OR ASTM D3498 AND NAILED WITH 10d COMMON (OR 10d RING SHANK /
SCREW SHANK) @ 6" O.C. AT SHEATHING EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. SIMPSON
QUICK DRIVE SCREWS (ER-1472) MAY BE SUBSTITUTED FOR THE 10d COMMON NAILING. LAY SHEATHING
WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR
MORE SPANS. USE ADHESIVE MEETING APA SPECIFICATION AFG-01 OR ASTM D-3498, APPLIED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
14.ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:
DL: 16 PSF AT TOP CHORD FOR CONCRETE TILE ROOF (ROOFING MAX WEIGHT 12 PSF, ADJUST TOP
CHORD LOAD FOR SLOPE),
10 PSF AT TOP CHORD FOR BUILT UP ROOF (ROOFING MAX WEIGHT 6 PSF, INCLUDING RE-ROOF)
10 PSF AT BOTTOM CHORD FOR SINGLE LAYER OF DRYWALL
13 PSF AT BOTTOM CHORD FOR DOUBLE LAYER OF DRYWALL
13 PSF AT BOTTOM CHORD FOR STUCCO CEILING
LL:20 PSF AT TOP CHORD
10 PSF AT BOTTOM CHORD (NON-CONCURRENT WITH TOP CHORD LL)
ADDITIONAL LOAD:
EQUIPMENT ON ROOF:
IN ADDITION TO DL AND LL, TRUSSES SHALL BE DESIGNED TO SUPPORT THE INSTALLED AND
OPERATING WEIGHT OF ALL ROOFTOP EQUIPMENT AND EQUIPMENT PADS. THE LOCATION AND
CORRESPONDING DESIGN WEIGHTS OF ALL ROOFTOP EQUIPMENT SHALL BE INDICATED ON THE TRUSS
SHOP DRAWING LAYOUT PLAN.
ARCHITECTURAL FEATURES:
IN ADDITION TO DL AND LL, TRUSSES SHALL BE DESIGNED TO SUPPORT ANY SUSPENDED / CEILING
MOUNTED ARCHITECTURAL FEATURES LIKE CHANDELIERS. LOCATION AND WEIGHT OF SUCH
FEATURES SHALL BE INDICATED ON THE TRUSS LAYOUT. WE RECOMMEND USING A 500# POINT LOAD
AS A MINIMUM. COORDINATE WITH ARCH AND DEVELOPER / OWNER FOR ACTUAL LOADING.
OVERHANGS:
OVERHANGS SHALL BE DESIGNED TO SUPPORT ROOFING AND SOFFIT OF OVERHANG. REFER TO ARCH
PLANS. USE 25 PSF DL MIN WHERE STUCCO SOFFIT EXISTS. ADJACENT TRUSSES MUST ALSO BE
DESIGNED TO SUPPORT UPLIFT AND DOWN FORCE OF THE WIND PRESSURE ON THE OVERHANGS.
15.ALL GABLE END TRUSSES (GET) SHALL BE DESIGNED TO TRANSFER 180 PLF FROM THE TOP CHORD TO THE
LOCATION OF THE SHEAR WALL OR DRAG STRAP CONNECTED TO THE BOTTOM CHORD.
DESIGN CRITERIA
BUILDING CODE:
2022 CALIFORNIA BUILDING CODE
WIND DESIGN DATA:
WIND SPEED (ULTIMATE) = 110 MPH
WIND RISK CATEGORY = II
WIND EXPOSURE = C
INTERNAL PRESSURE COEFFICIENT = ± 0.18
SEISMIC DESIGN DATA:
SS = 1.93; S1 = 0.69; SMS = 2.32; SDS = 1.55
SEISMIC IMPORTANCE FACTOR = 1.0
RISK CATEGORY = II
SEISMIC DESIGN CATEGORY = D
SITE CLASS = D
REDUNDANCY FACTOR = 1.0
ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE PROCEDURE
SEISMIC FORCE RESISTING SYSTEM:
LIGHT-FRAME (WOOD) WALLS SHEATHED W/ WOOD STRUCTURAL PANELS
RATED FOR SHEAR RESISTANCE
CS = 0.238; R = 6.5
LOADING:
DEAD LOAD:LIVE LOAD:
ROOF = 22 PSF; FLOOR = 20 PSF ROOF = 20 PSF;FLOOR = 40 PSF
GEOTECHNICAL INFORMATION:
GEOTECHNICAL ENGINEER:CAL LAND ENGINEERING, INC.
SOIL REPORT #:24-225-032GE
SOIL REPORT DATE:DECEMBER 11, 2025
BEARING CAPACITY =2,000 PSF
ABBREVIATIONS
ABBREVIATION DESCRIPTION
AB ANCHOR BOLT
ADD'L ADDITIONAL
ADJ ADJACENT
ABV ABOVE
ALT ALTERNATE
ARCH ARCHITECTURAL
B BOTTOM
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BN BOUNDARY NAILING
BOT BOTTOM
BRG BEARING
C CAMBER
CANT CANTILEVER
CB CEILING BEAM
CBC CALIFORNIA
BUILDING CODE
CJ CEILING JOIST
CL CENTERLINE
CLG CEILING
CLR CLEAR
CMU CONCRETE
MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECT, CONNECTION
CONT CONTINUOUS
D DEEP, DEPTH
DF DOUGLAS FIR LARCH
DIA DIAMETER
DIM DIMENSION
DJ DECK JOIST
DL DEAD LOAD
DT DRAG TRUSS
DWG DRAWING(S)
E OR EXIST EXISTING
EA EACH
ELEV ELEVATION
ENGR ENGINEER
EQ EQUAL
ES EACH SIDE
EW EACH WAY
EXT EXTERIOR
FND FOUNDATION
FF FINISH FLOOR
FG FINISH GRADE
FH FULL HEIGHT
FJ FLOOR JOIST
ABBREVIATION DESCRIPTION
FL FLUSH
FLR FLOOR
F.O.B.FACE OF BEAM
F.O.W.FACE OF WALL
FRG FRAMING
FTG FOOTING
FT FOOT (FEET)
GA GAGE
GALV GALVINIZED
G.C.GENERAL CONTRACTOR
GET GABLE END TRUSS
GLB GLU LAM BEAM
GT GIRDER TRUSS
H OR HT HEIGHT
HB HIP BEAM
HD HOLD DOWN STRAP
OR DEVICE
HDR HEADER
HGR OR HNGR HANGER
HOR HORIZONTAL
HSS HOLLOW STRUCTURAL
STEEL (TUBE)
INT INTERIOR
INV INVERTED
JST JOIST
K KIP (1000 POUNDS)
KP KING POST
KS KING STUD
LL LIVE LOAD
LSL LAMINATED STRAND
LUMBER
LVL LAMINATED VENEER
LUMBER
MANUF MANUFACTURER,
MANUFACTURED
MAX MAXIMUM
MB MACHINE BOLT
MIN MINIMUM
ML MICROLLAM
MULT MULTIPLE
N NEW
NG NATURAL OR
COMPACTED GRADE
NTS NOT TO SCALE
O/OVER
O.C.ON CENTER
OD OUTSIDE DIAMETER
PERP PERPENDICULAR
PSL PARALLAM
PT POST TENSION
SHEET INDEX
S0 STRUCTURAL SPECIFICATIONS
S1 FOUNDATION PLAN
S2 SECOND FLOOR FRAMING PLAN
S3 THIRD FLOOR FRAMING PLAN
S4 ROOF FRAMING PLAN
SD1 STRUCTURAL DETAILS
SD2 STRUCTURAL DETAILS
SD3 STRUCTURAL DETAILS
SD4 STRUCTURAL DETAILS
SD5 STRUCTURAL DETAILS
WSWH1.1 WSWH STRONG WALL DETAILS
WSWH2 WSWH STRONG WALL DETAILS
P:STRUCTURAL OBSERVATION
1.STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE VISIBLE STRUCTURAL SYSTEM, FOR
GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION
STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM.
2.STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED
BY CBC SECTION 110, 1704, OR OTHER SECTION OF THE APPLICABLE CODE AND APPROVED PLANS.
3.STRUCTURAL OBSERVATION IS REQUIRED AT THE FOLLOWING SIGNIFICANT STAGES OF CONSTRUCTION:
A.FOUNDATION GEOMETRY, HARDWARE AND REBAR PRIOR TO POURING OF CONCRETE.
B.STRUCTURAL FRAMING PRIOR TO COVERING OR INSULATION.
4.THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD OR HIS DESIGNEE TO PERFORM STRUCTURAL
OBSERVATION.
5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING STRUCTURAL OBSERVATIONS WITH JKL STRUCTURAL,
INC. A MINIMUM OF 3 BUSINESS DAYS ADVANCE NOTICE IS REQUIRED TO SCHEDULE OBSERVATIONS.
ABBREVIATION DESCRIPTION
PTDF PRESSURE TREATED
DOUGLAS FIR
PLYWD PLYWOOD
PSI POUNDS PER
SQUARE INCH
PSF POUNDS PER
SQUARE FOOT
RAFT RAFTER
RB RIDGE BEAM
RR ROOF RAFTER
REINF REINFORCEMENT
RF ROOF
REQ'D REQUIRED
REQ'T REQUIREMENT
RT ROOF TRUSS(ES)
SAD SEE ARCHITECTURAL
DRAWINGS
SCHED OR SCH SCHEDULE
SEL SELECT
SHR SHEAR
SHTG SHEATHING
SIM SIMILAR
SIMP SIMPSON
SPECS SPECIFICATIONS
SQ SQUARE
STAGG STAGGERED
STD STANDARD
STL STEEL
STRUCT STRUCTURAL
SW SHEAR WALL OR
STRONG WALL
SYM SYMMETRICAL
T TOP
TOC TOP OF CURB
TOS TOP OF SLAB
OR TOP OF STEEL
T&G TONGUE AND GROOVE
THK THICK
TRIM OR TR TRIMMER
TS TIMBERSTRAND
TYP TYPICAL
UNO UNLESS NOTED
OTHERWISE
V OR VERT VERTICAL
VB VALLEY BEAM
VIF VERIFY IN FIELD
WL WASTE LINE
WT WEIGHT
W/WITH
W/O WITHOUT
MANUFACTURER ILEVEL LOUISIANA PACIFIC BOISE CASCADE ROSEBURG
ICC-ES REPORT ESR-1153 ESR-1305 ESR-1336 ESR-1251
DEPTH
1178"
14"/16"
TJI 210 LPI 36 BCI 6000-1.7 RFPI-400
TJI 360 LPI 56 BCI 60-2.0 RFPI-70
TJI 560 -BCI 90-2.0 RFPI-90
LPI 32 PLUS
LPI 56
-
TJI 210
TJI 360
TJI 560
BCI 6000-1.8
BCI 60-2.0
-
RFPI-400
RFPI-70
RFPI-90
TYP. ROOF & FLOOR SHEATHING LAYOUT
H:ENGINEERED LUMBER
1.FOLLOW ALL MANUFACTURER RECOMMENDATIONS FOR DRILLING, NOTCHING, HANDLING, STORAGE, BRACING,
AND ERECTION OF PREFABRICATED FRAMING MEMBERS.
2.1.25" AND 1.5" WIDE LSL RIM MANUFACTURERS (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL
RIMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,300,000 PSI; Fb = 1,700
PSI; Fcperp = 680 PSI; Fv = 400 PSI; AND VERTICAL LOAD CAPACITY = 4250 PLF
3.LSL BEAMS (1.75" AND WIDER) MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL
BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,550,000 PSI; Fb =
2,325 PSI; Fcperp = 800 PSI; AND Fv = 400 PSI.
4.ML BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST MICROLLAM (ICC ESR-1387), BOISE
CASCADE VERSALAM (ICC ESR-1040), AND LOUSIANA PACIFIC LPLVL (ICC ESR-1254). ML BEAMS SHALL HAVE THE
FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,900,000 PSI; Fb = 2,600 PSI; Fcperp = 750 PSI;
AND Fv = 285 PSI.
5.PSL BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST PARALLAM (ICC ESR-1387). PSL BEAMS
SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 2,000,000 PSI; Fb = 2,900 PSI;
Fcperp = 750 PSI; AND Fv = 290 PSI.
6.LVL BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: REDLAM (ICC ESR-2993). LVL BEAMS SHALL HAVE
THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 2,000,000 PSI; Fb = 2,900 PSI; Fcperp = 750
PSI; AND Fv = 285 PSI.
7.I-JOIST MANUFACTURERS (AND APPROVAL REPORTS) ARE: ILEVEL (ICC ESR-1153); LOUSIANA PACIFIC (ICC
ESR-1305); BOISE CASCADE (ICC ESR-1336), ROSEBURG (ICC ESR-1251). SEE TABLE BELOW FOR ALLOWABLE
JOIST SUBSTITUTIONS.
G:GLUED-LAMINATED BEAMS
1.GLUED LAMINATED BEAMS SHALL CONFORM TO THE "AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED
LAMINATED TIMBER", AITC / APA-EWS 117, ANSI / AITC A-190.1 AND ALL APPROVED SUPPLEMENTS THEREOF.
2.INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2" IN THICKNESS.
3.SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR 24F V-4 AND CANTILEVER SPANS SHALL BE DOUGLAS FIR 24F V-8.
4.WHERE SIZES OF 318" WIDE OR 518" WIDE ARE SPECIFIED, WIDTHS OF 3.5" AND 5.5", RESPECTIVELY, MAY BE
SUBSTITUTED.
5.BEAMS SHALL BEAR A LEGIBLE APA-EWS OR AITC GRADE STAMP.
6.APPROVED INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE BUILDING INSPECTOR OR BUILDING
DEPARTMENT PRIOR TO ERECTION. CERTIFICATES SHALL INCLUDE THE QUALITY CONTROL INSPECTION DATA.
7.END OF BEAMS SHALL BE SEALED AND BEAMS SHALL BE LOAD WRAPPED FOR PROTECTION PRIOR TO
CONSTRUCTION. STORAGE OF GLB'S SHALL COMPLY WITH AITC 111-79.
8.GLB'S PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE FACTORY PRESSURE TREATED.
9.ALL GLB'S BEAMS SHALL HAVE STANDARD CAMBER (RADIUS OF 3,500 FEET), UNLESS NOTED OTHERWISE.
10.MOISTURE CONTENT IN SERVICE SHALL BE BETWEEN 8% AND 12%.
11.BEAMS SHALL CONFORM TO APA-EWS OR AITC FRAMING OR INDUSTRIAL GRADE APPEARANCE, UNLESS NOTED
OTHERWISE.
12.REFER TO ARCHITECTURAL PLANS FOR FINISH OF ARCHITECTURALLY EXPOSED GLB'S (ARCHITECTURAL OR
PREMIUM GRADE APPEARANCE CLASSIFICATION).
13.GLB'S SHALL MEET THE FOLLOWING MINIMUM ALLOWABLE STRESS REQUIREMENTS:
FLEXURAL STRESS 2,400 PSI
TENSION PARALLEL TO GRAIN 1,100 PSI
COMPRESSION PARALLEL TO GRAIN 1,650 PSI
HORIZONTAL SHEAR PERP. TO WIDE FACE 240 PSI
MODULUS OF ELASTICITY 1,800,000 PSI
COMPRESSION PERP TO GRAIN 650 PSI
F:REBAR
1.ALL REBAR SHALL CONFORM TO ASTM A-615 (GRADE 40 FOR SIZES #3 AND #4; GRADE 60 FOR SIZES #5 AND
LARGER).
2.WELDED WIRE MESH / FABRIC SHALL CONFORM TO ASTM A-185 (GRADE 65) AND BE LAPPED 1.5 SPACES (12"
MINIMUM) FOR PLAIN WIRE AND ASTM A-497 (GRADE 75) FOR DEFORMED BAR.
3.REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706.
4.DETAILS OF REINFORCING SHALL CONFORM TO THE CURRENT ACI CODE.
5.REINFORCING BAR BENDS SHALL BE BENT COLD.
6.WELDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH AWS D1.4. USE LOW HYDROGEN ELECTRODES
AND PREHEAT. NO WELDING SHALL BE DONE AT THE BEND IN A BAR.
7.SPLICES OF HORIZONTAL BARS IN WALLS AND FOOTINGS SHALL BE STAGGERED AT LEAST 48" MINIMUM.
D:CONCRETE
1.CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND SHALL BE STAMPED AND
SIGNED BY A LICENSED CIVIL OR STRUCTURAL ENGINEER.
2.THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT THE MIX DESIGN WILL ATTAIN THE REQUIRED
SPECIFIED STRENGTH AND SHRINKAGE CHARACTERISTICS.
3.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE
CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND
CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 TABLE 19.3.1.1 AND 19.3.2.1
4.MAXIMUM SLUMP OF NORMAL WEIGHT CONCRETE SHALL NOT EXCEED 4".
5.READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94.
6.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33.
7.AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330.
8.THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI (3000 PSI FOR GRADE BEAMS
OR FOOTINGS OF THREE STORY AND TALLER STRUCTURES) UNLESS OTHERWISE NOTED.
9.SPECIAL INSPECTION IS REQUIRED ON CONCRETE WORK WHERE THE SPECIFIED ULTIMATE COMPRESSIVE
DESIGN STRENGTH EXCEEDS 2500 PSI.
10.REFER TO REQUIREMENTS IN ACI 318-19 TABLES 19.3.1.1, 19.3.2.1, 19.3.3.1, & 19.3.3.3 FOR CONCRETE EXPOSED TO
FROST, DEICING CHEMICALS, SULFATE, CORROSION, OR OTHER SPECIAL EXPOSURE CONDITIONS.
11.FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND SERVICEABILITY OF THE
STRUCTURE. CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE SUFFICIENT STRENGTH NOT TO BE
DAMAGED BY REMOVAL OF FORMS.
E:CONCRETE MASONRY
1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CBC CHAPTER 21.
2.CONCRETE MASONRY UNITS SHALL CONFORM ASTM C-90. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
SPECIFICATIONS FOR CONCRETE BUILDING BRICK AND THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 1500
PSI UNLESS OTHERWISE NOTED.
3.SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE.
4.CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS TO BE FILLED FOR POURS EXCEEDING 4 FEET IN HEIGHT.
5.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270 AND SHALL BE
PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR MASONRY STRUCTURES (TMS 602-16/ACI
530.1-16/ASCE 6-16).
6.GROUT SHALL COMPLY WITH ARTICLE 2.2 & 2.6B OF TMS 602-16/ACI 530.1-16/ASCE 6-16 AND SHALL ATTAIN A
MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 2000 PSI OR THE REQUIRED COMPRESSION, F'M, WHICHEVER
IS GREATER. THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM
C-1019.
7.GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS.
8.GRADE N CONCRETE BRICKS SHALL BE USED AS ARCHITECTURAL VENEER AND GRADE S CONCRETE BRICKS
SHALL BE FOR GENERAL USE AND RESISTANCE TO FROST AND MOISTURE PENETRATION IS REQUIRED.
Q:FASTENING SCHEDULE (PER SECTION 2304.10.2, TABLE 2304.10.2)
FOR SI:1 INCH = 25.4MM
A.COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED.
B.NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT
SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND
PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE
PERMITTED TO BE COMMON, BOX OR CASING.
C.COMMON OR DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148").
D.COMMON (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148").
E.DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148").
F.CORROSION-RESISTANT SIDING (6d-178" X 0.106"; 8d-238" X 0.128") OR CASING (6d-2" X 0.099"; 8d-212" X 0.113") NAIL.
G.FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES
AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS.
H.CORROSION-RESISTANT ROOFING NAILS WITH 716 INCH DIAMETER HEAD AND 112 INCH LENGTH FOR 12 INCH
SHEATHING AND 134 INCH LENGTH FOR 2532 INCH SHEATHING.
J.CASING (112" X 0.080") OR FINISH (112" X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT
INTERMEDIATE SUPPORTS.
K.PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT
INTERMEDIATE SUPPORTS.
L.FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (212" X 0.113") ARE THE MINIMUM REQUIRED FOR WOOD
STRUCTURAL PANELS.
N.FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT
INTERMEDIATE SUPPORTS.
O.FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR
AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF
SHEATHING
FASTENING
3-8d COMMON (212" X 0.131")
3-3" X 0.131" NAILS
LOCATION
TOENAIL
CONNECTION
1.JOIST TO SILL OR GIRDER
A
2-8d COMMON (212" X 0.131")
2-3" X 0.131" NAILS
2.BRIDGING TO JOIST TOENAIL EACH END
3.1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON (212" X 0.131")FACE NAIL
4.WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3-8d COMMON (212" X 0.131")FACE NAIL
5.2" SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON (312" X 0.162")BLIND AND FACE NAIL
6.SOLE PLATE TO JOIST OR BLOCKING 16d (312" X 0.135") AT 16" O.C.
3" X 0.131" NAILS AT 8" O.C.
TYPICAL FACE NAIL
16d (312" X 0.135") AT 16"
4-3" X 0.131" NAILS AT 16"
SOLE PLATE TO JOIST OR BLOCKING AT BRACED
WALL PANEL
BRACED WALL PANELS
7.TOP PLATE TO STUD 2-16d COMMON (312 X 0.162")
3-3" X 0.131" NAILS
END NAILS
8.STUDS TO SOLE PLATE 4-8d COMMON (212" X 0.131")
4-3" X 0.131" NAILS
TOENAIL
2-16d COMMON (312" X 0.162")
3-3" X 0.131" NAILS
END NAILS
9.DOUBLE STUDS 16d (312 X 0.135") AT 24" O.C.
3" X 0.131" NAIL AT 8" O.C.
FACE NAILS
16d (312" X 0.131") AT 16" O.C.
3" X 0.131" NAIL AT 12" O.C.
8-16d COMMON (312" X 0.162")
12-3" X 0.131" NAILS
LAP SPLICE
TYPICAL FACE NAIL10.DOUBLE TOP PLATES
DOUBLE TOP PLATES
3-8d COMMON (212" X 0.131")
3-3" X 0.131" NAILS
11.BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP
PLATE
TOENAIL
12.RIM JOIST TO TOP PLATE 8d (212" X 0.131") AT 6" O.C.
3" X 0.131" NAIL AT 6" O.C.
TOENAIL
2-16d COMMON (312" X 0.162")
3-3" X 0.131" NAILS
FACE NAIL13.TOP PLATES, LAPS AND INTERSECTIONS
14.CONTINUOUS HEADER, TWO PIECES 16d COMMON (312" X 0.162")16" O.C. ALONG EDGE
15.CEILING JOISTS TO PLATE 3-8d COMMON (212" X 0.131")
5-3" X 0.131" NAILS
TOENAIL
16.CONTINUOUS HEADER TO STUD 4-8d COMMON (212" X 0.131")TOENAIL
3-16d COMMON (312" X 0.162") MINIMUM,
TABLE 2308.10.4.1
4-3" X 0.131"NAILS
17.CEILING JOISTS, LAPS OVER PARTITIONS
(SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1)
FACE NAIL
3-16d COMMON (312" X 0.162") MINIMUM,
TABLE 2308.10.4.1
4-3" X 0.131"NAILS
18.CEILING JOISTS TO PARALLEL RAFTERS
(SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1)
FACE NAIL
3-8d COMMON (212" X 0.131")
3-3" X 0.131" NAILS
19.RAFTER TO PLATE
(SEE SECTION 2308.10.1, TABLE 2308.10.1)
TOENAIL
2-8d COMMON (212" X 0.131")
2-3" X 0.131" NAILS
20.1" DIAGONAL BRACE TO EACH STUD AND PLATE FACE NAIL
21.1" X 8" SHEATHING TO EACH BEARING 3-8d COMMON (212" X 0.131")FACE NAIL
3-8d COMMON (212" X 0.131")FACE NAIL22.WIDER THAN 1" X 8" SHEATHING TO EACH BEARING
16d COMMON (312" X 0.162")
3" X 0.131" NAILS
23.BUILT-UP CORNER STUDS 24" O.C.
16" O.C.
2-20d COMMON (4" X 0.192")
3-3" X 0.131" NAILS
20d COMMON (4" X 0.192") 32"
3" X 0.131" NAIL AT 24" O.C.
24.BUILT-UP GIRDER AND BEAMS FACE NAIL AT TOP AND
BOTTOM STAGGERED ON
OPPOSITE SIDES
FACE NAIL AT ENDS AND
AT EACH SPLICE
25.2" PLANKS 16d COMMON (312" X 0.162")AT EACH BEARING
3-10d COMMON (3" X 0.148")
4-3" X 0.131" NAILS
FACE NAIL26.COLLAR TIE TO RAFTER
2-16d COMMON (312" X 0.162")
3-3" X 0.131" NAILS
3-10d COMMON (3" X 0.148")
4-3" X 0.131" NAILS
FACE NAIL
TOENAIL27.JACK RAFTER TO HIP
28.ROOF RAFTER TO 2-BY RIDGE BEAM 2-16d COMMON (312" X 0.162")
3-3" X 0.131" NAILS
2-16d COMMON (312" X 0.162")
3-3" X 0.131" NAILS
TOENAIL
FACE NAIL
3-16d COMMON (312" X 0.162")
4-3" X 0.131" NAILS
29.JOIST TO BAND JOIST FACE NAIL
3-16d COMMON (312" X 0.162")
4-3" X 0.131" NAILS
30.LEDGER STRIP FACE NAIL
32.PANEL SIDING (TO FRAMING)
33.FIBERBOARD SHEATHINGG
34.INTERIOR PANELING
12" OR LESS 6d
58"8d
F
F
12"NO. 11 GAGE ROOFING NAIL
6d COMMON NAIL (2" X 0.113")
2532"NO. 11 GAGE ROOFING NAIL
8d COMMON NAIL (212" X 0.131")
H
H
14"4d
38"6dK
J
SHEATHING SHALL BE INSTALLED
PERPENDICULAR TO FRAMING MEMBERS
W/ GLUE PER APA AFG-01 OR ASTM D3498
BN AT ALL
SHEATHING
EDGES (MIN 38" EDGE DISTANCE)
OFFSET SECOND ROW
OF SHEATHING BY LENGTH
OF ONE PANEL
FIELD NAILING
CONTINUOUS PANEL EDGE WITH
EN TO MATCH BN AT BLOCKED
DIAPHRAGM LOCATIONS
EN TO MATCH BN
FRAMING MEMBERS
WALL
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
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25149
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12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
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05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
FOUNDATION PLAN
BEDROOM 1
BEDROOM 1
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
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12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
S1
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0.2290.2290.2290.229
3333
16
5/8
SHEAR
NO
2
3/16
SQUARE SIZE (INCHES)
THICKNESS (INCHES)
PLATE WASHER
3x
2424
5/85/85/8
3x2x2xMUD SILL
SHEAR WALL DESIGNATION
CONSTRUCTION
BOLT DIAMETER (INCHES)
SPACING (INCHES O.C.)
5/8
48 32
3x
FOOTNOTES
FOOTNOTES:
A.FOR INTERIOR NON-SHEAR WALLS, SHOT PINS MAY BE USED IN LIEU OF ANCHOR BOLTS. USE
0.145" SHOT PINS @ 24" O.C. MIN. WITH MIN. 1.25" PENETRATION INTO CONCRETE (ICC-ES REPORT
#2379).
B.THE HOLE IN 3" SQUARE PLATE WASHERS FOR ANCHOR BOLTS MAY BE DIAGONALLY SLOTTED
WITH A WIDTH OF UP TO 316" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO
EXCEED 134", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER
AND THE NUT.
C.SQUARE PLATE WASHERS SHALL EXTEND TO WITHIN 12" OF THE EDGE OF THE SILL PLATE ON
SHEATHING SIDE.
D.STANDARD CUT WASHERS ARE PERMITTED PER ANSI / AF AND PA SDPWS - 2015 TABLE A2.
E.ALL FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE-TREATED WOOD SHALL BE
FIELD-TREATED PER AWPA M4.
ANCHOR BOLT SCHEDULE
6
4
3
21.THE NOTES ON SHEET S0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE
FOLLOWING NOTES SHALL APPLY TO ALL FOUNDATION CONSTRUCTION.
2.ALL FOUNDATION RECOMMENDATIONS ARE BASED ON THE SOILS REPORT LISTED ON SHEET
S0. IF THE REPORT'S RECOMMENDATIONS ARE MODIFIED IN ANY WAY, THE ENGINEER OF
RECORD AND THE ARCHITECT SHALL BE NOTIFIED.
3.THE REQUIREMENTS OF THE SOILS REPORT SHALL GOVERN IF THEY ARE MORE STRINGENT
THAN THE REQUIREMENTS OF THESE PLANS.
4.FOUNDATION SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE OR INSPECTION BY THE
LOCAL JURISDICTION.
5.ALL FOUNDATION HARDWARE AND REINFORCEMENT SHALL BE SECURELY TIED IN PLACE PRIOR
TO FOUNDATION INSPECTION AND CONCRETE POUR.
6.GARAGE SHALL BE SLOPED TO DRAIN PER ARCHITECTURAL PLANS.
7.CRACK CONTROL JOINTS (SAWCUTS) ARE RECOMMENDED AT 15' O.C. MAX IN EACH DIRECTION
FOR CONVENTIONAL CONCRETE SLABS. ADDITIONAL JOINTS MAY BE ADDED IN ACCORDANCE
WITH GOOD CONSTRUCTION PRACTICES AND CONTRACTOR EXPERIENCE.
8.PLUMBING SHALL NOT BE INSTALLED IN SHEAR WALLS.
9.ALL PAVING, FLAT WORK, PLANTERS, AND GRADE ADJACENT TO THE BUILDING SHALL SLOPE
AWAY FROM THE BUILDING.
FOUNDATION NOTES
4.
2.
1.
FOUNDATION LEGEND
3.
DESCRIPTION
FOOTING & SLAB SCHEDULE TYPICAL FOUNDATION DETAILS, UNO
DESCRIPTION DETAIL
PERIMETER FOOTING SD1
1
INTERIOR FOOTING SD1
2 HOLD DOWN ANCHOR SD1
8
ANCHOR BOLTS SD1
14
DESCRIPTION DETAIL
GARAGE CURB FOOTING SD1
5
INTERIOR PAD FOOTING SD1
3
EXTERIOR PAD FOOTING SD1
4
REFER TO GRADING PLANS FOR LOCATIONS OF DEEPENED FOOTINGS IF
OCCURS. DEEPENED FOOTINGS SHALL BE CONSTRUCTED PER DETAIL 1/SD1,
UNO. CONTACT JKL IF DEEPER FOOTINGS ARE NEEDED.
THE SPECIFIED FOOTING EMBEDMENT DEPTH, D, SHALL BE MEASURED FROM
THE LOWEST ADJACENT FINAL COMPACTED OR NATURAL GRADE WITHIN 5' OF
THE BUILDING FOOTPRINT. SLOPES OF ADJACENT AREAS SHALL BE
CONSIDERED WHEN DETERMINING THIS MINIMUM EMBEDMENT DEPTH
REQUIREMENT.
(SEE DETAILS ON SD1)
4" MIN SLAB THICKNESS
15 X 15
30" SQ MIN. X 24" D MIN.
15 X 24
AT SLAB CENTERLINE
GRADE BM.
SLAB ON GRADE*#4 @ 16" O.C. EACH WAY
ISOLATED PAD
INT. CONT.
#5 @ 12" O.C. EACH WAY
W x D (INCHES)REBAR REQUIREMENT
2-#4 TOP AND BOTTOM
EXT. CONT.15 X 24 2-#4 TOP AND BOTTOM
TIE BEAM 2-#4 TOP AND BOTTOM
*PER THE GEOTECHNICAL REPORT, CONCRETE SLABS IN MOISTURE SENSITIVE AREAS SHOULD BE
UNDERLAIN WITH A VAPOR BARRIER CONSISTING OF 10 MIL VAPOR BARRIER WITH ALL LAPS SEALED,
AND A MINIMUM OF 2" SAND OVER THE MEMBRANE. IF CONCRETE IS TO BE POURED DIRECTLY ON THE
VAPOR BARRIER, MINIMUM CONCRETE f'c SHALL BE 4500 psi. ALL SUBGRADE AND FOUNDATION
RECOMMENDATIONS SHALL BE CONFIRMED WITH THE FINAL GEOTECHNICAL REPORT.
15 X 24 2-#4 TOP AND BOTTOM
4x
4
HT
T
4
SD1
1
SLAB ON GRADE. SEE SCHEDULE.
EDGE OF FOOTING BELOW. SEE SCHEDULE.
SLAB EDGE OR CHANGE IN ELEVATION.
DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN
INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL
HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL
CALLOUT 1/SD4 AND 8/SD1.
SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO
SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND
DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION.
DETAIL NUMBER
SHEET NUMBER
8'-0"
4
A,D,E B,C,E B,C,E B,C,E B,C,E
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
SECOND FLOOR FRAMING PLAN
BEDROOM 1
BEDROOM 1
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
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9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
S2
SE
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O
N
D
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A
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P
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A
N
KEY NOTES
INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW.
BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2.
ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW.
INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND
DO NOT PENETRATE TOP PLATES.
ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O.
PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE.
STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD.
INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF
ALIGNED BEAM EACH SIDE.
INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER /
KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER
/ BEAM / POST BELOW WHERE OCCURS.
INSTALL HOLD DOWN ON THIS SIDE OF POST.
FURR OUT 2X6 WALL TO MATCH ARCHITECTURAL WALL THICKNESS.
TYPICAL FRAMING DETAILS, UNO
DESCRIPTION DETAIL
FLOOR FRAMING AT SHEAR
SD2
2
FRAMING AT NON-BRG WALL SD2
3 STRUCTURAL WALL FRAMING SD2
12
HOLD DOWN CONNECTIONS SD4
1
DESCRIPTION DETAIL
POST AND BEAM CONNECTION SD2
10
DRAG STRAPS SD4
9
TYPICAL STAIR FRAMING SD2
4
TYPICAL TOP PLATE SPLICE SD2
5
AND BEARING WALLS
36"8"10"13"19"LTP5
1.5" LSL1.5" LSL1.5" LSL
1.5" LSL 1.5" LSL1.5" LSL1.5" LSL1.5" LSLRIM (EXTERIOR OR INTERIOR)
BLOCKING (INTERIOR)
44"9"13"1623"LTP4
A,B,C
800611470313N/AWALL CAPACITY (PLF)
B,C A,B,CA,B,CFOOTNOTES
8"
46"
8"
TJI 110
2x/2x
N/A
N/A
SHEAR
NON-
4"3 2.25 2"
10"13"17"24"
2"
3x/2x
2.25"
3x/2x
3"
3x/2x
TJI 110
2x/2x
4"
MUD SILL / UPPER FLOOR SOLE
(COMMON NAILS)
APA RATED STRUCT 1 SHEATHING
A35
16d
12d
CONSTRUCTION
MIN. MEMBER ABOVE & BELOW WALL
CONNECTOR SPACING (O.C.)
1/4" SDWS SCREWS W/ 1.75"15"10"8"6"-
CONTINUOUS JOIST (INTERIOR)TJI 110 1.5" LSL 1.5" LSL 1.5" LSLTJI 110
RBC 14"10"8"6"29"
BOUNDARY / EDGE NAILING 10d @ 2"
15/32"
10d @ 3"
15/32"
10d @ 4"
15/32"
10d @ 6"
15/32"
6
4
3
2
MIN PENETRATION INTO RIM
FRAMING NOTES
1.THE SPECIFICATIONS AND NOTES ON SHEET S0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING.
2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2.
3.WALL FRAMING SHALL BE PER DETAIL 12/SD2.
4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS.
5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED.
6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE
OF THE STUDS OR POSTS ABOVE.
7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING.
8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2.
9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING.
10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT.
11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH.
12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O.
13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS.
14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING
OCCURS), U.N.O. ON PLANS.
15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL
FRAMING OCCURS), U.N.O. ON PLANS.
16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE.
17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7'
FOR CANTILEVERS).
18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED
OTHERWISE.
19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O.
6.
1.
7.
8.
FRAMING LEGEND SHEAR SCHEDULE
9.
5.
FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" O.C. MAX, U.N.O.
RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C.
JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C.
4.
CANT. **2.
**
3.
PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
U.N.O.
ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LVL-INDICATES 2.0E LAMINATED VENEER BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
**INDICATES FRAMING MEMBER AS DEFINED BELOW
INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE.
INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE S0 FOR
HANGER U.N.O.
INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES
INDICATES FRAMING MEMBER AS DEFINED BELOW.
4x4
HTT
4
SD1
1
INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL
HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND
DETAIL SECTION 1/SD4 AND 8/SD1.
SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND
LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE
AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.
DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN
DETAIL NUMBER
SHEET NUMBER
8'-0"
4
FOOTNOTES:
A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER
B.APA STRUCT 1 RATED SHEATHING
C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE
FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND
OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A
RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1
GENERAL NOTES:
1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER.
2.ALL FIELD NAILING SHALL BE 12" O.C.
3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS.
4.ALL SHEATHING EDGES SHALL BE BLOCKED.
5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38"
FROM THE EDGE OF THE CONNECTING MEMBERS.
BEAM NUMBER (FOR REFERENCE ONLY)#
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
THIRD FLOOR FRAMING PLAN
GREAT ROOM
KITCHEN
BEDROOM 1
KITCHEN
DINING ROOM
LIVING ROOM
KITCHEN
DINING ROOM
LIVING ROOM
DINING ROOM LIVING ROOM
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
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E
E
T
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C
A
D
I
A
,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
S3
TH
I
R
D
F
L
O
O
R
F
R
A
M
I
N
G
P
L
A
N
KEY NOTES
INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW.
BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2.
ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW.
INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND
DO NOT PENETRATE TOP PLATES.
ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O.
PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE.
STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD.
INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF
ALIGNED BEAM EACH SIDE.
INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER /
KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER
/ BEAM / POST BELOW WHERE OCCURS.
INSTALL HOLD DOWN ON THIS SIDE OF POST.
FURR OUT 2X6 WALL TO MATCH ARCHITECTURAL WALL THICKNESS.
TYPICAL FRAMING DETAILS, UNO
DESCRIPTION DETAIL
FLOOR FRAMING AT SHEAR
SD2
2
FRAMING AT NON-BRG WALL SD2
3 STRUCTURAL WALL FRAMING SD2
12
HOLD DOWN CONNECTIONS SD4
1
DESCRIPTION DETAIL
POST AND BEAM CONNECTION SD2
10
DRAG STRAPS SD4
9
TYPICAL STAIR FRAMING SD2
4
TYPICAL TOP PLATE SPLICE SD2
5
AND BEARING WALLS
36"8"10"13"19"LTP5
1.5" LSL1.5" LSL1.5" LSL
1.5" LSL 1.5" LSL1.5" LSL1.5" LSL1.5" LSLRIM (EXTERIOR OR INTERIOR)
BLOCKING (INTERIOR)
44"9"13"1623"LTP4
A,B,C
800611470313N/AWALL CAPACITY (PLF)
B,C A,B,CA,B,CFOOTNOTES
8"
46"
8"
TJI 110
2x/2x
N/A
N/A
SHEAR
NON-
4"3 2.25 2"
10"13"17"24"
2"
3x/2x
2.25"
3x/2x
3"
3x/2x
TJI 110
2x/2x
4"
MUD SILL / UPPER FLOOR SOLE
(COMMON NAILS)
APA RATED STRUCT 1 SHEATHING
A35
16d
12d
CONSTRUCTION
MIN. MEMBER ABOVE & BELOW WALL
CONNECTOR SPACING (O.C.)
1/4" SDWS SCREWS W/ 1.75"15"10"8"6"-
CONTINUOUS JOIST (INTERIOR)TJI 110 1.5" LSL 1.5" LSL 1.5" LSLTJI 110
RBC 14"10"8"6"29"
BOUNDARY / EDGE NAILING 10d @ 2"
15/32"
10d @ 3"
15/32"
10d @ 4"
15/32"
10d @ 6"
15/32"
6
4
3
2
MIN PENETRATION INTO RIM
FRAMING NOTES
1.THE SPECIFICATIONS AND NOTES ON SHEET S0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING.
2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2.
3.WALL FRAMING SHALL BE PER DETAIL 12/SD2.
4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS.
5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED.
6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE
OF THE STUDS OR POSTS ABOVE.
7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING.
8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2.
9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING.
10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT.
11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH.
12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O.
13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS.
14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING
OCCURS), U.N.O. ON PLANS.
15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL
FRAMING OCCURS), U.N.O. ON PLANS.
16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE.
17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7'
FOR CANTILEVERS).
18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED
OTHERWISE.
19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O.
6.
1.
7.
8.
FRAMING LEGEND SHEAR SCHEDULE
9.
5.
FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" O.C. MAX, U.N.O.
RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C.
JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C.
4.
CANT. **2.
**
3.
PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
U.N.O.
ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LVL-INDICATES 2.0E LAMINATED VENEER BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
**INDICATES FRAMING MEMBER AS DEFINED BELOW
INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE.
INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE S0 FOR
HANGER U.N.O.
INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES
INDICATES FRAMING MEMBER AS DEFINED BELOW.
4x
4
HTT
4
SD1
1
INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL
HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND
DETAIL SECTION 1/SD4 AND 8/SD1.
SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND
LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE
AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.
DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN
DETAIL NUMBER
SHEET NUMBER
8'-0"
4
FOOTNOTES:
A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER
B.APA STRUCT 1 RATED SHEATHING
C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE
FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND
OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A
RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1
GENERAL NOTES:
1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER.
2.ALL FIELD NAILING SHALL BE 12" O.C.
3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS.
4.ALL SHEATHING EDGES SHALL BE BLOCKED.
5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38"
FROM THE EDGE OF THE CONNECTING MEMBERS.
BEAM NUMBER (FOR REFERENCE ONLY)#
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
ROOF FRAMING PLAN
WD MASTER BEDROOM
MASTER BEDROOM
BEDROOM 2
BEDROOM 3BEDROOM 3
MASTER BEDROOM
BEDROOM 2
MASTER BEDROOM
BEDROOM 2
BEDROOM 3
BEDROOM 2
FAU
2
1
3
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
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D
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15
8
C
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AR
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A
D
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,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
S4
RO
O
F
F
R
A
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I
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P
L
A
N
KEY NOTES
INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW.
BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2.
ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW.
INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND
DO NOT PENETRATE TOP PLATES.
ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O.
PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE.
STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD.
INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF
ALIGNED BEAM EACH SIDE.
INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER /
KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER
/ BEAM / POST BELOW WHERE OCCURS.
INSTALL HOLD DOWN ON THIS SIDE OF POST.
FURR OUT 2X6 WALL TO MATCH ARCHITECTURAL WALL THICKNESS.
TYPICAL ROOF TRUSS DETAILS, U.N.O
DESCRIPTION DETAIL
RT AT EXTERIOR WALL SD3
1
RT AT INT. NON-BRG WALL SD3
2
RT AT INTERIOR
SD3
3
RT AT GIRDER TRUSS 4
DESCRIPTION DETAIL
SD3
5
SHR/BRG WALL GABLE END TRUSS
TRAY CEILING
SD3
SD3
SD3
6
7
RT PARALLEL TO
INTERIOR SHEAR WALL
SD3
10SHEAR TRANSFER AT
CLIPPED TRUSS
36"8"10"13"19"LTP5
1.5" LSL1.5" LSL1.5" LSL
1.5" LSL 1.5" LSL1.5" LSL1.5" LSL1.5" LSLRIM (EXTERIOR OR INTERIOR)
BLOCKING (INTERIOR)
44"9"13"1623"LTP4
A,B,C
800611470313N/AWALL CAPACITY (PLF)
B,C A,B,CA,B,CFOOTNOTES
8"
46"
8"
TJI 110
2x/2x
N/A
N/A
SHEAR
NON-
4"3 2.25 2"
10"13"17"24"
2"
3x/2x
2.25"
3x/2x
3"
3x/2x
TJI 110
2x/2x
4"
MUD SILL / UPPER FLOOR SOLE
(COMMON NAILS)
APA RATED STRUCT 1 SHEATHING
A35
16d
12d
CONSTRUCTION
MIN. MEMBER ABOVE & BELOW WALL
CONNECTOR SPACING (O.C.)
1/4" SDWS SCREWS W/ 1.75"15"10"8"6"-
CONTINUOUS JOIST (INTERIOR)TJI 110 1.5" LSL 1.5" LSL 1.5" LSLTJI 110
RBC 14"10"8"6"29"
BOUNDARY / EDGE NAILING 10d @ 2"
15/32"
10d @ 3"
15/32"
10d @ 4"
15/32"
10d @ 6"
15/32"
6
4
3
2
MIN PENETRATION INTO RIM
FRAMING NOTES
1.THE SPECIFICATIONS AND NOTES ON SHEET S0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING.
2.FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2.
3.WALL FRAMING SHALL BE PER DETAIL 12/SD2.
4.WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS.
5.SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED.
6.CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE
OF THE STUDS OR POSTS ABOVE.
7.SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING.
8.HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2.
9.ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING.
10.SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT.
11.FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH.
12.CONTINUOUS 134" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O.
13."DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS.
14."FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING
OCCURS), U.N.O. ON PLANS.
15."TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL
FRAMING OCCURS), U.N.O. ON PLANS.
16."CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE.
17.FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7'
FOR CANTILEVERS).
18.ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED
OTHERWISE.
19.ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O.
6.
1.
7.
8.
FRAMING LEGEND SHEAR SCHEDULE
9.
5.
FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 19.2" O.C. MAX, U.N.O.
RT - DESIGNED ROOF TRUSSES BY OTHERS AT 24" O.C.
JT - DESIGNED JACK TRUSSES BY OTHERS AT 24" O.C.
4.
CANT. **2.
**
3.
PSL -INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
U.N.O.
ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
LVL-INDICATES 2.0E LAMINATED VENEER BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN
**INDICATES FRAMING MEMBER AS DEFINED BELOW
INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE.
INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE S0 FOR
HANGER U.N.O.
INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES
INDICATES FRAMING MEMBER AS DEFINED BELOW.
4x4
HT
T
4
SD1
1
INDICATES POST AND SIMPSON HOLDOWN ANCHOR/STRAP. INSTALL
HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND
DETAIL SECTION 1/SD4 AND 8/SD1.
SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION, AND
LENGTH OF SHEAR PANEL. REFER TO DETAIL 12/SD2, SHEAR SCHEDULE
AND ANCHOR BOLT SCHEDULE FOR MORE INFORMATION.
DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN
DETAIL NUMBER
SHEET NUMBER
8'-0"
4
FOOTNOTES:
A.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER
B.APA STRUCT 1 RATED SHEATHING
C.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE
FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND
OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A
RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1
GENERAL NOTES:
1.ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER.
2.ALL FIELD NAILING SHALL BE 12" O.C.
3.USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS.
4.ALL SHEATHING EDGES SHALL BE BLOCKED.
5.NAILS SHALL BE PLACED NOT LESS THAN 12" EDGE DISTANCE FROM PANEL EDGES AND 38"
FROM THE EDGE OF THE CONNECTING MEMBERS.
BEAM NUMBER (FOR REFERENCE ONLY)#
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
4
1
2
1317
14
8
3
12
<
>
5
15
16
18
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
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N
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O
N
D
O
M
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15
8
C
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I
A
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A
D
I
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,
C
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9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
SD1
ST
R
U
C
T
U
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A
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S
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
2
3
412
59
1018
17
7
6
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
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15
8
C
A
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I
F
O
R
N
I
A
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T
R
E
E
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
SD2
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
14
1
2
3
4
7
5
10
11
12 8
6
13
16
15
17 9
18
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
M
S
15
8
C
A
L
I
F
O
R
N
I
A
S
T
R
E
E
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
SD3
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
2
1
3
6
9
7
8 4
10
11
12
14
16
15
18
19
20
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
M
S
15
8
C
A
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I
F
O
R
N
I
A
S
T
R
E
E
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
SD4
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
1
2
3
16 12 4
5
6
JOB NUMBER:
ENGINEER:
DRAFTER:
ORIGINAL ISSUE:
CA
L
I
F
O
R
N
I
A
C
O
N
D
O
M
I
N
I
U
M
S
15
8
C
A
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I
F
O
R
N
I
A
S
T
R
E
E
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
25149
JL
JL
12/16/2025
1
PLAN CHECK COMMENTS
03/04/2026 JL
MAIL@JKLSTRUCTURAL.COM
(626)524-2210
THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW
COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO
BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER
WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD
PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF
JKL ENGINEERING, INC.
SD5
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
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WSWH1.1
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications
SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
®
MODEL NO.W (in.)H (in.)ANCHOR BOLTS TOTAL WALL
WEIGHT (lb.)QUANTITY DIA. (in.)
®
®
®
®
GARAGE HEADER ROUGH OPENING HEIGHT
MODEL NO.TRIMMED
PANEL HEIGHT H CURB
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OPENING
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®
GARAGE WALL OPTION 1 GARAGE WALL OPTION 2
®
WSWH-TP CONNECTION
MODEL NO.FASTENER QUANTITY
SWS16150 SDS25600
SECTION VIEW
2X6 OR WIDER FRAMING
EDGE DISTANCE FOR SCREWS
®
®
®
PLAN VIEW
SDS SCREW SPACING
QTY. OF SDS14"x6" SCREWS REQ'D.
SECTION A
®
·
·
·
·
1" TO 4" SHIM BLOCK418" TO 12" SHIM BLOCK
®
CRIPPLE WALL
®
®
®
®
®
SECTION
4x FRAMING
SECTION
6x FRAMING
(8x FRAMING SIMILAR)
STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL MODELS
1STRONG-WALL® WSWH MODELS
2SINGLE STORY WSWH ON CONCRETE
4STANDARD INSTALLATION BASE CONNECTION 6TOP CONNECTION 9TOP OF WALL HEIGHT ADJUSTMENTS
5WOOD FLOOR SYSTEM BASE CONNECTION 7BACK-TO-BACK TOP CONNECTION
3ALTERNATE WSWH GARAGE FRONT OPTIONS 8RAKE WALL 11NOTES
®
6
-
4
-
5
-
6
-
6
-
4
-
4
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MODEL NO.FASTENER QUANTITY
SWS16150 SDS25600
®
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8x FRAMING
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FACTORS
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
REVISIONS BY
05/01/2026
dba VCA
4
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications
SHALL NOT be held to permit or to be an
approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
DSD Engineering
Approved
04/22/2026
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
DSD Engineering
Approved
04/22/2026
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
DSD Engineering
Approved
04/22/2026
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
By
Subject to field inspection approval.
The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions of any City Ordinance, State Law or Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an
approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
CITY OF ARCADIA
DEVELOPMENT SERVICES DIVISION
APPROVED
BySubject to field inspection approval. The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval of the violation of any provisions
of any City Ordinance, State Law or
Recognized Standard
__________________________G. MURAKAMI 05/05/2026
All exposed conduit and mechanical
equipment shall be painted to match roof
and walls.
Cal Land Engineering, Inc.
dba Quartech Consultants
Geotechnical, Environmental, and Civil Engineering
HYDRAULIC CALCULATIONS
PROVIDES DATE 12/05/2025
JOB ADDRESS:
158-160 California Street,
Arcadia, CA91006
BY
CAL LAND ENGINEERING, INC.
Page 2 of 5
Introduction
The project site is located at the south side of California Street between 1st Avenue and
2nd Avenue, City of Arcadia.
The project is relatively flat, existing drainage flow drains to south direction from north.
Hydraulic calculation is based on 25-year storm event. There is no proposed off-site
drainage for this project. The proposed development is to construct a new 4-unit Condo.
Proposed Hydrology Study
A-1
Soil Type: 006
Total Area = 0.064 acres
Percent Impervious = 66.53%
Average Rainfall Depth = 7.58 in.
Using Tc Calculator
Tc = 5 min.
Q1 = 0.2266 cfs
n= 0.009 for pvc pipe
V= (1.49/0.009) x (R)2/3 x (S)1/2 ft/sec
Q= V x Ap cfs
A= 0.196, R=0.125, S=0.005
V= (1.49/0.009) x (0.125)2/3 x (0.005)1/2 = 2.93
Q= 2.93 x 0.196
Q= 0.5746 cfs > 0.2266 cfs
OK for 6” PVC pipe with 0.5% slope
A-2
Soil Type: 006
Total Area = 0.120 acres
Percent Impervious = 99.11%
Average Rainfall Depth = 7.58 in.
Using Tc Calculator
Tc = 5 min.
Q2 = 0.4287 cfs
Page 3 of 5
Page 4 of 5
Page 5 of 5
STORMWATER
PLANNING PROGRAM
LID PLAN CHECKLIST
FORM
PC
Project Name Owner Name Developer Name
Project Address Owner Address Developer Address
Plan Check # Owner Phone Developer Phone
Type of Project
Does the proposed project fall into one of the following categories? Please check Yes/No YES NO
PRIORITY PROJECTS
1. Development* of a new project equal to 1 acre or greater of disturbed area and adding more than
10,000 square feet of impervious area*
2. Development* of a new industrial park with 10,000 square feet or more of surface area*
3. Development* of a new commercial mall with 10,000 square feet or more surface area*
4. Development* of a new retail gasoline outlet with 5,000 square feet or more of surface area*
5. Development* of a new restaurant (SIC 5812) with 5,000 square feet or more of surface area*
6. Development* of a new parking lot with either 5,000 ft2 or more of impervious area* or with 25 or
more parking spaces
7. Development* of a new automotive service facility (SIC 5013, 5014, 5511, 5541, 7532-7534 and
7536-7539) with 5,000 square feet or more of surface area*
8. Projects located in or directly adjacent to, or discharging directly to a Significant Ecological Area
(SEA)*, where the development will:
a. Discharge stormwater runoff that is likely to impact a sensitive biological species or habitat; and
b. Create 2,500 square feet or more of impervious area*
9. Redevelopment* of 5,000 square feet or more in one of the categories listed above
10. Redevelopment* of 10,000 square feet or more to a Single Family Home, without a change in
landuse.
If any of the boxes 1-10 are checked YES, this project will require the preparation of a Low Impact Development (LID) * Plan with a Maintenance
Agreement*
SPECIAL PROVISION PROJECTS
11. Green street* project
12. Single family hillside* home
If any of the boxes 11-12 are checked YES, this project will require the preparation of a plan with special provisions associated with the type of
development.
* Defined on back.
Applicant Name Applicant Signature
Applicant Title Date
4-unit condo Maggie Qiu
158-160 California St, Arcadia, CA91006 158 California St, Arcadia, CA91006
626-319-1031
Maggie Qiu
Owner
4
4
4
4
4
4
4
4
4
4
4
4
DEFINITIONS:
LID: Low Impact Development (LID) is a stormwater management strategy that emphasizes conservation and
the use of existing natural site features integrated with stormwater controls to more closely mimic natural
hydrologic patterns in residential, commercial, and industrial settings.
Development: Development includes any construction or demolition activity, clearing, grading, grubbing, or
excavation or any other activity that results in land disturbance.
Impervious Area: Surfaces that do not allow stormwater runoff to percolate into the ground. Typical
impervious surfaces include: concrete, asphalt, roofing materials, etc.
Hillside: A property where the slope is 25% or greater and where grading contemplates cut or fill slopes.
Single family hillside homes will require a less extensive plan. During the construction of a single-family
hillside home, the following measures are implemented:
a. Conserve natural areas
b. Protect slopes and channels
c. Provide storm drain system stenciling and signage
d. Divert roof runoff to vegetated areas before discharge unless the diversion would result in slope instability
e. Direct surface flow to vegetated areas before discharge unless the diversion would result in slope
instability.
Green Streets: Any street and road construction of 10,000 square feet or more of impervious surface area.
Street and road construction applies to standalone streets, roads, highways, and freeway projects, and also
applies to streets within larger projects. These sites are required to develop a Green Streets Plan with the
following provisions:
a. Follow an approved green streets manual to the maximum extent practicable. Stormwater mitigation
measures must be in compliance with the approved green streets manual requirements.
Redevelopment: Land-disturbing activities that result in the creation, addition, or replacement of
impervious surface area on an already developed site.
Redevelopment does not include routine maintenance activities that are conducted to maintain the
original line and grade, hydraulic capacity, or original purpose of facility, nor does it include modifications
to existing single family structures, or emergency construction activities required to immediately protect
public health and safety.
Significant Ecological Area: An area in which plant or animal life or their habitats are either rare or
especially valuable because of their special nature or role in an ecosystem and would be disturbed or
degraded by human activities and developments. Also, an area designated by the City as approved by
the Regional Water Quality Control Board.
Maintenance Agreement and Transfer: All developments subject to LID requirements must provide
verification of maintenance provisions for Structural and Treatment Control BMPs. Verification at a
minimum shall include:
Recorded maintenance covenant; and
The developer’s and/or owner's signed statement accepting responsibility for maintenance until the
responsibility is legally transferred; and
A signed statement from the public entity assuming responsibility for Structural or Treatment Control
BMP maintenance and conduct a maintenance inspection at least once a year.
BMP: Best Management Practices (BMPs) are practices or physical devices or systems designed to
prevent or reduce pollutant loading from stormwater or non-stormwater discharges to receiving waters,
or designed to reduce the volume of stormwater or non-stormwater discharged to the receiving water.
Surface Area: The surface area is the total footprint of an area. Not to include the cumulative area
above or below the ground surface.
STRUCTURAL CALCULATIONS
California Condominiums
158 California Street
Arcadia, CA
JKL Project No. 25149
March 12, 2026
Phone:
(626) 524-2210
Email:
Mail@JKLStructural.com
General Information:
JKL Project #:25149
JKL Designer:JL
Project Name:160 California
Code:2022 CBC
Risk Category:II ASCE 7-22 (Section 1.5)
Jurisdiction:Arcadia, CA
Basic Wind Speed (mph):110 ASCE 7-22 (Figure 26.5)
Wind Exposure:Exp C ASCE 7-22 (Section 26.7.3)
Soils Report by:Cal Land, Inc.
Soils Report #:24-225-032GE Allowable Bearing (psf):2000
Soils Report Dated:12/11/2025 Sds = 1.55
Weight Takeoff
Roof:Slope:3 :12
Roof Material - 10.3 psf
Sheathing -2.3 psf
Framing -3.1 psf
Ceiling -3.1 psf
Misc -3.0 psf
Other -.0 psf
Dead Load:21.8 psf Live Load:20 psf
Use:22.0 psf
Floor:
Floor Finish - 1.0 psf
Sheathing -2.7 psf
Framing -1.8 psf
Topping -6.5 psf
Ceiling -3.1 psf
Misc -4.0 psf
Dead Load:19.1 psf Live Load:40 psf
Use 20.0 psf
None
Concrete tile - not boosted
5/8" Structural Sheathing
Roof Trusses @ 24" o.c.
5/8" drywall
Miscellaneous - 3
These bound calculations have been prepared for Building Department review only. In addition to these calculations, the
Engineer of Record has applied professional judgement and current standards of practice to prepare the construction drawings.
These calculations shall not be used or applied independently of the approved structural drawings.
Carpet w/ pad
3/4" Structural Sheathing
11.7/8" I-Joists @ 19.2" o.c.
3/4" gypcrete
5/8" drywall
Miscellaneous - 4
Table of Contents
I. Gravity Design .............................................................................................. Page 4
II. Foundation Design ..................................................................................... Page 98
III. Unit AB Lateral Design (Shear wall key at end of section) ...................... Page 100
IV. Unit CD Lateral Design (Shear wall key at end of section) ..................... Page 176
GRAVITY
STRUCTURAL DESIGN
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Page 5 / 5Page 7
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:1-CD: HDR AT MBD
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x6
Span = 4.50 ft
1 2
D(0.3575) Lr(0.325)
D(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 16.250 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 2.0 ft, (W)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x6
0.307
Section used for this span6x6
: 10.473 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.250ft
65.31 psi=
1,687.50psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
212.50 psi==
4.057 ft=
=
798.62psi
Maximum Deflection 2184
>=360
973Ratio =0>=280
Max Downward Transient Deflection 0.025 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.055 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 4.50 ft 1 0.364 0.237 0.90 1.000 1.001.00 1.00 1.02 442.6 1,215.0 0.73 153.01.00 36.21.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.473 0.307 1.25 1.000 1.001.00 1.00 1.85 798.6 1,687.5 1.32 212.51.00 65.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.421 0.273 1.25 1.000 1.001.00 1.00 1.64 709.6 1,687.5 1.17 212.51.00 58.01.00
Page 8
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:1-CD: HDR AT MBD
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.123 0.080 1.60 1.000 1.001.00 1.00 0.61 265.6 2,160.0 0.44 272.01.00 21.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0555 2.266 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.640 1.640
Max Upward from Load Combinations 1.640 1.640
Max Upward from Load Cases 0.909 0.909
D Only 0.909 0.909
+D+Lr 1.640 1.640
+D+0.750Lr 1.458 1.458
+0.60D 0.545 0.545
Lr Only 0.731 0.731
Page 9
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:2-CD: HDR AT B2
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x8
Span = 7.0 ft
1 2
D(0.3575) Lr(0.325)
D(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 16.250 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 2.0 ft, (W)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x8
0.361
Section used for this span6x8
: 10.621 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
76.78 psi=
1,678.66psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
212.50 psi==
6.387 ft=
=
1,042.63psi
Maximum Deflection 1471
>=360
653Ratio =0>=280
Max Downward Transient Deflection 0.057 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.128 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.479 0.279 0.90 1.000 1.001.00 1.00 2.49 579.4 1,210.5 1.17 153.01.00 42.71.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.621 0.361 1.25 1.000 1.001.00 1.00 4.48 1,042.6 1,678.7 2.11 212.51.00 76.81.00
0.99+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.552 0.321 1.25 1.000 1.001.00 1.00 3.98 926.8 1,678.7 1.88 212.51.00 68.31.00
Page 10
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:2-CD: HDR AT B2
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.162 0.094 1.60 1.000 1.001.00 1.00 1.49 347.6 2,145.1 0.70 272.01.00 25.61.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.1285 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.560 2.560
Max Upward from Load Combinations 2.560 2.560
Max Upward from Load Cases 1.423 1.423
D Only 1.423 1.423
+D+Lr 2.560 2.560
+D+0.750Lr 2.276 2.276
+0.60D 0.854 0.854
Lr Only 1.138 1.138
Page 11
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:3-CD: HDR AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x6
Span = 3.0 ft1 2
D(1.43) Lr(1.3)
D(0.121) Lr(0.11)
D(0.3575) Lr(0.325)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 1.750 ft, Tributary Width = 5.50 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 1.750 -->> 3.0 ft, Tributary Width = 16.250 ft, (R)
Point Load : D = 1.430, Lr = 1.30 k @ 1.750 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x6
0.487
Section used for this span6x6
: 10.629 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.752ft
103.45 psi=
1,687.50psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
212.50 psi==
2.551 ft=
=
1,061.73psi
Maximum Deflection 2794
>=360
1325Ratio =0>=280
Max Downward Transient Deflection 0.013 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.027 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.0 ft 1 0.459 0.355 0.90 1.000 1.001.00 1.00 1.29 557.6 1,215.0 1.10 153.01.00 54.41.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.629 0.487 1.25 1.000 1.001.00 1.00 2.45 1,061.7 1,687.5 2.09 212.51.00 103.51.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 12
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:3-CD: HDR AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 3.0 ft 1 0.554 0.429 1.25 1.000 1.001.00 1.00 2.16 935.7 1,687.5 1.84 212.51.00 91.21.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.155 0.120 1.60 1.000 1.001.00 1.00 0.77 334.6 2,160.0 0.66 272.01.00 32.61.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0272 1.577 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.611 2.396
Max Upward from Load Combinations 1.611 2.396
Max Upward from Load Cases 0.849 1.260
D Only 0.849 1.260
+D+Lr 1.611 2.396
+D+0.750Lr 1.421 2.112
+0.60D 0.509 0.756
Lr Only 0.763 1.136
Page 13
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4-CD: BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 14.0 ft
5.25x11.875
Span = 6.0 ft
1 2 3
D(1.43) Lr(1.3)D(0.132) Lr(0.12)
D(0.3685) Lr(0.335)
D(0.16)
D(0.3685) Lr(0.335)
D(0.16)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 6.0 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 8.0 -->> 14.0 ft, Tributary Width = 16.750 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
Point Load : D = 1.430, Lr = 1.30 k @ 7.750 ft, (GT)
Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 16.750 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.470
Section used for this span5.25x11.875
: 10.425 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 14.000ft
167.39 psi=
3,629.22psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
356.25 psi==
13.061 ft==
1,543.45psi
Maximum Deflection 1398>=360
538Ratio =2246>=280
Max Downward Transient Deflection 0.120 in
5058
Ratio =>=360
Max Upward Transient Deflection -0.028 in Ratio =
Max Downward Total Deflection 0.312 in Ratio =>=280Max Upward Total Deflection -0.064 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 2 : Lr Only
Span: 1 : +D+Lr
Span: 2 : +D+Lr
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
Page 14
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4-CD: BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 14.0 ft 1 0.366 0.400 0.90 1.001 1.001.00 1.00 9.84 957.0 2,613.0 4.27 256.51.00 102.71.00
1.00Length = 6.0 ft 2 0.366 0.258 0.90 1.001 1.001.00 1.00 9.84 957.0 2,613.0 2.75 256.51.00 66.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.425 0.470 1.25 1.001 1.001.00 1.00 15.87 1,543.5 3,629.2 6.96 356.31.00 167.41.00
1.00Length = 6.0 ft 2 0.425 0.299 1.25 1.001 1.001.00 1.00 15.87 1,543.5 3,629.2 4.43 356.31.00 106.71.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.385 0.424 1.25 1.001 1.001.00 1.00 14.36 1,396.8 3,629.2 6.28 356.31.00 151.21.00
1.00Length = 6.0 ft 2 0.385 0.271 1.25 1.001 1.001.00 1.00 14.36 1,396.8 3,629.2 4.01 356.31.00 96.51.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.124 0.135 1.60 1.001 1.001.00 1.00 5.90 574.2 4,645.4 2.56 456.01.00 61.61.00
1.00Length = 6.0 ft 2 0.124 0.087 1.60 1.001 1.001.00 1.00 5.90 574.2 4,645.4 1.65 456.01.00 39.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.3121 6.726 0.0000 0.000
+D+Lr20.0000 6.726 -0.0641 6.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.677 13.075
Max Upward from Load Combinations 3.677 13.075
Max Upward from Load Cases 2.411 8.061
D Only 2.411 8.061
+D+Lr 3.677 13.075
+D+0.750Lr 3.360 11.821
+0.60D 1.447 4.837
Lr Only 1.266 5.014
Page 15
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:5-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 16.0 ft
1 2
D(0.34) L(0.4)D(0.032) L(0.064)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Point Load : D = 0.340, L = 0.40 k @ 5.750 ft, (BM)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.157
Section used for this span3.5x11.875
: 10.297 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.781ft
44.68 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
862.36psi
Maximum Deflection 1266
>=360
725Ratio =0>=280
Max Downward Transient Deflection 0.152 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.265 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 16.0 ft 1 0.142 0.075 0.90 1.001 1.001.00 1.00 2.55 372.3 2,613.0 0.53 256.51.00 19.11.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.297 0.157 1.00 1.001 1.001.00 1.00 5.91 862.4 2,903.4 1.24 285.01.00 44.71.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.204 0.107 1.25 1.001 1.001.00 1.00 5.07 739.8 3,629.2 1.06 356.31.00 38.31.00
Page 16
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:5-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.048 0.025 1.60 1.001 1.001.00 1.00 1.53 223.4 4,645.4 0.32 456.01.00 11.51.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.2648 7.766 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.339 1.131
Max Upward from Load Combinations 1.339 1.131
Max Upward from Load Cases 0.768 0.656
D Only 0.571 0.475
+D+L 1.339 1.131
+D+0.750L 1.147 0.967
+0.60D 0.342 0.285
L Only 0.768 0.656
Page 17
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:6-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 20.0 ft
1 2
D(0.46) L(0.64)D(0.032) L(0.064)
D(0.1) L(0.2)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 4.0 -->> 20.0 ft, Tributary Width = 1.60 ft, (F)
Point Load : D = 0.460, L = 0.640 k @ 4.0 ft, (BM)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 5.0 ft, (F)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.304
Section used for this span3.5x11.875
: 10.444 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.226ft
86.60 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
1,290.00psi
Maximum Deflection 609
>=360
364Ratio =0>=280
Max Downward Transient Deflection 0.394 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.659 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.0 ft 1 0.199 0.133 0.90 1.001 1.001.00 1.00 3.56 519.2 2,613.0 0.95 256.51.00 34.21.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.444 0.304 1.00 1.001 1.001.00 1.00 8.84 1,290.0 2,903.4 2.40 285.01.00 86.61.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 18
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:6-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 20.0 ft 1 0.302 0.206 1.25 1.001 1.001.00 1.00 7.52 1,097.3 3,629.2 2.04 356.31.00 73.51.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.067 0.045 1.60 1.001 1.001.00 1.00 2.14 311.5 4,645.4 0.57 456.01.00 20.51.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.6592 9.562 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.696 1.383
Max Upward from Load Combinations 2.696 1.383
Max Upward from Load Cases 1.642 0.822
D Only 1.054 0.560
+D+L 2.696 1.383
+D+0.750L 2.285 1.177
+0.60D 0.632 0.336
L Only 1.642 0.822
Page 19
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:7-CD: HDR AT GREAT ROOM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x10
Span = 7.0 ft
1 2
D(1.054) L(1.642)
D(0.143) Lr(0.13)
D(0.2)
D(0.2) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 10.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 10.0 ft, (F)
Linked Load(s)
Beam 6-CD: BM AT STAIRS, Support 1: D = 1.054, L = 1.642 k @ 7 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x10
0.441
Section used for this span6x10
: 10.632 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
74.89 psi=
1,342.52psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
170.00 psi==
6.234 ft==
847.86psi
Maximum Deflection 2429>=360
1018Ratio =0>=280
Max Downward Transient Deflection 0.035 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.082 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.407 0.284 0.90 1.000 1.001.00 1.00 3.40 492.5 1,209.0 1.52 153.01.00 43.51.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.632 0.441 1.00 1.000 1.001.00 1.00 5.85 847.9 1,342.5 2.61 170.01.00 74.91.00
Page 20
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:7-CD: HDR AT GREAT ROOM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.363 0.253 1.25 1.000 1.001.00 1.00 4.19 608.0 1,675.5 1.87 212.51.00 53.71.00
0.99+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.505 0.352 1.25 1.000 1.001.00 1.00 5.83 845.6 1,675.5 2.60 212.51.00 74.71.00
0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.492 0.343 1.15 1.000 1.001.00 1.00 5.23 759.0 1,542.5 2.34 195.51.00 67.01.00
0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.138 0.096 1.60 1.000 1.001.00 1.00 2.04 295.5 2,139.7 0.91 272.01.00 26.11.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0825 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.340 6.036
Max Upward from Load Combinations 3.340 6.036
Max Upward from Load Cases 1.940 3.042
D Only 1.940 2.994
+D+L 3.340 6.036
+D+Lr 2.395 3.449
+D+0.750Lr+0.750L 3.331 5.617
+D+0.750L 2.990 5.275
+0.60D 1.164 1.797
Lr Only 0.455 0.455
L Only 1.400 3.042
Page 21
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:8-CD: HDR AT GREAT ROOM STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x8
Span = 7.0 ft
1 2
D(0.3575) Lr(0.325)
D(0.02) L(0.04)
D(0.2)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 16.250 ft, (R)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.020 ksf, Tributary Width = 10.0 ft, (W)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x8
0.450
Section used for this span6x8
: 10.774 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
95.68 psi=
1,678.66psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
212.50 psi==
6.387 ft==
1,299.22psi
Maximum Deflection 1471>=360
524Ratio =0>=280
Max Downward Transient Deflection 0.057 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.160 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.691 0.402 0.90 1.000 1.001.00 1.00 3.59 835.9 1,210.5 1.69 153.01.00 61.61.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.664 0.387 1.00 1.000 1.001.00 1.00 3.84 893.0 1,344.4 1.81 170.01.00 65.81.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 22
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:8-CD: HDR AT GREAT ROOM STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99Length = 7.0 ft 1 0.774 0.450 1.25 1.000 1.001.00 1.00 5.58 1,299.2 1,678.7 2.63 212.51.00 95.71.00
0.99+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.730 0.425 1.25 1.000 1.001.00 1.00 5.27 1,226.2 1,678.7 2.48 212.51.00 90.31.00
0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.569 0.331 1.15 1.000 1.001.00 1.00 3.78 878.7 1,545.1 1.78 195.51.00 64.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.234 0.136 1.60 1.000 1.001.00 1.00 2.16 501.6 2,145.1 1.02 272.01.00 36.91.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.1601 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.190 3.190
Max Upward from Load Combinations 3.190 3.190
Max Upward from Load Cases 2.053 2.053
D Only 2.053 2.053
+D+L 2.193 2.193
+D+Lr 3.190 3.190
+D+0.750Lr+0.750L 3.011 3.011
+D+0.750L 2.158 2.158
+0.60D 1.232 1.232
Lr Only 1.138 1.138
L Only 0.140 0.140
Page 23
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:9-CD: BM AT KITCHEN
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 12.50 ft
1 2
D(0.88) Lr(0.8)D(0.308) Lr(0.28)
D(0.154) Lr(0.14)
D(0.16)
D(0.2) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 4.750 ft, Tributary Width = 14.0 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 4.750 -->> 12.50 ft, Tributary Width = 7.0 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 10.0 ft, (F)
Point Load : D = 0.880, Lr = 0.80 k @ 4.750 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.500
Section used for this span5.25x11.875
: 10.713 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.748ft
142.52 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft==
2,070.11psi
Maximum Deflection 994
>=360
333Ratio =0>=280
Max Downward Transient Deflection 0.151 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.450 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 12.50 ft 1 0.505 0.357 0.90 1.001 1.001.00 1.00 13.56 1,319.1 2,613.0 3.81 256.51.00 91.61.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 24
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:9-CD: BM AT KITCHEN
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 12.50 ft 1 0.713 0.500 1.00 1.001 1.001.00 1.00 21.29 2,070.1 2,903.4 5.92 285.01.00 142.51.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.519 0.368 1.25 1.001 1.001.00 1.00 19.38 1,885.2 3,629.2 5.45 356.31.00 131.11.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.633 0.447 1.25 1.001 1.001.00 1.00 23.62 2,297.0 3,629.2 6.63 356.31.00 159.41.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.564 0.396 1.15 1.001 1.001.00 1.00 19.35 1,881.5 3,338.9 5.39 327.81.00 129.81.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.170 0.121 1.60 1.001 1.001.00 1.00 8.14 791.5 4,645.4 2.28 456.01.00 55.01.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.4500 6.159 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.772 6.654
Max Upward from Load Combinations 7.772 6.654
Max Upward from Load Cases 4.464 3.800
D Only 4.464 3.800
+D+L 6.964 6.300
+D+Lr 6.374 5.105
+D+0.750Lr+0.750L 7.772 6.654
+D+0.750L 6.339 5.675
+0.60D 2.679 2.280
Lr Only 1.910 1.305
L Only 2.500 2.500
Page 25
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:10-CD: BM AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 12.50 ft
1 2
D(1.566) Lr(1.423)D(0.154) Lr(0.14)
D(0.16)
D(0.2) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 4.750 -->> 12.50 ft, Tributary Width = 7.0 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 4.750 -->> 12.50 ft, Tributary Width = 8.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 10.0 ft, (F)
Point Load : D = 1.566, Lr = 1.423 k @ 4.750 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.443
Section used for this span5.25x11.875
: 10.677 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.931ft
126.19 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
11.542 ft=
=
1,965.19psi
Maximum Deflection 994>=360
356Ratio =0>=280
Max Downward Transient Deflection 0.151 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.421 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 12.50 ft 1 0.463 0.293 0.90 1.001 1.001.00 1.00 12.43 1,209.2 2,613.0 3.13 256.51.00 75.31.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.677 0.443 1.00 1.001 1.001.00 1.00 20.21 1,965.2 2,903.4 5.24 285.01.00 126.21.00
Page 26
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:10-CD: BM AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.484 0.289 1.25 1.001 1.001.00 1.00 18.06 1,756.3 3,629.2 4.28 356.31.00 103.11.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.600 0.377 1.25 1.001 1.001.00 1.00 22.40 2,178.6 3,629.2 5.58 356.31.00 134.31.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.532 0.346 1.15 1.001 1.001.00 1.00 18.26 1,775.9 3,338.9 4.72 327.81.00 113.51.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.50 ft 1 0.156 0.099 1.60 1.001 1.001.00 1.00 7.46 725.5 4,645.4 1.88 456.01.00 45.21.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.4209 6.250 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 5.878 6.480
Max Upward from Load Combinations 5.878 6.480
Max Upward from Load Cases 3.089 3.638
D Only 3.089 3.638
+D+L 5.589 6.138
+D+Lr 4.308 4.927
+D+0.750Lr+0.750L 5.878 6.480
+D+0.750L 4.964 5.513
+0.60D 1.853 2.183
Lr Only 1.219 1.289
L Only 2.500 2.500
Page 27
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:11-CD: HDR AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x8
Span = 7.0 ft
1 2
D(0.143) Lr(0.13)
D(0.2)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 10.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x8
0.255
Section used for this span6x8
: 10.438 =: 1
Load Combination
D Only D Only
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
39.05 psi=
1,210.53psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
153.00 psi==
6.387 ft==
530.18psi
Maximum Deflection 3678>=360
952Ratio =0>=280
Max Downward Transient Deflection 0.023 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.088 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.438 0.255 0.90 1.000 1.001.00 1.00 2.28 530.2 1,210.5 1.07 153.01.00 39.01.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.437 0.254 1.00 1.000 1.001.00 1.00 2.52 587.2 1,344.4 1.19 170.01.00 43.21.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 28
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:11-CD: HDR AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99Length = 7.0 ft 1 0.426 0.248 1.25 1.000 1.001.00 1.00 3.07 715.5 1,678.7 1.45 212.51.00 52.71.00
0.99+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.424 0.247 1.25 1.000 1.001.00 1.00 3.06 711.9 1,678.7 1.44 212.51.00 52.41.00
0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.371 0.216 1.15 1.000 1.001.00 1.00 2.46 572.9 1,545.1 1.16 195.51.00 42.21.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.148 0.086 1.60 1.000 1.001.00 1.00 1.37 318.1 2,145.1 0.64 272.01.00 23.41.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0882 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.757 1.757
Max Upward from Load Combinations 1.757 1.757
Max Upward from Load Cases 1.302 1.302
D Only 1.302 1.302
+D+L 1.442 1.442
+D+Lr 1.757 1.757
+D+0.750Lr+0.750L 1.748 1.748
+D+0.750L 1.407 1.407
+0.60D 0.781 0.781
Lr Only 0.455 0.455
L Only 0.140 0.140
Page 29
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:12-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 17.0 ft
1 2
D(0.14) L(0.28)
D(0.065) L(0.13)
D(0.12)
D(0.035) L(0.07)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 14.0 ft, Tributary Width = 7.0 ft, (F)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 14.0 -->> 17.0 ft, Tributary Width = 3.250 ft, (F)
Uniform Load : D = 0.0150 ksf, Extent = 6.250 -->> 17.0 ft, Tributary Width = 8.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 3.750 ft, Tributary Width = 1.750 ft, (F)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.331
Section used for this span5.25x11.875
: 10.632 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.562ft
94.26 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
1,833.88psi
Maximum Deflection 570>=360
305Ratio =0>=280
Max Downward Transient Deflection 0.357 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.668 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 17.0 ft 1 0.329 0.173 0.90 1.001 1.001.00 1.00 8.85 860.8 2,613.0 1.85 256.51.00 44.41.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.632 0.331 1.00 1.001 1.001.00 1.00 18.86 1,833.9 2,903.4 3.92 285.01.00 94.31.00
Page 30
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:12-CD: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.438 0.227 1.25 1.001 1.001.00 1.00 16.35 1,590.3 3,629.2 3.36 356.31.00 80.71.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.111 0.058 1.60 1.001 1.001.00 1.00 5.31 516.5 4,645.4 1.11 456.01.00 26.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.6684 8.562 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.423 4.035
Max Upward from Load Combinations 4.423 4.035
Max Upward from Load Cases 2.574 2.036
D Only 1.849 2.036
+D+L 4.423 4.035
+D+0.750L 3.780 3.535
+0.60D 1.110 1.222
L Only 2.574 1.999
Page 31
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:13-CD: BM BETWEEN DINING AND LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : AISC 360-22
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Span = 26.50 ft
W12x53
1 2
D(1.166) Lr(1.060)D(0.7650) Lr(0.6960) D(4.464) Lr(1.910) L(2.50) D(3.089) Lr(1.219) L(2.50)
D(0.180) L(0.360)
D(0.1450) L(0.290)
D(0.020) L(0.040)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 12.250 ft, Tributary Width = 9.0 ft, (F)Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 12.250 -->> 26.50 ft, Tributary Width = 7.250 ft, (F)
Uniform Load : D = 0.020, L = 0.040 k/ft, Extent = 2.750 -->> 23.0 ft, Tributary Width = 1.0 ft, (F)
Point Load : D = 1.166, Lr = 1.060 k @ 2.750 ft, (GT)Point Load : D = 0.7650, Lr = 0.6960 k @ 26.50 ft, (GT)Linked Load(s)Beam 9-CD: BM AT KITCHEN, Support 1: D = 4.464, Lr = 1.910, L = 2.50 k @ 3 ft from left end of beam
Beam 10-CD: BM AT LIVING, Support 1: D = 3.089, Lr = 1.219, L = 2.50 k @ 23 ft from left end of beam
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.380 : 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
16.276 k
Mn / Omega : Allowable 194.361 k-ft Vn/Omega : Allowable
W12x53Section used for this span
Span # where maximum occurs
Location of maximum on span Span # 1
Load Combination
+D+0.750Lr+0.750L
83.490 k
Section used for this span W12x53
Ma : Applied
Maximum Shear Stress Ratio =0.195 : 1
0.000 ft
73.781 k-ft Va : Applied
0 <360
398Ratio =0 <280.0
Maximum DeflectionMax Downward Transient Deflection 0.422 in 752Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.799 in Ratio =>=280.
Max Upward Total Deflection 0 in
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 26.50 ft 1 0.176 0.103 34.29 34.29 324.58 194.36 1.00 1.00 8.57 125.24 83.49
+D+L
Dsgn. L = 26.50 ft 1 0.380 0.192 73.78 73.78 324.58 194.36 1.00 1.00 16.04 125.24 83.49
+D+Lr
Dsgn. L = 26.50 ft 1 0.211 0.136 41.03 41.03 324.58 194.36 1.00 1.00 11.38 125.24 83.49
+D+0.750Lr+0.750L
Dsgn. L = 26.50 ft 1 0.354 0.195 68.87 68.87 324.58 194.36 1.00 1.00 16.28 125.24 83.49
+D+0.750L
Dsgn. L = 26.50 ft 1 0.329 0.170 63.90 63.90 324.58 194.36 1.00 1.00 14.17 125.24 83.49
+0.60D
Dsgn. L = 26.50 ft 1 0.106 0.062 20.57 20.57 324.58 194.36 1.00 1.00 5.14 125.24 83.49
.
Page 32
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:13-CD: BM BETWEEN DINING AND LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
in Span"+" Deflin Span"-" Defl
+D+L1 0.7987 13.174 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 16.276 13.879
Max Upward from Load Combinations 16.276 13.879
Max Upward from Load Cases 8.573 6.992
D Only 8.573 6.992
+D+L 16.039 13.879
+D+Lr 11.378 9.072
+D+0.750Lr+0.750L 16.276 13.717
+D+0.750L 14.172 12.157
+0.60D 5.144 4.195
Lr Only 2.804 2.080
L Only 7.465 6.887
Page 33
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:14-CD: HDR AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x14.0
Span = 7.0 ft
1 2
D(6.992) Lr2.080) L(6.887)
D(0.319) Lr(0.29)
D(0.099) Lr(0.09)
D(0.2)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 14.50 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 3.250 -->> 7.0 ft, Tributary Width = 4.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 10.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Linked Load(s)
Beam 13-CD: BM BETWEEN DINING AND LIVING, Support 2: D = 6.992, Lr = 2.080, L = 6.887 k @ 3.25 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x14.0
0.618
Section used for this span5.25x14.0
: 10.673 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.245ft
176.03 psi=
2,815.84psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
1,893.72psi
Maximum Deflection 2315>=360
998Ratio =0>=280
Max Downward Transient Deflection 0.036 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.084 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.99Length = 7.0 ft 1 0.409 0.385 0.90 0.983 1.001.00 1.00 14.85 1,039.1 2,538.0 4.84 256.51.00 98.81.00
Page 34
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:14-CD: HDR AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99+D+L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.673 0.618 1.00 0.983 1.001.00 1.00 27.06 1,893.7 2,815.8 8.63 285.01.00 176.01.00
0.99+D+Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.98Length = 7.0 ft 1 0.391 0.369 1.25 0.983 1.001.00 1.00 19.58 1,370.0 3,505.8 6.44 356.31.00 131.41.00
0.98+D+0.750Lr+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.98Length = 7.0 ft 1 0.550 0.508 1.25 0.983 1.001.00 1.00 27.56 1,928.3 3,505.8 8.88 356.31.00 181.11.00
0.98+D+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.520 0.478 1.15 0.983 1.001.00 1.00 24.01 1,680.1 3,230.7 7.68 327.81.00 156.71.00
0.99+0.60D 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.98Length = 7.0 ft 1 0.140 0.130 1.60 0.983 1.001.00 1.00 8.91 623.4 4,458.8 2.91 456.01.00 59.31.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.0841 3.423 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 9.805 8.181
Max Upward from Load Combinations 9.805 8.181
Max Upward from Load Cases 5.486 4.604
D Only 5.486 4.604
+D+L 9.316 7.941
+D+Lr 7.414 6.035
+D+0.750Lr+0.750L 9.805 8.181
+D+0.750L 8.358 7.107
+0.60D 3.292 2.762
Lr Only 1.928 1.432
L Only 3.829 3.338
Page 35
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:15-AB: BM AT KITCHEN
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x16.0
Span = 20.250 ft
1 2
D(0.2) Lr(0.18)D(0.33) Lr(0.3)
D(0.297) Lr(0.27)
D(0.16)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width = 15.0 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 5.50 -->> 20.250 ft, Tributary Width = 13.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Point Load : D = 0.20, Lr = 0.180 k @ 5.50 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x16.0
0.365
Section used for this span5.25x16.0
: 10.627 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.903ft
129.96 psi=
3,511.07psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
356.25 psi==
0.000 ft==
2,200.79psi
Maximum Deflection 801
>=360
284Ratio =0>=280
Max Downward Transient Deflection 0.303 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.854 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.250 ft 1 0.562 0.325 0.90 0.969 1.001.00 1.00 26.51 1,420.3 2,528.0 4.67 256.51.00 83.41.00
1.00+D+L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 36
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:15-AB: BM AT KITCHEN
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 20.250 ft 1 0.545 0.315 1.00 0.969 1.001.00 1.00 28.56 1,530.1 2,808.9 5.02 285.01.00 89.71.00
1.00+D+Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.250 ft 1 0.627 0.365 1.25 0.969 1.001.00 1.00 41.08 2,200.8 3,511.1 7.28 356.31.00 130.01.00
1.00+D+0.750Lr+0.750L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.250 ft 1 0.595 0.345 1.25 0.969 1.001.00 1.00 38.98 2,088.0 3,511.1 6.89 356.31.00 123.01.00
1.00+D+0.750L 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.250 ft 1 0.465 0.269 1.15 0.969 1.001.00 1.00 28.05 1,502.6 3,230.2 4.93 327.81.00 88.11.00
1.00+0.60D 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.250 ft 1 0.190 0.110 1.60 0.969 1.001.00 1.00 15.91 852.2 4,494.2 2.80 456.01.00 50.01.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.8539 10.125 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 8.388 7.962
Max Upward from Load Combinations 8.388 7.962
Max Upward from Load Cases 5.380 5.157
D Only 5.380 5.157
+D+L 5.785 5.562
+D+Lr 8.388 7.962
+D+0.750Lr+0.750L 7.940 7.564
+D+0.750L 5.684 5.460
+0.60D 3.228 3.094
Lr Only 3.007 2.805
L Only 0.405 0.405
Page 37
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:16-AB: BM AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 11.750 ft
1 2
D(0.24) L(0.48) D(2.843) Lr0.2612) L(3.816)D(0.08) L(0.16)
D(0.032) L(0.064)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 4.0 ft, (F)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 4.0 -->> 11.750 ft, Tributary Width = 1.60 ft, (F)
Point Load : D = 0.240, L = 0.480 k @ 4.0 ft, (BM)
Linked Load(s)
Beam 18-AB: BM AT STAIRS, Support 2: D = 2.843, Lr = 0.2612, L = 3.816 k @ 0.5 ft from left end of beam .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.100
Section used for this span5.25x11.875
: 10.222 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.988ft
28.51 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
10.764 ft=
=
643.99psi
Maximum Deflection 2245
>=360
1350Ratio =0>=280
Max Downward Transient Deflection 0.063 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.104 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.750 ft 1 0.097 0.045 0.90 1.001 1.001.00 1.00 2.60 253.0 2,613.0 0.48 256.51.00 11.61.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 38
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:16-AB: BM AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 11.750 ft 1 0.222 0.100 1.00 1.001 1.001.00 1.00 6.62 644.0 2,903.4 1.18 285.01.00 28.51.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.750 ft 1 0.072 0.033 1.25 1.001 1.001.00 1.00 2.69 261.3 3,629.2 0.49 356.31.00 11.81.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.750 ft 1 0.152 0.069 1.25 1.001 1.001.00 1.00 5.68 552.5 3,629.2 1.02 356.31.00 24.51.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.750 ft 1 0.164 0.074 1.15 1.001 1.001.00 1.00 5.62 546.2 3,338.9 1.01 327.81.00 24.31.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.750 ft 1 0.033 0.015 1.60 1.001 1.001.00 1.00 1.56 151.8 4,645.4 0.29 456.01.00 6.91.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.1044 5.403 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.999 1.297
Max Upward from Load Combinations 7.999 1.297
Max Upward from Load Cases 4.664 0.767
D Only 3.335 0.530
+D+L 7.999 1.297
+D+Lr 3.585 0.541
+D+0.750Lr+0.750L 7.021 1.114
+D+0.750L 6.833 1.106
+0.60D 2.001 0.318
Lr Only 0.250 0.011
L Only 4.664 0.767
Page 39
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:17-AB: STAIR BM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x7.0
Span = 7.250 ft
1 2
D(0.347) Lr(0.315)D(0.567) Lr(0.516)D(0.24) L(0.48)D(0.14) L(0.28)
D(0.02) L(0.04)
D(0.12)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 7.0 ft, (F)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 4.0 -->> 7.250 ft, Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.0150 ksf, Extent = 4.0 -->> 7.250 ft, Tributary Width = 8.0 ft, (W)
Point Load : D = 0.3470, Lr = 0.3150 k @ 7.0 ft, (GT)
Point Load : D = 0.5670, Lr = 0.5160 k @ 7.0 ft, (GT)
Point Load : D = 0.240, L = 0.480 k @ 4.0 ft, (BM)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x7.0
0.213
Section used for this span5.25x7.0
: 10.320 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.995ft
60.82 psi=
3,078.80psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
984.46psi
Maximum Deflection 1469
>=360
822Ratio =0>=280
Max Downward Transient Deflection 0.059 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.106 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.250 ft 1 0.155 0.095 0.90 1.062 1.001.00 1.00 1.54 429.8 2,770.9 0.60 256.51.00 24.41.00
Page 40
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:17-AB: STAIR BM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+L 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.250 ft 1 0.320 0.213 1.00 1.062 1.001.00 1.00 3.52 984.5 3,078.8 1.49 285.01.00 60.81.00
1.00+D+Lr 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.250 ft 1 0.120 0.072 1.25 1.062 1.001.00 1.00 1.65 461.9 3,848.5 0.63 356.31.00 25.61.00
1.00+D+0.750Lr+0.750L 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.250 ft 1 0.226 0.148 1.25 1.062 1.001.00 1.00 3.11 869.8 3,848.5 1.29 356.31.00 52.61.00
1.00+D+0.750L 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.250 ft 1 0.239 0.158 1.15 1.062 1.001.00 1.00 3.02 845.8 3,540.6 1.27 327.81.00 51.71.00
1.00+0.60D 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.250 ft 1 0.052 0.032 1.60 1.062 1.001.00 1.00 0.92 257.9 4,926.1 0.36 456.01.00 14.61.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.1058 3.625 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.741 2.669
Max Upward from Load Combinations 1.741 2.669
Max Upward from Load Cases 1.055 1.561
D Only 0.685 1.561
+D+L 1.741 2.236
+D+Lr 0.714 2.364
+D+0.750Lr+0.750L 1.498 2.669
+D+0.750L 1.477 2.067
+0.60D 0.411 0.937
Lr Only 0.029 0.802
L Only 1.055 0.675
Page 41
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:18-AB: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
7x11.875
Span = 14.750 ft
1 2
D(0.857) Lr(0.78) D(5.157) Lr2.805) L(0.4050) D(0.6855) Lr0.02866) L(1.055)D(0.099) Lr(0.09)
D(0.1275)
D(0.205) L(0.41)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 4.50 ft, (R)
Uniform Load : D = 0.0150 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 8.50 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 1.0 -->> 14.750 ft, Tributary Width = 10.250 ft, (F)
Uniform Load : D = 0.020, L = 0.040 k/ft, Extent = 7.250 -->> 14.750 ft, Tributary Width = 1.0 ft, (F)
Point Load : D = 0.8570, Lr = 0.780 k @ 1.0 ft, (GT)
Linked Load(s)
Beam 15-AB: BM AT KITCHEN, Support 2: D = 5.157, Lr = 2.805, L = 0.4050 k @ 1 ft from left end of beamBeam 17-AB: STAIR BM, Support 1: D = 0.6855, Lr = 0.02866, L = 1.055 k @ 7.75 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
7x11.875
0.737
Section used for this span7x11.875
: 10.741 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.698ft
210.05 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft==
2,149.98psi
Maximum Deflection 588
>=360
302Ratio =0>=280
Max Downward Transient Deflection 0.301 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.585 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.
Page 42
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:18-AB: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 14.750 ft 1 0.391 0.567 0.90 1.001 1.001.00 1.00 13.99 1,020.4 2,613.0 8.06 256.51.00 145.41.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.750 ft 1 0.741 0.737 1.00 1.001 1.001.00 1.00 29.48 2,150.0 2,903.4 11.64 285.01.00 210.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.750 ft 1 0.324 0.578 1.25 1.001 1.001.00 1.00 16.14 1,176.9 3,629.2 11.41 356.31.00 206.01.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.750 ft 1 0.542 0.672 1.25 1.001 1.001.00 1.00 26.98 1,967.7 3,629.2 13.26 356.31.00 239.31.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.750 ft 1 0.558 0.592 1.15 1.001 1.001.00 1.00 25.56 1,864.5 3,338.9 10.74 327.81.00 193.91.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.750 ft 1 0.132 0.191 1.60 1.001 1.001.00 1.00 8.39 612.2 4,645.4 4.83 456.01.00 87.21.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.5847 7.267 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 13.570 6.659
Max Upward from Load Combinations 13.570 6.659
Max Upward from Load Cases 8.301 3.816
D Only 8.301 2.843
+D+L 11.883 6.659
+D+Lr 11.744 3.105
+D+0.750Lr+0.750L 13.570 5.901
+D+0.750L 10.988 5.705
+0.60D 4.981 1.706
Lr Only 3.443 0.261
L Only 3.582 3.816
Page 43
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:19-AB: HDR BETWEEN DINING AND LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
4x12
Span = 5.250 ft
1 2
D(3.335) Lr0.250) L(4.664)
D(0.32) L(0.64)
D(0.15)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 16.0 ft, (F)
Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (W)
Linked Load(s)
Beam 16-AB: BM AT DINING, Support 1: D = 3.335, Lr = 0.250, L = 4.664 k @ 0 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
4x12
0.404
Section used for this span4x12
: 10.639 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.625ft
72.66 psi=
980.12psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
180.00 psi==
0.000 ft=
=
626.38psi
Maximum Deflection 3804
>=360
2176Ratio =0>=280
Max Downward Transient Deflection 0.017 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.029 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.99Length = 5.250 ft 1 0.303 0.192 0.90 1.100 1.001.00 1.00 1.65 268.0 883.1 0.82 162.01.00 31.11.00
0.99+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 5.250 ft 1 0.639 0.404 1.00 1.100 1.001.00 1.00 3.85 626.4 980.1 1.91 180.01.00 72.71.00
0.99+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 44
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:19-AB: HDR BETWEEN DINING AND LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99Length = 5.250 ft 1 0.219 0.138 1.25 1.100 1.001.00 1.00 1.65 268.0 1,221.4 0.82 225.01.00 31.11.00
0.99+D+0.750Lr+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 5.250 ft 1 0.439 0.277 1.25 1.100 1.001.00 1.00 3.30 536.8 1,221.4 1.63 225.01.00 62.31.00
0.99+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 5.250 ft 1 0.477 0.301 1.15 1.100 1.001.00 1.00 3.30 536.8 1,125.1 1.63 207.01.00 62.31.00
0.99+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.98Length = 5.250 ft 1 0.103 0.065 1.60 1.100 1.001.00 1.00 0.99 160.8 1,555.8 0.49 288.01.00 18.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0289 2.644 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 10.936 2.936
Max Upward from Load Combinations 10.936 2.936
Max Upward from Load Cases 6.344 1.680
D Only 4.591 1.256
+D+L 10.936 2.936
+D+Lr 4.841 1.256
+D+0.750Lr+0.750L 9.537 2.516
+D+0.750L 9.349 2.516
+0.60D 2.755 0.754
Lr Only 0.250 0.000
L Only 6.344 1.680
Page 45
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:20-AB: HDR AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x6
Span = 7.0 ft
1 2
D(0.121) Lr(0.11)
D(0.2)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 10.0 ft, (W)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x6
0.325
Section used for this span6x6
: 10.715 =: 1
Load Combination
D Only D Only
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
49.79 psi=
1,215.00psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
153.00 psi==
6.566 ft=
=
868.23psi
Maximum Deflection 1714
>=360
431Ratio =0>=280
Max Downward Transient Deflection 0.049 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.195 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.715 0.325 0.90 1.000 1.001.00 1.00 2.01 868.2 1,215.0 1.00 153.01.00 49.81.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.687 0.313 1.25 1.000 1.001.00 1.00 2.68 1,159.8 1,687.5 1.34 212.51.00 66.51.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.644 0.293 1.25 1.000 1.001.00 1.00 2.51 1,086.9 1,687.5 1.26 212.51.00 62.31.00
Page 46
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:20-AB: HDR AT LIVING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.241 0.110 1.60 1.000 1.001.00 1.00 1.20 520.9 2,160.0 0.60 272.01.00 29.91.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.1949 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.531 1.531
Max Upward from Load Combinations 1.531 1.531
Max Upward from Load Cases 1.146 1.146
D Only 1.146 1.146
+D+Lr 1.531 1.531
+D+0.750Lr 1.435 1.435
+0.60D 0.688 0.688
Lr Only 0.385 0.385
Page 47
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:21-CD: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 7.0 ft
1 2
D(0.253) Lr(0.23)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 11.50 ft, (R)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.127
Section used for this span3.5x11.875
: 10.122 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
45.19 psi=
3,629.22psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
356.25 psi==
6.029 ft==
442.40psi
Maximum Deflection 6565>=360
3049Ratio =0>=280
Max Downward Transient Deflection 0.013 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.028 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.091 0.094 0.90 1.001 1.001.00 1.00 1.62 236.9 2,613.0 0.67 256.51.00 24.21.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.122 0.127 1.25 1.001 1.001.00 1.00 3.03 442.4 3,629.2 1.25 356.31.00 45.21.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.108 0.112 1.25 1.001 1.001.00 1.00 2.68 391.0 3,629.2 1.11 356.31.00 39.91.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 48
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:21-CD: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 7.0 ft 1 0.031 0.032 1.60 1.001 1.001.00 1.00 0.97 142.1 4,645.4 0.40 456.01.00 14.51.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0275 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.733 1.733
Max Upward from Load Combinations 1.733 1.733
Max Upward from Load Cases 0.928 0.928
D Only 0.928 0.928
+D+Lr 1.733 1.733
+D+0.750Lr 1.532 1.532
+0.60D 0.557 0.557
Lr Only 0.805 0.805
Page 49
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:22-CD: CANT GARAGE BM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x11.875
Span = 1.50 ft
5.25x11.875
Span = 22.50 ft
1 2 3
D(0.46) L(0.64)D(0.37) L(0.74) D(0.5708) L(0.7683) D(0.9279) Lr0.8050)D(0.032) L(0.064)D(0.032) L(0.064)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Point Load : D = 0.460, L = 0.640 k @ 22.50 ft, (BM)
Point Load : D = 0.370, L = 0.740 k @ 18.50 ft, (BM)
Linked Load(s)
Beam 21-CD: BM AT GARAGE, Support 1: D = 0.9279, Lr = 0.8050 k @ 22 ft from left end of beamBeam 5-CD: BM AT STAIRS, Support 1: D = 0.5708, L = 0.7683 k @ 24 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x11.875
0.248
Section used for this span5.25x11.875
: 10.357 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 13.701ft
70.65 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination
=
=
=
285.00 psi==
21.620 ft==
1,037.36psi
Maximum Deflection 752
>=360
397Ratio =266>=240
Max Downward Transient Deflection 0.359 in
500
Ratio =>=360
Max Upward Transient Deflection -0.072 in Ratio =
Max Downward Total Deflection 0.679 in Ratio =>=240Max Upward Total Deflection -0.135 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+L
Span: 1 : +D+L
NDS2018 NDS2018
.
Page 50
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:22-CD: CANT GARAGE BM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 1.50 ft 1 0.002 0.063 0.90 1.001 1.001.00 1.00 0.06 5.5 2,613.0 0.67 256.51.00 16.11.00
1.00Length = 22.50 ft 2 0.188 0.156 0.90 1.001 1.001.00 1.00 5.04 490.4 2,613.0 1.67 256.51.00 40.11.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.50 ft 1 0.004 0.124 1.00 1.001 1.001.00 1.00 0.13 12.5 2,903.4 1.47 285.01.00 35.41.00
1.00Length = 22.50 ft 2 0.357 0.248 1.00 1.001 1.001.00 1.00 10.67 1,037.4 2,903.4 2.94 285.01.00 70.71.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.50 ft 1 0.002 0.050 1.25 1.001 1.001.00 1.00 0.06 5.5 3,629.2 0.74 356.31.00 17.91.00
1.00Length = 22.50 ft 2 0.164 0.162 1.25 1.001 1.001.00 1.00 6.11 594.5 3,629.2 2.40 356.31.00 57.81.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.50 ft 1 0.003 0.089 1.25 1.001 1.001.00 1.00 0.11 10.7 3,629.2 1.32 356.31.00 31.81.00
1.00Length = 22.50 ft 2 0.268 0.214 1.25 1.001 1.001.00 1.00 10.02 974.0 3,629.2 3.17 356.31.00 76.31.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.50 ft 1 0.003 0.093 1.15 1.001 1.001.00 1.00 0.11 10.7 3,338.9 1.27 327.81.00 30.61.00
1.00Length = 22.50 ft 2 0.270 0.192 1.15 1.001 1.001.00 1.00 9.26 900.5 3,338.9 2.62 327.81.00 63.01.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.50 ft 1 0.001 0.021 1.60 1.001 1.001.00 1.00 0.03 3.3 4,645.4 0.40 456.01.00 9.71.00
1.00Length = 22.50 ft 2 0.063 0.053 1.60 1.001 1.001.00 1.00 3.03 294.2 4,645.4 1.00 456.01.00 24.11.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L10.0000 0.000 -0.1348 0.000
+D+L2 0.6792 11.816 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.741 5.476
Max Upward from Load Combinations 1.741 5.476
Max Upward from Load Cases 0.951 2.743
D Only 0.791 2.743
+D+L 1.741 5.476
+D+Lr 0.862 3.476
+D+0.750Lr+0.750L 1.557 5.343
+D+0.750L 1.504 4.793
+0.60D 0.474 1.646
Lr Only 0.072 0.733
L Only 0.951 2.733
Page 51
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:23-AB: CANT BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x14.0
Span = 3.750 ft
5.25x14.0
Span = 16.50 ft
5.25x14.0
Span = 7.750 ft
1 2 3 4
D(2.411) Lr1.266) D(1.054) L(1.642)D(0.066) Lr(0.06)
D(0.18)
D(0.02) L(0.04)
D(0.143) Lr(0.13)
D(0.34)
D(0.22) L(0.44)
D(0.143) Lr(0.13)
D(0.34)
D(0.22) L(0.44)
D(0.143) Lr(0.13)
D(0.34)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 1.250 ft, Tributary Width = 3.0 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 1.250 ft, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 k/ft, Extent = 0.0 -->> 1.250 ft, Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 1.250 -->> 3.750 ft, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 1.250 -->> 3.750 ft, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 1.250 -->> 3.750 ft, Tributary Width = 11.0 ft, (F)
Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 11.0 ft, (F)
Load for Span Number 3
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Linked Load(s)
Beam 4-CD: BM AT B1, Support 1: D = 2.411, Lr = 1.266 k @ 1.25 ft from left end of beamBeam 6-CD: BM AT STAIRS, Support 1: D = 1.054, L = 1.642 k @ 20 ft from left end of beam
.
Page 52
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:23-AB: CANT BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x14.0
0.619
Section used for this span5.25x14.0
: 10.640 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 7.903ft
176.29 psi=
2,850.80psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination
=
=
=
285.00 psi==
15.391 ft==
1,823.33psi
Maximum Deflection 705>=360
411Ratio =322>=280
Max Downward Transient Deflection 0.281 in
466
Ratio =>=360
Max Upward Transient Deflection -0.398 in Ratio =
Max Downward Total Deflection 0.481 in Ratio =>=280
Max Upward Total Deflection -0.278 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
Span: 3 : L Only
Span: 2 : +D+L
Span: 1 : +D+L
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.750 ft 1 0.257 0.382 0.90 0.983 1.001.00 1.00 9.41 658.7 2,565.7 4.81 256.51.00 98.11.00
1.00Length = 16.50 ft 2 0.430 0.441 0.90 0.983 1.001.00 1.00 15.75 1,102.0 2,565.7 5.54 256.51.00 113.11.00
1.00Length = 7.750 ft 3 0.430 0.277 0.90 0.983 1.001.00 1.00 15.75 1,102.0 2,565.7 3.48 256.51.00 71.11.00
1.00+D+L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.750 ft 1 0.269 0.572 1.00 0.983 1.001.00 1.00 10.95 765.8 2,850.8 7.99 285.01.00 163.11.00
1.00Length = 16.50 ft 2 0.640 0.619 1.00 0.983 1.001.00 1.00 26.06 1,823.3 2,850.8 8.64 285.01.00 176.31.00
1.00Length = 7.750 ft 3 0.416 0.268 1.00 0.983 1.001.00 1.00 16.95 1,186.1 2,850.8 3.75 285.01.00 76.51.00
1.00+D+Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.750 ft 1 0.260 0.328 1.25 0.983 1.001.00 1.00 13.22 925.0 3,563.5 5.73 356.31.00 116.91.00
1.00Length = 16.50 ft 2 0.386 0.371 1.25 0.983 1.001.00 1.00 19.65 1,375.2 3,563.5 6.48 356.31.00 132.11.00
1.00Length = 7.750 ft 3 0.386 0.249 1.25 0.983 1.001.00 1.00 19.65 1,375.2 3,563.5 4.35 356.31.00 88.71.00
1.00+D+0.750Lr+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.750 ft 1 0.263 0.452 1.25 0.983 1.001.00 1.00 13.42 938.8 3,563.5 7.89 356.31.00 161.01.00
1.00Length = 16.50 ft 2 0.452 0.491 1.25 0.983 1.001.00 1.00 23.04 1,612.0 3,563.5 8.56 356.31.00 174.81.00
1.00Length = 7.750 ft 3 0.384 0.248 1.25 0.983 1.001.00 1.00 19.58 1,369.9 3,563.5 4.33 356.31.00 88.41.00
1.00+D+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.750 ft 1 0.225 0.448 1.15 0.983 1.001.00 1.00 10.56 739.1 3,278.4 7.20 327.81.00 146.81.00
1.00Length = 16.50 ft 2 0.483 0.490 1.15 0.983 1.001.00 1.00 22.62 1,582.4 3,278.4 7.86 327.81.00 160.51.00
1.00Length = 7.750 ft 3 0.355 0.229 1.15 0.983 1.001.00 1.00 16.65 1,165.1 3,278.4 3.68 327.81.00 75.21.00
1.00+0.60D 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.750 ft 1 0.087 0.129 1.60 0.983 1.001.00 1.00 5.65 395.2 4,561.3 2.88 456.01.00 58.81.00
1.00Length = 16.50 ft 2 0.145 0.149 1.60 0.983 1.001.00 1.00 9.45 661.2 4,561.3 3.32 456.01.00 67.81.00
1.00Length = 7.750 ft 3 0.145 0.094 1.60 0.983 1.001.00 1.00 9.45 661.2 4,561.3 2.09 456.01.00 42.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L10.0000 0.000 -0.2783 0.000
+D+L2 0.4813 8.181 0.0000 0.000
L Only30.0000 8.181 -0.3984 7.750
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 15.858 17.180
Max Upward from Load Combinations 15.858 17.180
Page 53
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:23-AB: CANT BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 10.190 11.463
D Only 10.190 11.463
+D+L 15.015 17.000
+D+Lr 12.923 13.549
+D+0.750Lr+0.750L 15.858 17.180
+D+0.750L 13.809 15.616
+0.60D 6.114 6.878
Lr Only 2.733 2.086
L Only 4.825 5.537
Page 54
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:24-C: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 13.0 ft
1 2
D(2.036) L(1.999)D(0.065) L(0.13)
D(0.07)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 3.250 ft, (F)
Uniform Load : D = 0.020 ksf, Tributary Width = 3.50 ft, (W)
Linked Load(s)
Beam 12-CD: BM AT STAIRS, Support 2: D = 2.036, L = 1.999 k @ 13 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.195
Section used for this span3.5x11.875
: 10.294 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.500ft
55.52 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
12.051 ft=
=
854.02psi
Maximum Deflection 1813
>=360
850Ratio =0>=280
Max Downward Transient Deflection 0.086 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.183 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.0 ft 1 0.174 0.115 0.90 1.001 1.001.00 1.00 3.11 453.4 2,613.0 0.82 256.51.00 29.51.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.294 0.195 1.00 1.001 1.001.00 1.00 5.85 854.0 2,903.4 1.54 285.01.00 55.51.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 55
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:24-C: BM AT STAIRS
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 13.0 ft 1 0.208 0.138 1.25 1.001 1.001.00 1.00 5.17 753.9 3,629.2 1.36 356.31.00 49.01.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.059 0.039 1.60 1.001 1.001.00 1.00 1.86 272.0 4,645.4 0.49 456.01.00 17.71.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.1834 6.547 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.801 5.836
Max Upward from Load Combinations 1.801 5.836
Max Upward from Load Cases 0.956 2.992
D Only 0.956 2.992
+D+L 1.801 5.836
+D+0.750L 1.590 5.125
+0.60D 0.574 1.795
L Only 0.845 2.844
Page 56
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:25-C: CANT BM AT BA1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 0.50 ft
3.5x11.875
Span = 10.250 ft
1 2 3
D(0.728) L(0.64) D(1.849) L(2.574)
D(0.032) L(0.064)
D(0.135)
D(0.032) L(0.064)
D(0.135)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Uniform Load : D = 0.0150 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 9.0 ft, (W)
Point Load : D = 0.7280, L = 0.640 k @ 0.0 ft, (RIM)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Uniform Load : D = 0.0150 ksf, Extent = 0.0 -->> 3.750 ft, Tributary Width = 9.0 ft, (W)
Linked Load(s)
Beam 12-CD: BM AT STAIRS, Support 1: D = 1.849, L = 2.574 k @ 4.25 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.457
Section used for this span3.5x11.875
: 10.600 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 3.779ft
130.13 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.500 ft=
=
1,742.04psi
Maximum Deflection 1160>=360
646Ratio =400>=280
Max Downward Transient Deflection 0.106 in
722
Ratio =>=360
Max Upward Transient Deflection -0.017 in Ratio =
Max Downward Total Deflection 0.190 in Ratio =>=280
Max Upward Total Deflection -0.030 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+L
Span: 1 : +D+L
NDS2018 NDS2018
.
Page 57
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:25-C: CANT BM AT BA1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 0.50 ft 1 0.022 0.236 0.90 1.001 1.001.00 1.00 0.39 56.4 2,613.0 1.68 256.51.00 60.51.00
1.00Length = 10.250 ft 2 0.294 0.236 0.90 1.001 1.001.00 1.00 5.27 769.2 2,613.0 1.68 256.51.00 60.51.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 0.50 ft 1 0.036 0.457 1.00 1.001 1.001.00 1.00 0.71 104.2 2,903.4 3.61 285.01.00 130.11.00
1.00Length = 10.250 ft 2 0.600 0.457 1.00 1.001 1.001.00 1.00 11.94 1,742.0 2,903.4 3.61 285.01.00 130.11.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 0.50 ft 1 0.025 0.316 1.25 1.001 1.001.00 1.00 0.63 92.3 3,629.2 3.12 356.31.00 112.71.00
1.00Length = 10.250 ft 2 0.413 0.316 1.25 1.001 1.001.00 1.00 10.27 1,498.8 3,629.2 3.12 356.31.00 112.71.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 0.50 ft 1 0.007 0.080 1.60 1.001 1.001.00 1.00 0.23 33.8 4,645.4 1.01 456.01.00 36.31.00
1.00Length = 10.250 ft 2 0.099 0.080 1.60 1.001 1.001.00 1.00 3.16 461.5 4,645.4 1.01 456.01.00 36.31.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L10.0000 0.000 -0.0299 0.000
+D+L2 0.1902 4.810 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 5.332 2.195
Max Upward from Load Combinations 5.332 2.195
Max Upward from Load Cases 2.668 1.238
D Only 2.668 0.958
+D+L 5.332 2.195
+D+0.750L 4.666 1.886
+0.60D 1.601 0.575
L Only 2.664 1.238
Page 58
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:26-C: HDR BETWEEN GARAGE AND BATHROOM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x8
Span = 3.0 ft
1 2
D(0.9577) L(1.238)
D(0.03)
D(0.31) L(0.62)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150 ksf, Tributary Width = 2.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 15.50 ft, (F)
Linked Load(s)
Beam 25-C: CANT BM AT BA1, Support 3: D = 0.9577, L = 1.238 k @ 1 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x8
0.495
Section used for this span6x8
: 10.420 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 1.007ft
84.08 psi=
1,347.51psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
170.00 psi==
0.000 ft=
=
565.68psi
Maximum Deflection 5126
>=360
3081Ratio =0>=280
Max Downward Transient Deflection 0.007 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.012 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.0 ft 1 0.189 0.224 0.90 1.000 1.001.00 1.00 0.99 229.5 1,213.0 0.94 153.01.00 34.31.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.420 0.495 1.00 1.000 1.001.00 1.00 2.43 565.7 1,347.5 2.31 170.01.00 84.11.00
1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 59
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:26-C: HDR BETWEEN GARAGE AND BATHROOM
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 3.0 ft 1 0.286 0.337 1.25 1.000 1.001.00 1.00 2.07 481.6 1,683.6 1.97 212.51.00 71.61.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.064 0.076 1.60 1.000 1.001.00 1.00 0.59 137.7 2,153.5 0.57 272.01.00 20.61.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0117 1.434 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.917 2.185
Max Upward from Load Combinations 2.917 2.185
Max Upward from Load Cases 1.755 1.343
D Only 1.162 0.843
+D+L 2.917 2.185
+D+0.750L 2.478 1.850
+0.60D 0.697 0.506
L Only 1.755 1.343
Page 60
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:27-C: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
7x22
Span = 20.50 ft
1 2
D(1.188) Lr(1.08)D(1.386) Lr(1.26) D(8.573) Lr2.804) L(7.465)D(0.1485) Lr(0.135)
D(0.34)
D(0.18)
D(0.04) L(0.08)
D(0.02) L(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.750 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 7.750 ft, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020 ksf, Extent = 7.750 -->> 20.50 ft, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 7.750 ft, Tributary Width = 2.0 ft, (F)
Uniform Load : D = 0.020, L = 0.040 k/ft, Extent = 7.750 -->> 20.50 ft, Tributary Width = 1.0 ft, (F)
Point Load : D = 1.188, Lr = 1.080 k @ 0.0 ft, (GT)
Point Load : D = 1.386, Lr = 1.260 k @ 0.0 ft, (GT)
Linked Load(s)
Beam 13-CD: BM BETWEEN DINING AND LIVING, Support 1: D = 8.573, Lr = 2.804, L = 7.465 k @ 7.75 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
7x22
0.500
Section used for this span7x22
: 10.805 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.781ft
142.47 psi=
2,711.30psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
2,181.82psi
Maximum Deflection 1294>=360
433Ratio =0>=280
Max Downward Transient Deflection 0.190 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.567 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.
Page 61
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:27-C: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.50 ft 1 0.558 0.359 0.90 0.935 1.001.00 1.00 64.05 1,361.1 2,440.2 9.47 256.51.00 92.21.00
1.00+D+L 0.935 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.805 0.500 1.00 0.935 1.001.00 1.00 102.67 2,181.8 2,711.3 14.63 285.01.00 142.51.00
1.00+D+Lr 0.935 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.528 0.338 1.25 0.935 1.001.00 1.00 84.21 1,789.6 3,389.1 12.35 356.31.00 120.31.00
1.00+D+0.750Lr+0.750L 0.935 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.678 0.424 1.25 0.935 1.001.00 1.00 108.14 2,298.0 3,389.1 15.50 356.31.00 151.01.00
1.00+D+0.750L 0.935 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.634 0.396 1.15 0.935 1.001.00 1.00 93.01 1,976.6 3,118.0 13.34 327.81.00 129.91.00
1.00+0.60D 0.935 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.188 0.121 1.60 0.935 1.001.00 1.00 38.43 816.6 4,338.1 5.68 456.01.00 55.31.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.5669 9.801 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 21.149 11.839
Max Upward from Load Combinations 21.149 11.839
Max Upward from Load Cases 13.070 7.537
D Only 13.070 7.537
+D+L 18.375 10.828
+D+Lr 18.538 9.981
+D+0.750Lr+0.750L 21.149 11.839
+D+0.750L 17.048 10.006
+0.60D 7.842 4.522
Lr Only 5.468 2.444
L Only 5.305 3.291
Page 62
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:28-C: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x24
Span = 20.50 ft
1 2
D(0.368) L(0.175)D(1.732) Lr(1.575) D(5.486) Lr1.928) L(3.830) D(4.604) Lr1.432) L(3.338)
D(0.319) Lr(0.29)
D(0.099) Lr(0.09)
D(0.04) L(0.08)
D(0.02) L(0.04)
D(0.34)
D(0.34)
D(0.18)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 7.750 ft, Tributary Width = 14.50 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 7.750 -->> 20.50 ft, Tributary Width = 4.50 ft, (R)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 13.0 ft, Tributary Width = 2.0 ft, (F)
Uniform Load : D = 0.020, L = 0.040 k/ft, Extent = 13.0 -->> 20.50 ft, Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 4.750 ft, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020 ksf, Extent = 11.50 -->> 20.50 ft, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020 ksf, Extent = 4.750 -->> 11.50 ft, Tributary Width = 9.0 ft, (W)
Point Load : D = 0.3680, L = 0.1750 k @ 13.0 ft, (BM)
Point Load : D = 1.732, Lr = 1.575 k @ 0.0 ft, (GT)
Linked Load(s)
Beam 14-CD: HDR AT DINING, Support 1: D = 5.486, Lr = 1.928, L = 3.830 k @ 4.75 ft from left end of beam
Beam 14-CD: HDR AT DINING, Support 2: D = 4.604, Lr = 1.432, L = 3.338 k @ 11.5 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x24
0.669
Section used for this span5.25x24
: 10.804 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 11.447ft
190.60 psi=
2,685.24psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
2,159.37psi
Maximum Deflection 1407>=360
408Ratio =0>=280
Max Downward Transient Deflection 0.175 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.602 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.
Page 63
Wood Beam
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:28-C: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.50 ft 1 0.607 0.507 0.90 0.926 1.001.00 1.00 61.64 1,467.6 2,416.7 10.93 256.51.00 130.11.00
1.00+D+L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.804 0.669 1.00 0.926 1.001.00 1.00 90.69 2,159.4 2,685.2 16.01 285.01.00 190.61.00
1.00+D+Lr 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.569 0.490 1.25 0.926 1.001.00 1.00 80.19 1,909.3 3,356.6 14.65 356.31.00 174.51.00
1.00+D+0.750Lr+0.750L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.691 0.586 1.25 0.926 1.001.00 1.00 97.35 2,317.8 3,356.6 17.53 356.31.00 208.71.00
1.00+D+0.750L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.643 0.535 1.15 0.926 1.001.00 1.00 83.43 1,986.4 3,088.0 14.74 327.81.00 175.51.00
1.00+0.60D 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.205 0.171 1.60 0.926 1.001.00 1.00 36.98 880.5 4,296.4 6.56 456.01.00 78.11.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.6024 10.100 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 22.418 13.578
Max Upward from Load Combinations 22.418 13.578
Max Upward from Load Cases 14.093 9.145
D Only 14.093 9.145
+D+L 19.329 12.591
+D+Lr 19.957 11.611
+D+0.750Lr+0.750L 22.418 13.578
+D+0.750L 18.020 11.729
+0.60D 8.456 5.487
Lr Only 5.864 2.465
L Only 5.237 3.445
Page 64
Steel Column
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS4X4X3/8
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
.
Referenced Design Standard(s) : AISC 360-22
Load Combinations Used : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :
9Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x3/8
46.0
ft
E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 154.777 lbs * Dead Load Factor
LINKED AXIAL LOAD(s)
28-C: BM AT GARAGE CANTILEVER, Support 1: Axial Load at 9 ft, Xecc = 1.5 in, Yecc = 1.5 in,
D = 14.093 Lr = 5.865 L = 5.237 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.5839
Location of max.above base 8.940 ft
22.573 k
91.575 k
-2.783 k-ft
Load Combination +D+0.750Lr+0.750L
Load Combination +D+0.750Lr+0.750L
14.668 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.3114 k
0.009140 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
14.668 k-ft
-2.783 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.3114 k
Bottom along X-X 0.3114 k
Top along Y-Y 0.3114 k
Bottom along Y-Y 0.3114 k
Maximum Load Deflections . . .
Along Y-Y -0.08497 in at 5.255ft above base
for load combination :+D+0.750Lr+0.750L
Along X-X -0.08497 in at 5.255ft above base
for load combination :+D+0.750Lr+0.750L
34.065
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
D Only PASS PASS8.94 0.006 0.00 ftft0.316 1.66 1.66 73.47 73.47
+D+L PASS PASS8.94 0.008 0.00 ftft0.504 1.66 1.66 73.47 73.47
+D+Lr PASS PASS8.94 0.008 0.00 ftft0.520 1.66 1.66 73.47 73.47
+D+0.750Lr+0.750L PASS PASS8.94 0.009 0.00 ftft0.584 1.66 1.66 73.47 73.47
+D+0.750L PASS PASS8.94 0.007 0.00 ftft0.404 1.66 1.66 73.47 73.47
+0.60D PASS PASS8.94 0.003 0.00 ftft0.190 1.66 1.66 73.47 73.47
.Note: Only non-zero reactions are listed.
Load Combination
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
D Only -0.19614.247 0.1960.196 -0.196
+D+L -0.26819.484 0.2680.268 -0.268
+D+Lr -0.27720.112 0.2770.277 -0.277
+D+0.750Lr+0.750L -0.31122.573 0.3110.311 -0.311
+D+0.750L -0.25018.175 0.2500.250 -0.250
+0.60D -0.1178.548 0.1170.117 -0.117
Lr Only -0.0815.864 0.0810.081 -0.081
L Only -0.0735.237 0.0730.073 -0.073
Page 65
Steel Column
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS4X4X3/8
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Item
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
Axial, Base Max 22.573
Axial, Base Min 5.237
Rx, Base Max 0.311
Rx, Base Min 0.073
Rx, Top Max -0.073
Rx, Top Min -0.311
Ry, Base Max 0.311
Ry, Base Min 0.073
Ry, Top Max -0.073
Ry, Top Min -0.311
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only -0.0534 -0.053 5.255 ftftinin5.255
+D+L -0.0733 -0.073 5.255 ftftinin5.255
+D+Lr -0.0756 -0.076 5.255 ftftinin5.255
+D+0.750Lr+0.750L -0.0850 -0.085 5.255 ftftinin5.255
+D+0.750L -0.0683 -0.068 5.255 ftftinin5.255
+0.60D -0.0320 -0.032 5.255 ftftinin5.255
Lr Only -0.0222 -0.022 5.255 ftftinin5.255
L Only -0.0198 -0.020 5.255 ftftinin5.255
.Steel Section Properties :HSS4x4x3/8
R xx =
1.470
in
Depth =4.000 in
R yy =
1.470
in
J =17.500 in^4
Width =4.000 in
Wall Thick
=
0.375 in Zx =6.390 in^3
Area
=
4.780 in^2
Weight =17.197 plf
I xx =10.30 in^4
S xx =5.13 in^3Design Thick =0.349 in
I yy =10.300 in^4 C =9.140 in^3
S yy =5.130 in^3
Ycg =0.000 in
Page 66
Steel Column
LIC# : KW-06017733, Build:20.25.10.02 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS4X4X3/8
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Page 67
Wood Beam
LIC# : KW-06017733, Build:20.25.11.24 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:29-C: CANT BM AT GARAGE
Project File: 25149 - Copy.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x24
Span = 3.0 ft
5.25x24
Span = 18.250 ft
5.25x24
Span = 5.250 ft
1 2 3 4
D(3.80) Lr1.305) L(2.50) D(3.638) Lr1.289) L(2.50) D(7.537) Lr2.444) L(3.291) D(9.145) Lr2.465) L(3.445)D(0.143) Lr(0.13)
D(0.34)
D(0.225) L(0.45)
D(0.143) Lr(0.13)
D(0.34)
D(0.225) L(0.45)
D(0.143) Lr(0.13)
D(0.34)
D(0.225) L(0.45)
D(0.099) Lr(0.09)
D(0.18)
D(0.205) L(0.41)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 11.250 ft, (F)
Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 11.250 ft, (F)
Load for Span Number 3
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 6.50 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 11.250 ft, (F)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 1.50 -->> 5.250 ft, Tributary Width = 4.50 ft, (R)
Uniform Load : D = 0.020 ksf, Extent = 1.50 -->> 5.250 ft, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 5.250 ft, Tributary Width = 10.250 ft, (F)
Linked Load(s)
Beam 27-C: BM AT GARAGE, Support 2: D = 7.537, Lr = 2.444, L = 3.291 k @ 0 ft from left end of beamBeam 9-CD: BM AT KITCHEN, Support 2: D = 3.80, Lr = 1.305, L = 2.50 k @ 3 ft from left end of beam
Beam 10-CD: BM AT LIVING, Support 2: D = 3.638, Lr = 1.289, L = 2.50 k @ 23 ft from left end of beam
Beam 28-C: BM AT GARAGE CANTILEVER, Support 2: D = 9.145, Lr = 2.465, L = 3.445 k @ 26.5 ft from left end of beam .
Page 68
Wood Beam
LIC# : KW-06017733, Build:20.25.11.24 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:29-C: CANT BM AT GARAGE
Project File: 25149 - Copy.ec6
Project Title:Engineer:Project ID:Project Descr:
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x24
0.653
Section used for this span5.25x24
: 10.804 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 18.250ft
186.06 psi=
2,685.24psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination
=
=
=
285.00 psi==
18.250 ft==
2,158.54psi
Maximum Deflection 1468>=360
384Ratio =2799>=280
Max Downward Transient Deflection 0.086 in
11135
Ratio =>=360
Max Upward Transient Deflection -0.020 in Ratio =
Max Downward Total Deflection 0.328 in Ratio =>=280
Max Upward Total Deflection -0.078 in
fb: Actual
F'b
fv: Actual
F'v
Span: 3 : L Only
Span: 2 : Lr Only
Span: 3 : +D+0.750Lr+0.750L
Span: 2 : +D+0.750Lr+0.750L
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.0 ft 1 0.008 0.089 0.90 0.926 1.001.00 1.00 0.79 18.7 2,416.7 1.92 256.51.00 22.81.00
1.00Length = 18.250 ft 2 0.611 0.503 0.90 0.926 1.001.00 1.00 62.04 1,477.1 2,416.7 10.85 256.51.00 129.11.00
1.00Length = 5.250 ft 3 0.611 0.503 0.90 0.926 1.001.00 1.00 62.04 1,477.1 2,416.7 10.85 256.51.00 129.11.00
1.00+D+L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.035 0.158 1.00 0.926 1.001.00 1.00 3.98 94.7 2,685.2 3.77 285.01.00 44.91.00
1.00Length = 18.250 ft 2 0.804 0.653 1.00 0.926 1.001.00 1.00 90.66 2,158.5 2,685.2 15.63 285.01.00 186.11.00
1.00Length = 5.250 ft 3 0.804 0.653 1.00 0.926 1.001.00 1.00 90.66 2,158.5 2,685.2 15.63 285.01.00 186.11.00
1.00+D+Lr 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.018 0.060 1.25 0.926 1.001.00 1.00 2.47 58.9 3,356.6 1.81 356.31.00 21.51.00
1.00Length = 18.250 ft 2 0.557 0.455 1.25 0.926 1.001.00 1.00 78.52 1,869.6 3,356.6 13.60 356.31.00 162.01.00
1.00Length = 5.250 ft 3 0.557 0.455 1.25 0.926 1.001.00 1.00 78.52 1,869.6 3,356.6 13.60 356.31.00 162.01.00
1.00+D+0.750Lr+0.750L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.009 0.108 1.25 0.926 1.001.00 1.00 1.20 28.7 3,356.6 3.23 356.31.00 38.41.00
1.00Length = 18.250 ft 2 0.680 0.551 1.25 0.926 1.001.00 1.00 95.87 2,282.6 3,356.6 16.50 356.31.00 196.51.00
1.00Length = 5.250 ft 3 0.680 0.551 1.25 0.926 1.001.00 1.00 95.87 2,282.6 3,356.6 16.50 356.31.00 196.51.00
1.00+D+0.750L 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.023 0.120 1.15 0.926 1.001.00 1.00 3.01 71.7 3,088.0 3.31 327.81.00 39.41.00
1.00Length = 18.250 ft 2 0.644 0.524 1.15 0.926 1.001.00 1.00 83.50 1,988.2 3,088.0 14.43 327.81.00 171.81.00
1.00Length = 5.250 ft 3 0.644 0.524 1.15 0.926 1.001.00 1.00 83.50 1,988.2 3,088.0 14.43 327.81.00 171.81.00
1.00+0.60D 0.926 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.003 0.030 1.60 0.926 1.001.00 1.00 0.47 11.2 4,296.4 1.15 456.01.00 13.71.00
1.00Length = 18.250 ft 2 0.206 0.170 1.60 0.926 1.001.00 1.00 37.22 886.3 4,296.4 6.51 456.01.00 77.51.00
1.00Length = 5.250 ft 3 0.206 0.170 1.60 0.926 1.001.00 1.00 37.22 886.3 4,296.4 6.51 456.01.00 77.51.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0003 1.639 0.0000 0.000
+D+0.750Lr+0.750LL Only2 0.0006 0.920 -0.0782 13.803
+D+0.750Lr+0.750L3 0.3280 5.250 0.0000 13.803
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 13.207 15.571 41.908
Max Upward from Load Combinations 13.207 15.571 41.908
Page 69
Wood Beam
LIC# : KW-06017733, Build:20.25.11.24 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:29-C: CANT BM AT GARAGE
Project File: 25149 - Copy.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 8.619 8.355 26.350
D Only 8.619 8.355 26.350
+D+L 11.294 15.571 40.585
+D+Lr 12.061 9.203 32.859
+D+0.750Lr+0.750L 13.207 14.403 41.908
+D+0.750L 10.625 13.767 37.027
+0.60D 5.171 5.013 15.810
Lr Only 3.442 0.848 6.509
L Only 2.675 7.216 14.235
Page 70
Steel Column
LIC# : KW-06017733, Build:20.25.11.24 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS6X4X3/8
Project File: 25149 - Copy.ec6
Project Title:Engineer:Project ID:Project Descr:
.
Referenced Design Standard(s) : AISC 360-22
Load Combinations Used : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :
9.0Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS6x4x3/8
46.0
ft
E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 9.0 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 1.0
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 200.715 lbs * Dead Load Factor
LINKED AXIAL LOAD(s)
29-C: CANT BM AT GARAGE, Support 3: Axial Load at 9 ft, Xecc = 1.5 in, Yecc = 1.5 in,
D = 26.350 Lr = 6.509 L = 14.235 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.7376
Location of max.above base 8.940 ft
42.109 k
122.80 k
-5.203 k-ft
Load Combination +D+0.750Lr+0.750L
Load Combination +D+0.750Lr+0.750L
20.521 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.5821 k
0.01709 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
27.315 k-ft
-5.203 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X k
Bottom along X-X k
Top along Y-Y k
Bottom along Y-Y k
Maximum Load Deflections . . .
Along Y-Y in at ft above base
for load combination :
Along X-X in at ft above base
for load combination :
34.065
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
.Note: Only non-zero reactions are listed.
Load Combination
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
Item
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
.Steel Section Properties :HSS6x4x3/8
Steel Section Properties :HSS6x4x3/8
Page 71
Steel Column
LIC# : KW-06017733, Build:20.25.11.24 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS6X4X3/8
Project File: 25149 - Copy.ec6
Project Title:Engineer:Project ID:Project Descr:
R xx =
1.550
in
Depth =6.000 in
R yy =
2.140
in
Zy =8.940 in^3
J =32.800 in^4
Width =4.000 in
Wall Thick
=
0.375 in Zx =11.900 in^3
Area
=
6.180 in^2
Weight =22.302 plf
I xx =28.30 in^4
S xx =9.43 in^3 Cw =14.20 in^6Design Thick =0.349 in
I yy =14.900 in^4 C =14.200 in^3
S yy =7.470 in^3
Ycg =0.000 in
Sketches
4.00in
6.00in
+Y
+X
Linked Load = 47.09k
Height
=
9.0
ft
47.09k
Height
=
9.0
47.09k
My Loads - Looking along Y-Y Axis My Loads - Looking along X-X Axis
Page 72
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:30-AB: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x18.0
Span = 16.750 ft
1 2
D(1.581) Lr(1.438)
D(0.319) Lr(0.29)
D(0.088) Lr(0.08)
D(0.34)
D(0.13) L(0.26)
D(0.34)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width = 14.50 ft, (R)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 5.50 -->> 16.750 ft, Tributary Width = 4.0 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 6.50 ft, (F)
Uniform Load : D = 0.020 ksf, Extent = 5.0 -->> 16.750 ft, Tributary Width = 17.0 ft, (W)
Point Load : D = 1.581, Lr = 1.438 k @ 5.250 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x18.0
0.504
Section used for this span5.25x18.0
: 10.694 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.008ft
143.66 psi=
2,772.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft=
=
1,923.21psi
Maximum Deflection 2214
>=360
407Ratio =0>=280
Max Downward Transient Deflection 0.091 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.494 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 16.750 ft 1 0.617 0.449 0.90 0.956 1.001.00 1.00 36.34 1,538.3 2,495.1 7.25 256.51.00 115.21.00
Page 73
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:30-AB: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.750 ft 1 0.694 0.504 1.00 0.956 1.001.00 1.00 45.44 1,923.2 2,772.4 9.05 285.01.00 143.71.00
1.00+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.750 ft 1 0.550 0.421 1.25 0.956 1.001.00 1.00 44.99 1,904.4 3,465.5 9.45 356.31.00 150.01.00
1.00+D+0.750Lr+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.750 ft 1 0.605 0.457 1.25 0.956 1.001.00 1.00 49.56 2,097.9 3,465.5 10.25 356.31.00 162.71.00
1.00+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.750 ft 1 0.573 0.417 1.15 0.956 1.001.00 1.00 43.16 1,826.9 3,188.2 8.60 327.81.00 136.51.00
1.00+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.750 ft 1 0.208 0.152 1.60 0.956 1.001.00 1.00 21.80 923.0 4,435.8 4.35 456.01.00 69.11.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.4935 8.253 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 12.053 10.818
Max Upward from Load Combinations 12.053 10.818
Max Upward from Load Cases 8.453 8.202
D Only 8.453 8.202
+D+L 10.630 10.380
+D+Lr 11.075 9.512
+D+0.750Lr+0.750L 12.053 10.818
+D+0.750L 10.086 9.835
+0.60D 5.072 4.921
Lr Only 2.623 1.310
L Only 2.178 2.178
Page 74
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:31-AB: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
7x11.875
Span = 9.50 ft
1 2
D(4.591) Lr0.250) L(6.344) D(1.256) L(1.680) D(6.340) Lr3.386) L(0.5438)
D(0.02) L(0.04)
D(0.135)
D(0.325) L(0.65)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 6.0 -->> 9.50 ft, Tributary Width = 16.250 ft, (F)
Linked Load(s)
Beam 19-AB: HDR BETWEEN DINING AND LIVING, Support 1: D = 4.591, Lr = 0.250, L = 6.344 k @ 0.5 ft from left end of beam
Beam 19-AB: HDR BETWEEN DINING AND LIVING, Support 2: D = 1.256, L = 1.680 k @ 6 ft from left end of beam
Beam 32-AB: CONT BM AT DINING, Support 2: D = 6.340, Lr = 3.386, L = 0.5438 k @ 8 ft from left end of beam .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
7x11.875
0.690
Section used for this span7x11.875
: 10.530 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.998ft
196.56 psi=
2,903.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
8.529 ft=
=
1,538.79psi
Maximum Deflection 1726
>=360
666Ratio =0>=280
Max Downward Transient Deflection 0.066 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.171 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 9.50 ft 1 0.356 0.539 0.90 1.001 1.001.00 1.00 12.77 931.2 2,613.0 7.66 256.51.00 138.31.00
Page 75
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:31-AB: BM AT GARAGE
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.50 ft 1 0.530 0.690 1.00 1.001 1.001.00 1.00 21.10 1,538.8 2,903.4 10.89 285.01.00 196.61.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.50 ft 1 0.326 0.533 1.25 1.001 1.001.00 1.00 16.24 1,184.9 3,629.2 10.53 356.31.00 190.01.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.50 ft 1 0.431 0.620 1.25 1.001 1.001.00 1.00 21.45 1,564.8 3,629.2 12.23 356.31.00 220.81.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.50 ft 1 0.415 0.555 1.15 1.001 1.001.00 1.00 19.01 1,386.9 3,338.9 10.09 327.81.00 182.01.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.50 ft 1 0.120 0.182 1.60 1.001 1.001.00 1.00 7.66 558.7 4,645.4 4.60 456.01.00 83.01.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.1709 5.097 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 14.199 13.226
Max Upward from Load Combinations 14.199 13.226
Max Upward from Load Cases 7.324 8.153
D Only 6.874 8.153
+D+L 14.199 12.052
+D+Lr 7.646 11.018
+D+0.750Lr+0.750L 12.946 13.226
+D+0.750L 12.368 11.077
+0.60D 4.125 4.892
Lr Only 0.772 2.865
L Only 7.324 3.899
Page 76
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:32-AB: CONT BM AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
3.5x11.875
Span = 3.0 ft
3.5x11.875
Span = 12.0 ft
1 2 3
D(1.581) Lr(1.438)D(0.4) Lr(0.36)D(0.327) Lr(0.298)D(0.3135) Lr(0.285)
D(0.16)
D(0.02) L(0.04)
D(0.231) Lr(0.21)
D(0.16)
D(0.02) L(0.04)
D(0.11) Lr(0.1)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 14.250 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
Point Load : D = 1.581, Lr = 1.438 k @ 0.0 ft, (GT)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 7.750 ft, Tributary Width = 10.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 8.0 ft, (W)
Point Load : D = 0.40, Lr = 0.360 k @ 0.0 ft, (GT)
Uniform Load : D = 0.020, L = 0.040 , Tributary Width = 1.0 ft, (F)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 7.750 -->> 12.0 ft, Tributary Width = 5.0 ft, (R)
Point Load : D = 0.3270, Lr = 0.2980 k @ 7.750 ft, (GT)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3.5x11.875
0.409
Section used for this span3.5x11.875
: 10.380 =: 1
Load Combination
+D+Lr +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.000ft
145.76 psi=
3,629.22psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
356.25 psi==
3.000 ft=
=
1,377.40psi
Maximum Deflection 2699>=360
900Ratio =4350>=280
Max Downward Transient Deflection 0.053 in
13180
Ratio =>=360
Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.160 in Ratio =>=280
Max Upward Total Deflection -0.008 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
NDS2018 NDS2018
.
Page 77
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:32-AB: CONT BM AT DINING
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.0 ft 1 0.351 0.378 0.90 1.001 1.001.00 1.00 6.28 916.6 2,613.0 2.69 256.51.00 97.11.00
1.00Length = 12.0 ft 2 0.351 0.378 0.90 1.001 1.001.00 1.00 6.28 916.6 2,613.0 2.69 256.51.00 97.11.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.345 0.372 1.00 1.001 1.001.00 1.00 6.87 1,001.9 2,903.4 2.94 285.01.00 106.11.00
1.00Length = 12.0 ft 2 0.345 0.372 1.00 1.001 1.001.00 1.00 6.87 1,001.9 2,903.4 2.94 285.01.00 106.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.380 0.409 1.25 1.001 1.001.00 1.00 9.44 1,377.4 3,629.2 4.04 356.31.00 145.81.00
1.00Length = 12.0 ft 2 0.380 0.409 1.25 1.001 1.001.00 1.00 9.44 1,377.4 3,629.2 4.04 356.31.00 145.81.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.365 0.394 1.25 1.001 1.001.00 1.00 9.09 1,326.2 3,629.2 3.89 356.31.00 140.41.00
1.00Length = 12.0 ft 2 0.365 0.394 1.25 1.001 1.001.00 1.00 9.09 1,326.2 3,629.2 3.89 356.31.00 140.41.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.294 0.317 1.15 1.001 1.001.00 1.00 6.72 980.6 3,338.9 2.88 327.81.00 103.91.00
1.00Length = 12.0 ft 2 0.294 0.317 1.15 1.001 1.001.00 1.00 6.72 980.6 3,338.9 2.88 327.81.00 103.91.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.118 0.128 1.60 1.001 1.001.00 1.00 3.77 550.0 4,645.4 1.61 456.01.00 58.21.00
1.00Length = 12.0 ft 2 0.118 0.128 1.60 1.001 1.001.00 1.00 3.77 550.0 4,645.4 1.61 456.01.00 58.21.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr10.0000 0.000 -0.0083 1.777
+D+Lr2 0.1600 6.704 0.0000 1.777
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.058 9.726 2.608
Max Upward from Load Combinations 1.058 9.726 2.608
Max Upward from Load Cases 0.813 6.340 1.803
Max Downward from all Load Conditions (Resisting Uplift)-0.135
Max Downward from Load Cases (Resisting Uplift)-0.135
D Only 0.245 6.340 1.803
+D+L 0.110 6.884 1.994
+D+Lr 1.058 9.726 2.608
+D+0.750Lr+0.750L 0.753 9.288 2.550
+D+0.750L 0.144 6.748 1.947
+0.60D 0.147 3.804 1.082
Lr Only 0.813 3.386 0.805
L Only -0.135 0.544 0.191
Page 78
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:33-AB: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : AISC 360-22
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Span = 14.50 ft
W12x16
Span = 9.50 ft
W12x16
Span = 2.250 ft
W12x16123 4
D(8.202) Lr(1.310) L(2.178) D(0.2450) Lr(0.8126) L(-0.1350)
D(0.0320) L(0.0640)D(0.0320) L(0.0640)
D(0.1350)
D(0.0660) Lr(0.060)
D(0.120)
D(0.0320) L(0.0640)
D(0.340)
D(0.0990) Lr(0.090)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Extent = 8.0 -->> 9.50 ft, Tributary Width = 3.0 ft, (R)
Uniform Load : D = 0.0150 ksf, Extent = 8.0 -->> 9.50 ft, Tributary Width = 8.0->0.0 ft, (W)Load for Span Number 3Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (R)Linked Load(s)
Beam 32-AB: CONT BM AT DINING, Support 1: D = 0.2450, Lr = 0.8126, L = -0.1350 k @ 22.5 ft from left end of beam
Beam 30-AB: BM AT GARAGE CANTILEVER, Support 2: D = 8.202, Lr = 1.310, L = 2.178 k @ 25.5 ft from left end of beam .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.354 : 1
Load Combination
+D+0.750Lr+0.750L
Span # where maximum occurs Span # 2
12.174 k
Mn / Omega : Allowable 50.150 k-ft Vn/Omega : Allowable
W12x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 3
Load Combination
+D+0.750Lr+0.750L
52.80 k
Section used for this span W12x16
Ma : Applied
Maximum Shear Stress Ratio =0.231 : 1
0.000 ft
17.752 k-ft Va : Applied
11,193 >=360
773Ratio =2837 >=280.
Maximum DeflectionMax Downward Transient Deflection 0.016 in 3,462Ratio =>=360
Max Upward Transient Deflection -0.010 in Ratio =
Max Downward Total Deflection 0.070 in Ratio =>=280.Max Upward Total Deflection -0.040 in
Span: 3 : L Only
Span: 2 : L Only
Span: 3 : +D+0.750Lr+0.750L
Span: 2 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 14.50 ft 1 0.036 0.008 1.80 1.80 83.75 50.15 1.00 1.00 0.42 79.20 52.80
Dsgn. L = 9.50 ft 2 0.270 0.054 0.99 -13.54 13.54 83.75 50.15 1.00 1.00 2.86 79.20 52.80
Dsgn. L = 2.25 ft 3 0.270 0.176 -13.54 13.54 83.75 50.15 1.00 1.00 9.30 79.20 52.80
+D+L
Dsgn. L = 14.50 ft 1 0.063 0.016 3.15 3.15 83.75 50.15 1.00 1.00 0.84 79.20 52.80
Dsgn. L = 9.50 ft 2 0.338 0.063 0.40 -16.96 16.96 83.75 50.15 1.00 1.00 3.35 79.20 52.80
Dsgn. L = 2.25 ft 3 0.338 0.220 -16.96 16.96 83.75 50.15 1.00 1.00 11.62 79.20 52.80
+D+Lr
Page 79
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:33-AB: BM AT GARAGE CANTILEVER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 14.50 ft 1 0.038 0.008 1.92 1.92 83.75 50.15 1.00 1.00 0.43 79.20 52.80
Dsgn. L = 9.50 ft 2 0.314 0.073 1.17 -15.73 15.73 83.75 50.15 1.00 1.00 3.88 79.20 52.80
Dsgn. L = 2.25 ft 3 0.314 0.205 -15.73 15.73 83.75 50.15 1.00 1.00 10.81 79.20 52.80
+D+0.750Lr+0.750L
Dsgn. L = 14.50 ft 1 0.057 0.014 2.88 2.88 83.75 50.15 1.00 1.00 0.74 79.20 52.80
Dsgn. L = 9.50 ft 2 0.354 0.076 0.69 -17.75 17.75 83.75 50.15 1.00 1.00 3.99 79.20 52.80
Dsgn. L = 2.25 ft 3 0.354 0.231 -17.75 17.75 83.75 50.15 1.00 1.00 12.17 79.20 52.80
+D+0.750L
Dsgn. L = 14.50 ft 1 0.056 0.014 2.81 2.81 83.75 50.15 1.00 1.00 0.73 79.20 52.80
Dsgn. L = 9.50 ft 2 0.321 0.061 0.55 -16.11 16.11 83.75 50.15 1.00 1.00 3.23 79.20 52.80
Dsgn. L = 2.25 ft 3 0.321 0.209 -16.11 16.11 83.75 50.15 1.00 1.00 11.04 79.20 52.80
+0.60D
Dsgn. L = 14.50 ft 1 0.022 0.005 1.08 1.08 83.75 50.15 1.00 1.00 0.25 79.20 52.80
Dsgn. L = 9.50 ft 2 0.162 0.033 0.59 -8.12 8.12 83.75 50.15 1.00 1.00 1.72 79.20 52.80
Dsgn. L = 2.25 ft 3 0.162 0.106 -8.12 8.12 83.75 50.15 1.00 1.00 5.58 79.20 52.80
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
in Span"+" Deflin Span"-" Defl
+D+L1 0.0408 7.347 0.0000 0.000
+D+L20.0000 7.347 -0.0402 5.827
+D+0.750Lr+0.750L3 0.0699 2.250 0.0000 5.827
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.840 0.488 16.166
Max Upward from Load Combinations 0.840 0.169 16.166
Max Upward from Load Cases 0.424 0.488 12.159
Max Downward from all Load Conditions (Resisting Uplift)-0.446
Max Downward from Load Combinations (Resisting Uplift)-0.446
Max Downward from Load Cases (Resisting Uplift)-0.318
D Only 0.416 -0.318 12.159
+D+L 0.840 0.169 14.970
+D+Lr 0.429 -0.446 14.690
+D+0.750Lr+0.750L 0.744 -0.049 16.166
+D+0.750L 0.734 0.047 14.268
+0.60D 0.250 -0.191 7.296
Lr Only 0.013 -0.128 2.530
L Only 0.424 0.488 2.811
Page 80
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:34-AB: CANT BM AT PARTY WALL
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : AISC 360-22
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Span = 19.0 ft
W18x46
Span = 5.50 ft
W18x46
1 2 3
D(5.380) Lr(3.007) L(0.4050) D(5.380) Lr(3.007) L(0.4050) D(8.453) Lr(2.623) L(2.178) D(8.453) Lr(2.623) L(2.178)D(0.0440) Lr(0.040)
D(0.440) L(0.880)
D(0.340)
D(0.0440) Lr(0.040)
D(0.440) L(0.880)
D(0.340)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (R)Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 22.0 ft, (F)
Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (R)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 22.0 ft, (F)Uniform Load : D = 0.020 ksf, Tributary Width = 17.0 ft, (W)Linked Load(s)Beam 15-AB: BM AT KITCHEN, Support 1: D = 5.380, Lr = 3.007, L = 0.4050 k @ 0 ft from left end of beam
Beam 15-AB: BM AT KITCHEN, Support 1: D = 5.380, Lr = 3.007, L = 0.4050 k @ 0 ft from left end of beam
Beam 30-AB: BM AT GARAGE CANTILEVER, Support 1: D = 8.453, Lr = 2.623, L = 2.178 k @ 24.5 ft from left end of beamBeam 30-AB: BM AT GARAGE CANTILEVER, Support 1: D = 8.453, Lr = 2.623, L = 2.178 k @ 24.5 ft from left end of beam
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.690 : 1
Load Combination
+D+0.750Lr+0.750L
Span # where maximum occurs Span # 1
32.685 k
Mn / Omega : Allowable 226.297 k-ft Vn/Omega : Allowable
W18x46Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination
+D+0.750Lr+0.750L
130.320 k
Section used for this span W18x46
Ma : Applied
Maximum Shear Stress Ratio =0.251 : 1
0.000 ft
156.176 k-ft Va : Applied
4,397 >=360
341Ratio =1613 >=280.
Maximum DeflectionMax Downward Transient Deflection 0.105 in 1,254Ratio =>=360
Max Upward Transient Deflection -0.052 in Ratio =
Max Downward Total Deflection 0.387 in Ratio =>=280.
Max Upward Total Deflection -0.141 in
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 19.00 ft 1 0.469 0.106 4.12 -106.14 106.14 377.92 226.30 1.00 1.00 13.85 195.48 130.32
Dsgn. L = 5.50 ft 2 0.469 0.166 -106.14 106.14 377.92 226.30 1.00 1.00 21.69 195.48 130.32
+D+L
Dsgn. L = 19.00 ft 1 0.634 0.185 23.54 -143.40 143.40 377.92 226.30 1.00 1.00 24.17 195.48 130.32
Dsgn. L = 5.50 ft 2 0.634 0.237 -143.40 143.40 377.92 226.30 1.00 1.00 30.89 195.48 130.32
+D+Lr
Dsgn. L = 19.00 ft 1 0.599 0.121 1.25 -135.59 135.59 377.92 226.30 1.00 1.00 15.78 195.48 130.32
Dsgn. L = 5.50 ft 2 0.599 0.208 -135.59 135.59 377.92 226.30 1.00 1.00 27.16 195.48 130.32
+D+0.750Lr+0.750L
Page 81
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:34-AB: CANT BM AT PARTY WALL
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 19.00 ft 1 0.690 0.177 13.96 -156.18 156.18 377.92 226.30 1.00 1.00 23.04 195.48 130.32
Dsgn. L = 5.50 ft 2 0.690 0.251 -156.18 156.18 377.92 226.30 1.00 1.00 32.69 195.48 130.32
+D+0.750L
Dsgn. L = 19.00 ft 1 0.593 0.166 18.27 -134.09 134.09 377.92 226.30 1.00 1.00 21.59 195.48 130.32
Dsgn. L = 5.50 ft 2 0.593 0.219 -134.09 134.09 377.92 226.30 1.00 1.00 28.59 195.48 130.32
+0.60D
Dsgn. L = 19.00 ft 1 0.281 0.064 2.47 -63.68 63.68 377.92 226.30 1.00 1.00 8.31 195.48 130.32
Dsgn. L = 5.50 ft 2 0.281 0.100 -63.68 63.68 377.92 226.30 1.00 1.00 13.01 195.48 130.32
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
in Span"+" Deflin Span"-" Defl
+D+Lr10.0000 0.000 -0.1413 12.388
+D+Lr2 0.3868 5.500 0.0000 12.388
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 22.479 55.725
Max Upward from Load Combinations 22.479 55.725
Max Upward from Load Cases 13.439 35.541
D Only 13.439 35.541
+D+L 20.648 55.057
+D+Lr 18.284 42.937
+D+0.750Lr+0.750L 22.479 55.725
+D+0.750L 18.846 50.178
+0.60D 8.063 21.325
Lr Only 4.845 7.396
L Only 7.209 19.516
Page 82
Steel Column
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS5X5X1/2
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
.
Referenced Design Standard(s) : AISC 360-22
Load Combinations Used : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :
9Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS5x5x1/2
46.0
ft
E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 254.735 lbs * Dead Load Factor
LINKED AXIAL LOAD(s)
34-AB: CANT BM AT PARTY WALL, Support 2: Axial Load at 9 ft, Xecc = 1.5 in, Yecc = 1.5 in,
D = 35.541 Lr = 7.396 L = 19.516 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.7359
Location of max.above base 8.940 ft
55.980 k
171.276 k
-6.919 k-ft
Load Combination +D+0.750Lr+0.750L
Load Combination +D+0.750Lr+0.750L
30.070 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.7740 k
0.01397 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
30.070 k-ft
-6.919 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.7740 k
Bottom along X-X 0.7740 k
Top along Y-Y 0.7740 k
Bottom along Y-Y 0.7740 k
Maximum Load Deflections . . .
Along Y-Y -0.08367 in at 5.255ft above base
for load combination :+D+0.750Lr+0.750L
Along X-X -0.08367 in at 5.255ft above base
for load combination :+D+0.750Lr+0.750L
55.409
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
D Only PASS PASS8.94 0.009 0.00 ftft0.470 1.66 1.66 59.34 59.34
+D+L PASS PASS8.94 0.014 0.00 ftft0.727 1.66 1.66 59.34 59.34
+D+Lr PASS PASS8.94 0.011 0.00 ftft0.567 1.66 1.66 59.34 59.34
+D+0.750Lr+0.750L PASS PASS8.94 0.014 0.00 ftft0.736 1.66 1.66 59.34 59.34
+D+0.750L PASS PASS8.94 0.013 0.00 ftft0.663 1.66 1.66 59.34 59.34
+0.60D PASS PASS8.94 0.005 0.00 ftft0.239 1.66 1.66 59.34 59.34
.Note: Only non-zero reactions are listed.
Load Combination
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
D Only -0.49435.796 0.4940.494 -0.494
+D+L -0.76555.312 0.7650.765 -0.765
+D+Lr -0.59643.191 0.5960.596 -0.596
+D+0.750Lr+0.750L -0.77455.980 0.7740.774 -0.774
+D+0.750L -0.69750.433 0.6970.697 -0.697
+0.60D -0.29621.477 0.2960.296 -0.296
Lr Only -0.1037.396 0.1030.103 -0.103
L Only -0.27119.516 0.2710.271 -0.271
Page 83
Steel Column
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS5X5X1/2
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Item
Rx (k)Ry (k)Axial (k)
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx (k-ft)My (k-ft)
Axial, Base Max 55.980
Axial, Base Min 7.396
Rx, Base Max 0.774
Rx, Base Min 0.103
Rx, Top Max -0.103
Rx, Top Min -0.774
Ry, Base Max 0.774
Ry, Base Min 0.103
Ry, Top Max -0.103
Ry, Top Min -0.774
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only -0.0534 -0.053 5.255 ftftinin5.255
+D+L -0.0827 -0.083 5.255 ftftinin5.255
+D+Lr -0.0645 -0.064 5.255 ftftinin5.255
+D+0.750Lr+0.750L -0.0837 -0.084 5.255 ftftinin5.255
+D+0.750L -0.0753 -0.075 5.255 ftftinin5.255
+0.60D -0.0320 -0.032 5.255 ftftinin5.255
Lr Only -0.0111 -0.011 5.255 ftftinin5.255
L Only -0.0293 -0.029 5.255 ftftinin5.255
.Steel Section Properties :HSS5x5x1/2
R xx =
1.820
in
Depth =5.000 in
R yy =
1.820
in
J =44.600 in^4
Width =5.000 in
Wall Thick
=
0.500 in Zx =13.100 in^3
Area
=
7.880 in^2
Weight =28.304 plf
I xx =26.00 in^4
S xx =10.40 in^3Design Thick =0.465 in
I yy =26.000 in^4 C =18.700 in^3
S yy =10.400 in^3
Ycg =0.000 in
Page 84
Steel Column
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HSS5X5X1/2
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Page 85
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:35-AB: BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
TimberStrand LSL 1.55E
2325
2325
2050
800
1550
787.815
310
1070 45.01
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
1.75x11.875
Span = 12.750 ft
1 2
D(1.803) Lr0.8045) L(0.1913)D(0.032) L(0.064)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)
Linked Load(s)
Beam 32-AB: CONT BM AT DINING, Support 3: D = 1.803, Lr = 0.8045, L = 0.1913 k @ 11.5 ft from left end of beam .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
1.75x11.875
0.548
Section used for this span1.75x11.875
: 10.441 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.283ft
169.78 psi=
2,327.70psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
310.00 psi==
11.773 ft==
1,025.76psi
Maximum Deflection 1364
>=360
536Ratio =0>=280
Max Downward Transient Deflection 0.112 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.285 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 12.750 ft 1 0.322 0.475 0.90 1.001 1.001.00 1.00 2.32 675.5 2,094.9 1.83 279.01.00 132.41.00
1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.750 ft 1 0.441 0.548 1.00 1.001 1.001.00 1.00 3.52 1,025.8 2,327.7 2.35 310.01.00 169.81.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 86
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:35-AB: BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 12.750 ft 1 0.323 0.477 1.25 1.001 1.001.00 1.00 3.22 938.4 2,909.6 2.56 387.51.00 184.81.00
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.750 ft 1 0.372 0.515 1.25 1.001 1.001.00 1.00 3.71 1,083.2 2,909.6 2.77 387.51.00 199.71.00
1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.750 ft 1 0.347 0.450 1.15 1.001 1.001.00 1.00 3.18 929.2 2,676.9 2.22 356.51.00 160.41.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.750 ft 1 0.109 0.160 1.60 1.001 1.001.00 1.00 1.39 405.3 3,724.3 1.10 496.01.00 79.41.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.2851 6.887 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.849 2.851
Max Upward from Load Combinations 0.849 2.851
Max Upward from Load Cases 0.427 1.872
D Only 0.422 1.872
+D+L 0.849 2.452
+D+Lr 0.501 2.597
+D+0.750Lr+0.750L 0.801 2.851
+D+0.750L 0.742 2.307
+0.60D 0.253 1.123
Lr Only 0.079 0.726
L Only 0.427 0.581
Page 87
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:36-AB: HDR AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x12
Span = 7.0 ft
1 2
D(1.872) Lr0.7256) L(0.5805)
D(0.11) Lr(0.1)
D(0.38)
D(0.25) L(0.5)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 19.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 12.50 ft, (F)
Linked Load(s)
Beam 35-AB: BM AT B1, Support 2: D = 1.872, Lr = 0.7256, L = 0.5805 k @ 6.75 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x12
0.459
Section used for this span6x12
: 10.590 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.577ft
78.04 psi=
1,340.38psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
170.00 psi==
0.000 ft==
790.75psi
Maximum Deflection 3353>=360
1312Ratio =0>=280
Max Downward Transient Deflection 0.025 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.064 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.99Length = 7.0 ft 1 0.398 0.309 0.90 1.000 1.001.00 1.00 4.85 480.4 1,207.3 1.99 153.01.00 47.31.00
0.99+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.590 0.459 1.00 1.000 1.001.00 1.00 7.99 790.8 1,340.4 3.29 170.01.00 78.01.00
Page 88
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:36-AB: HDR AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.99+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.329 0.254 1.25 1.000 1.001.00 1.00 5.56 550.2 1,672.0 2.27 212.51.00 53.91.00
0.99+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.458 0.355 1.25 1.000 1.001.00 1.00 7.73 765.5 1,672.0 3.18 212.51.00 75.31.00
0.99+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.463 0.360 1.15 1.000 1.001.00 1.00 7.20 713.2 1,539.5 2.97 195.51.00 70.31.00
0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.99Length = 7.0 ft 1 0.135 0.104 1.60 1.000 1.001.00 1.00 2.91 288.2 2,133.4 1.20 272.01.00 28.41.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0640 3.526 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.476 6.963
Max Upward from Load Combinations 4.476 6.963
Max Upward from Load Cases 2.705 4.443
D Only 2.705 4.443
+D+L 4.476 6.753
+D+Lr 3.081 5.493
+D+0.750Lr+0.750L 4.315 6.963
+D+0.750L 4.033 6.175
+0.60D 1.623 2.666
Lr Only 0.376 1.050
L Only 1.771 2.310
Page 89
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:37-AB: HDR AT ENTRY
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
6x6
Span = 4.0 ft
1 2
D(0.11) Lr(0.1)
D(0.38)
D(0.2) L(0.4)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 19.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 10.0 ft, (F)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
6x6
0.495
Section used for this span6x6
: 10.703 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.000ft
84.14 psi=
1,350.00psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
170.00 psi==
3.547 ft==
949.09psi
Maximum Deflection 2527>=360
921Ratio =0>=280
Max Downward Transient Deflection 0.019 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.052 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 4.0 ft 1 0.496 0.349 0.90 1.000 1.001.00 1.00 1.39 602.9 1,215.0 1.08 153.01.00 53.41.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.703 0.495 1.00 1.000 1.001.00 1.00 2.19 949.1 1,350.0 1.70 170.01.00 84.11.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 90
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:37-AB: HDR AT ENTRY
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 4.0 ft 1 0.409 0.288 1.25 1.000 1.001.00 1.00 1.59 689.4 1,687.5 1.23 212.51.00 61.11.00
1.00+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.550 0.387 1.25 1.000 1.001.00 1.00 2.14 927.4 1,687.5 1.66 212.51.00 82.21.00
1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.556 0.391 1.15 1.000 1.001.00 1.00 1.99 862.5 1,552.5 1.54 195.51.00 76.51.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.167 0.118 1.60 1.000 1.001.00 1.00 0.84 361.7 2,160.0 0.65 272.01.00 32.11.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0521 2.015 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.193 2.193
Max Upward from Load Combinations 2.193 2.193
Max Upward from Load Cases 1.393 1.393
D Only 1.393 1.393
+D+L 2.193 2.193
+D+Lr 1.593 1.593
+D+0.750Lr+0.750L 2.143 2.143
+D+0.750L 1.993 1.993
+0.60D 0.836 0.836
Lr Only 0.200 0.200
L Only 0.800 0.800
Page 91
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:38-AB: CANT BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : AISC 360-22
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Span = 3.250 ft
W12x40
Span = 12.750 ft
W12x40
1 2 3
D(8.153) Lr(2.865) L(3.899) D(12.159) Lr(2.530) L(2.811)D(0.0770) Lr(0.070)
D(0.180)
D(0.10) L(0.20)
D(0.0770) Lr(0.070)
D(0.180)
D(0.0320) L(0.0640)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (R)Uniform Load : D = 0.020 ksf, Tributary Width = 9.0 ft, (W)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 5.0 ft, (F)Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (R)
Uniform Load : D = 0.020 ksf, Tributary Width = 9.0 ft, (W)Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.60 ft, (F)Linked Load(s)Beam 33-AB: BM AT GARAGE CANTILEVER, Support 3: D = 12.159, Lr = 2.530, L = 2.811 k @ 0 ft from left end of beam
Beam 31-AB: BM AT GARAGE, Support 2: D = 8.153, Lr = 2.865, L = 3.899 k @ 3 ft from left end of beam
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.415 : 1
Load Combination
+D+0.750Lr+0.750L
Span # where maximum occurs Span # 2
31.339 k
Mn / Omega : Allowable 142.216 k-ft Vn/Omega : Allowable
W12x40Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination
+D+0.750Lr+0.750L
70.210 k
Section used for this span W12x40
Ma : Applied
Maximum Shear Stress Ratio =0.446 : 1
3.250 ft
59.010 k-ft Va : Applied
8,186 >=360
452Ratio =1647 >=280.
Maximum DeflectionMax Downward Transient Deflection 0.033 in 2,340Ratio =>=360
Max Upward Transient Deflection -0.019 in Ratio =
Max Downward Total Deflection 0.173 in Ratio =>=280.
Max Upward Total Deflection -0.093 in
Span: 1 : L Only
Span: 2 : L Only
Span: 1 : +D+0.750Lr+0.750L
Span: 2 : +D+0.750Lr+0.750L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 3.25 ft 1 0.307 0.308 -43.65 43.65 237.50 142.22 1.00 1.00 21.60 105.32 70.21
Dsgn. L = 12.75 ft 2 0.307 0.079 -43.65 43.65 237.50 142.22 1.00 1.00 5.52 105.32 70.21
+D+L
Dsgn. L = 3.25 ft 1 0.385 0.413 -54.82 54.82 237.50 142.22 1.00 1.00 28.96 105.32 70.21
Dsgn. L = 12.75 ft 2 0.385 0.097 -54.82 54.82 237.50 142.22 1.00 1.00 6.80 105.32 70.21
+D+Lr
Dsgn. L = 3.25 ft 1 0.372 0.388 -52.96 52.96 237.50 142.22 1.00 1.00 27.23 105.32 70.21
Dsgn. L = 12.75 ft 2 0.372 0.095 -52.96 52.96 237.50 142.22 1.00 1.00 6.70 105.32 70.21
+D+0.750Lr+0.750L
Dsgn. L = 3.25 ft 1 0.415 0.446 -59.01 59.01 237.50 142.22 1.00 1.00 31.34 105.32 70.21
Dsgn. L = 12.75 ft 2 0.415 0.105 -59.01 59.01 237.50 142.22 1.00 1.00 7.37 105.32 70.21Page 92
Steel Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:38-AB: CANT BM AT B1
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
+D+0.750L
Dsgn. L = 3.25 ft 1 0.366 0.386 -52.03 52.03 237.50 142.22 1.00 1.00 27.12 105.32 70.21
Dsgn. L = 12.75 ft 2 0.366 0.092 -52.03 52.03 237.50 142.22 1.00 1.00 6.48 105.32 70.21
+0.60D
Dsgn. L = 3.25 ft 1 0.184 0.185 -26.19 26.19 237.50 142.22 1.00 1.00 12.96 105.32 70.21
Dsgn. L = 12.75 ft 2 0.184 0.047 -26.19 26.19 237.50 142.22 1.00 1.00 3.31 105.32 70.21
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
in Span"+" Deflin Span"-" Defl
+D+0.750Lr+0.750L1 0.1727 0.000 0.0000 0.000
+D+0.750Lr+0.750L20.0000 0.000 -0.0929 5.100
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 38.705
Max Upward from Load Combinations 38.705
Max Upward from Load Cases 27.122
Max Downward from all Load Conditions (Resisting Uplift)-1.891
Max Downward from Load Combinations (Resisting Uplift)-1.891
Max Downward from Load Cases (Resisting Uplift)-1.327
D Only 27.122 -1.327
+D+L 35.766 -1.795
+D+Lr 33.921 -1.611
+D+0.750Lr+0.750L 38.705 -1.891
+D+0.750L 33.605 -1.678
+0.60D 16.273 -0.796
Lr Only 6.799 -0.284
L Only 8.644 -0.468
Page 93
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:39-AB: GARAGE HEADER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
5.25x18.0
Span = 16.50 ft
1 2
D(-0.3185) Lr-0.1278) L(0.4876)
D(0.26) L(0.52)
D(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 13.0 ft, (F)
Uniform Load : D = 0.020 ksf, Tributary Width = 2.0 ft, (W)
Linked Load(s)
Beam 33-AB: BM AT GARAGE CANTILEVER, Support 2: D = -0.3185, Lr = -0.1278, L = 0.4876 k @ 15 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
5.25x18.0
0.330
Section used for this span5.25x18.0
: 10.466 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.250ft
93.99 psi=
2,629.89psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
15.055 ft=
=
1,226.27psi
Maximum Deflection 1130
>=360
706Ratio =0>=280
Max Downward Transient Deflection 0.175 in
175970
Ratio =>=360
Max Upward Transient Deflection -0.001 in Ratio =
Max Downward Total Deflection 0.280 in Ratio =>=280
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
Span: 1 : Lr Only
Span: 1 : +D+L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.96Length = 16.50 ft 1 0.193 0.139 0.90 0.956 1.001.00 1.00 10.91 461.8 2,388.3 2.24 256.51.00 35.51.00
0.96+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.95Length = 16.50 ft 1 0.466 0.330 1.00 0.956 1.001.00 1.00 28.97 1,226.3 2,629.9 5.92 285.01.00 94.01.00
0.95+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 94
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:39-AB: GARAGE HEADER
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.92Length = 16.50 ft 1 0.143 0.100 1.25 0.956 1.001.00 1.00 10.82 457.8 3,192.2 2.25 356.31.00 35.71.00
0.92+D+0.750Lr+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.92Length = 16.50 ft 1 0.323 0.217 1.25 0.956 1.001.00 1.00 24.38 1,032.1 3,192.2 4.88 356.31.00 77.41.00
0.92+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.93Length = 16.50 ft 1 0.348 0.239 1.15 0.956 1.001.00 1.00 24.46 1,035.1 2,975.5 4.93 327.81.00 78.21.00
0.93+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
0.86Length = 16.50 ft 1 0.072 0.047 1.60 0.956 1.001.00 1.00 6.55 277.1 3,834.5 1.34 456.01.00 21.31.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.2801 8.310 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.008 7.146
Max Upward from Load Combinations 7.008 7.146
Max Upward from Load Cases 4.334 4.733
Max Downward from all Load Conditions (Resisting Uplift)-0.012 -0.116
Max Downward from Load Cases (Resisting Uplift)-0.012 -0.116
D Only 2.673 2.413
+D+L 7.008 7.146
+D+Lr 2.662 2.297
+D+0.750Lr+0.750L 5.916 5.876
+D+0.750L 5.924 5.963
+0.60D 1.604 1.448
Lr Only -0.012 -0.116
L Only 4.334 4.733
Page 95
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:40-AB: BM AT GARAGE SHED ROOF
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Referenced Design Standard(s) : NDS 2024
Load Combination Set : ASCE 7-22 / IBC 2024
Code References
Governing Code : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
RedBuilt
RedLam LVL Beam/Joist
2,900.0
2,900.0
2,635.0
750.0
2,000.0
1,036.83
285.0
1,660.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024
7x18
Span = 20.50 ft
1 2
D(8.301) Lr3.443) L(3.582)D(0.132) Lr(0.12)
D(0.15) L(0.3)
D(0.18)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (R)
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 7.50 ft, (F)
Uniform Load : D = 0.020 ksf, Tributary Width = 9.0 ft, (W)
Linked Load(s)
Beam 18-AB: BM AT STAIRS, Support 1: D = 8.301, Lr = 3.443, L = 3.582 k @ 20.5 ft from left end of beam
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
7x18
0.292
Section used for this span7x18
: 10.480 =: 1
Load Combination
+D+L +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 10.250ft
83.24 psi=
2,772.37psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
285.00 psi==
0.000 ft==
1,332.06psi
Maximum Deflection 1395>=360
514Ratio =0>=280
Max Downward Transient Deflection 0.176 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.478 in Ratio =>=280Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.50 ft 1 0.333 0.203 0.90 0.956 1.001.00 1.00 26.20 831.8 2,495.1 4.37 256.51.00 52.01.00
1.00+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.480 0.292 1.00 0.956 1.001.00 1.00 41.96 1,332.1 2,772.4 6.99 285.01.00 83.21.00
Page 96
Wood Beam
LIC# : KW-06017733, Build:20.25.11.05 JASON LIN (c) ENERCALC, LLC 1982-2025
DESCRIPTION:40-AB: BM AT GARAGE SHED ROOF
Project File: 25149.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.298 0.181 1.25 0.956 1.001.00 1.00 32.50 1,031.9 3,465.5 5.42 356.31.00 64.51.00
1.00+D+0.750Lr+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.392 0.238 1.25 0.956 1.001.00 1.00 42.75 1,357.1 3,465.5 7.12 356.31.00 84.81.00
1.00+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.379 0.230 1.15 0.956 1.001.00 1.00 38.02 1,207.0 3,188.2 6.34 327.81.00 75.41.00
1.00+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.50 ft 1 0.113 0.068 1.60 0.956 1.001.00 1.00 15.72 499.1 4,435.8 2.62 456.01.00 31.21.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 0.4780 10.325 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 8.341 21.911
Max Upward from Load Combinations 8.341 21.911
Max Upward from Load Cases 5.112 13.413
D Only 5.112 13.413
+D+L 8.187 20.071
+D+Lr 6.342 18.086
+D+0.750Lr+0.750L 8.341 21.911
+D+0.750L 7.419 18.406
+0.60D 3.067 8.048
Lr Only 1.230 4.673
L Only 3.075 6.657
Page 97
FOUNDATION
STRUCTURAL DESIGN
Page 98
SOIL BEARING:2000 psf
Pad Size:Capacity:
24 in x 24 in 8000 lbs
27 in x 27 in 10125 lbs
30 in x 30 in 12500 lbs
33 in x 33 in 15125 lbs
36 in x 36 in 18000 lbs
39 in x 39 in 21125 lbs
42 in x 42 in 24500 lbs
45 in x 45 in 28125 lbs
48 in x 48 in 32000 lbs
51 in x 51 in 36125 lbs
54 in x 54 in 40500 lbs
60 in x 60 in 50000 lbs
66 in x 66 in 60500 lbs
72 in x 72 in 72000 lbs
Continuous Footing:
24 in
Max Line Load:2500 plf
Max Point Load:10000 lbs
Exterior Footing Line Load:
DL (psf)LL (psf)Trib. (ft.)DL (plf)LL (plf)
Roof:22 20 6 132 120
Floor:20 40 12 240 480
Wall:20 0 26 520 0
Total Load:1492
Interior Footing Line Load:
DL (psf)LL (psf)Trib. (ft.)DL (plf)LL (plf)
Roof:22 20 2 44 40
Floor:20 40 23 460 920
Wall:20 0 26 520 0
Total Load:1984
15 in x
FOUNDATION DESIGN CHECK
Page 99
UNIT AB LATERAL
STRUCTURAL DESIGN
Page 100
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 13.3
25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Project Information
DESIGN SETTINGS
Design Code
IBC 2021/AWC SDPWS 2021
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design and MWFRS Deflection
0.7 Seismic + 0.6 Dead
0.6 Basic wind + 0.6 Dead
For Deflection (Wind:Serviceability)
1.0 Seismic + 1.0 Dead
1.0 MRI wind + 1.0 Dead
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
6.00
Elevation
(between stories)
4.00
Maximum Height-to-width Ratio
Wood panels
Blocked Unblocked
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 2.0 - - - - -
Ignore shear resistance contribution of...
Wall segments Seismic
Side with invalid aspect ratio Any gypsum, lumber, fiberboard
Low-rise H/W based on...
Each block
Shearwall relative rigidity: Wall capacity
Non-identical materials and construction on the shearline: Allowed, except for material type
Deflection Equation: 3-term from SDPWS 4.3-1
Drift limit for wind design: 1 / 500 story height
FTAO strap: Continuous at top of highest opening and bottom of lowest
Dead load in chord force for overturning design
Tension end Compression end When completely counteracts overturning
Wall length / 2 Wall length / 2 Wall length / 2
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure C
Enclosure Partially open
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.691g Ss: 1.933g
Fundamental Period E-W N-S
T Used 0.254s 0.254s
Approximate Ta 0.254s 0.254s
Maximum T 0.356s 0.356s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.70 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 100 mph
1
Page 101
WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in]
Ceiling 29.33 0.0
Level 3 21.33 12.0 8.00 15.6 16.35
Level 2 11.33 12.0 9.00 15.6 16.35
Level 1 1.33 8.0 9.00 11.6 12.35
Foundation 0.67
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 3 Story E-W Ridge
Location X,Y =1.25 3.00 North Side 14.0 2.50
Extent X,Y =12.00 14.00 South Side 14.0 2.50
Ridge Y Location, Offset 10.00 0.00 East Joined 166.0 1.00
Ridge Elevation, Height 31.08 1.75 West Hip 14.0 2.50
Block 2 3 Story E-W Ridge
Location X,Y =13.25 0.00 North Side 14.0 2.50
Extent X,Y =40.50 27.25 South Side 14.0 2.50
Ridge Y Location, Offset 13.63 0.00 East Hip 14.0 2.50
Ridge Elevation, Height 32.73 3.40 West Hip 14.0 2.50
Block 3 3 Story E-W Ridge
Location X,Y =53.75 3.25 North Side 14.0 2.50
Extent X,Y =12.00 13.75 South Side 14.0 2.50
Ridge Y Location, Offset 10.13 0.00 East Hip 14.0 2.50
Ridge Elevation, Height 31.05 1.71 West Joined 166.0 1.00
Block 4 1 Story E-W Ridge
Location X,Y =9.75 27.25 North Side 14.0 2.50
Extent X,Y =47.75 4.75 South Side 14.0 2.50
Ridge Y Location, Offset 29.63 0.00 East Hip 14.0 2.50
Ridge Elevation, Height 11.93 0.59 West Hip 14.0 2.50
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SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes
in in lbs/in in in
1 1 Struct I OSB 32/16 15/32 --Horz 83500 10d Common N 2 12 Y 2,7
2 Ext Structural sheath 24/0 3/8 - 3 Horz 25000 8d Common N 6 6 Y 3
3 Ext Struct I OSB 32/16 15/32 - - Horz 83500 10d Common N 4 12 Y 2,7
4 Ext Struct I OSB 32/16 15/32 --Horz 83500 10d Common N 3 12 Y 2,7
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.3C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal.
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B
Type – Fastener type from SDPWS Tables 4.3A-D:
Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard
nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail
Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown
Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5”
Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5”
Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2”
(wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face)
Cooler or wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2.
Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face
ply.
Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply.
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 (5)
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal. See SDPWS Table 4.3A Note 2.
7. Capacity has been reduced by a factor of 0.92 because of the use of hold-downs on walls with 10d nailing, as per Table 4.3A Note 10.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Fcp Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Fcp - Compressive strength perpendicular to grain
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
The following factors are applied to Fcp for compressive design and deformation under wall segment end studs :
Bearing area factor Cb from NDS 3.10.4, under window openings.
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SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height Studs
Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] S N
Line 1
Level 3
Line 1 3 2.54 3.00 27.00 24.00 14.02 - 8.00 --
Wall 1-1 Prf 3 1.25 3.00 17.25 14.25 7.27 - - 2 2
Segment 1 -- 3.00 5.50 2.50 1.56 3.20 - --
Opening 1 -- 5.50 8.00 2.50 2.50 - 3.00 --
Segment 2 -- 8.00 11.25 3.25 2.64 2.46 - --
Opening 2 -- 11.25 13.75 2.50 2.50 - 3.00 --
Segment 3 -- 13.75 17.25 3.50 3.06 2.29 - --
Wall 1-2 NSW 5.25 17.25 20.25 3.00 0.00 2.67 - 2 2
Wall 1-3 Seg 3 5.25 20.25 27.00 6.75 6.50 1.19 - 2 2
Level 2
Line 1 3 2.37 1.50 27.00 25.50 32.00 - 9.00 --
Wall 1-1 FT 3 1.25 1.50 16.25 14.75 14.75 - - 2 2
Segment 1 -- 1.50 4.00 2.50 - 1.20 - --
Opening 1 -- 4.00 8.00 4.00 - - 3.00 --
Segment 2 -- 8.00 16.25 8.25 8.00 0.36 - --
Wall 1-2 Seg 3 0.00 16.25 23.50 7.25 7.00 1.24 - 2 2
Wall 1-3 Seg 3 5.75 16.75 26.75 10.00 9.75 0.90 - 2 2
Wall 1-4 NSW 5.25 23.50 27.00 3.50 0.00 2.57 - 2 2
Level 1
Line 1 4 1.90 0.00 27.00 27.00 33.00 - 9.00 --
Wall 1-1 FT 4 0.00 0.00 12.25 12.25 12.25 - - 2 2
Segment 1 -- 0.00 3.25 3.25 3.00 0.92 - --
Opening 1 -- 3.25 9.75 6.50 - - 3.00 --
Segment 2 -- 9.75 12.25 2.50 - 1.20 - --
Wall 1-2 NSW 1.00 12.25 16.25 4.00 0.00 1.00 - 2 2
Wall 1-3 Seg 4 0.00 16.25 23.50 7.25 7.00 1.24 - 2 2
Wall 1-4 Seg 4 5.75 16.75 26.75 10.00 9.75 0.90 - 2 2
Wall 1-5 Seg 4 1.50 23.50 27.00 3.50 3.25 2.57 - 2 2
Line 2
Level 3
Line 2 NSW 9.75 0.00 32.00 32.00 0.00 - 8.00 --
Wall 2-1 NSW 13.25 25.00 27.00 2.00 0.00 1.00 - 2 2
Level 2
Line 2 NSW 9.75 0.00 32.00 32.00 0.00 - 9.00 --
Wall 2-1 NSW 13.25 26.00 27.00 1.00 0.00 1.00 - 2 2
Level 1
Line 2 3 12.16 0.00 32.00 32.00 16.00 - 9.00 --
Wall 2-1 Seg 3 13.25 0.00 11.00 11.00 10.75 0.82 - 2 2
Wall 2-2 Seg 3 9.75 27.00 32.00 5.00 4.75 1.80 - 2 2
Line 3
Level 3
Line 3 NSW 16.25 0.00 3.00 3.00 0.00 - 8.00 --
Wall 3-1 NSW 16.25 0.00 3.00 3.00 0.00 1.00 - 2 2
Level 2
Line 3 NSW 16.25 0.00 3.00 3.00 0.00 - 9.00 --
Wall 3-1 NSW 16.25 0.00 1.50 1.50 0.00 1.00 - 2 2
Line 4
Level 3
Line 4 Seg 3 33.75 0.00 25.00 25.00 23.75 - 8.00 --
Wall 4-1 Seg 3 33.75 0.50 24.50 24.00 23.75 0.33 - 2 2
Level 2
Line 4 Seg 4 33.75 0.00 26.00 26.00 24.75 - 9.00 --
Wall 4-1 Seg 4 33.75 0.50 25.50 25.00 24.75 0.36 - 3 3
Level 1
Line 4 1 33.75 5.75 32.00 26.25 25.50 - 9.00 --
Wall 4-1 NSW 31.25 5.75 11.00 5.25 0.00 1.00 - 2 2
Wall 4-2 NSW 35.50 5.75 11.00 5.25 0.00 1.00 - 2 2
Wall 4-3 Seg 1 33.75 6.00 31.75 25.75 25.50 0.35 - 2 2
Line 5
Level 3
Line 5 NSW 50.75 0.00 3.00 3.00 0.00 - 8.00 --
Wall 5-1 NSW 50.75 0.00 3.00 3.00 0.00 1.00 - 2 2
Level 2
Line 5 NSW 50.75 0.00 3.00 3.00 0.00 - 9.00 --
Wall 5-1 NSW 50.75 0.00 1.50 1.50 0.00 1.00 - 2 2
Line 6
Level 3
Line 6 NSW 54.00 0.00 32.00 32.00 0.00 - 8.00 --
Wall 6-1 NSW 53.75 25.00 27.00 2.00 0.00 1.00 - 2 2
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Level 2
Line 6 NSW 54.00 0.00 32.00 32.00 0.00 - 9.00 --
Wall 6-1 NSW 53.75 26.00 27.00 1.00 0.00 1.00 - 2 2
Level 1
Line 6 3 55.09 0.00 32.00 32.00 16.00 - 9.00 --
Wall 6-1 Seg 3 54.00 0.00 11.00 11.00 10.75 0.82 - 2 2
Wall 6-2 Seg 3 57.50 27.00 32.00 5.00 4.75 1.80 - 2 2
Line 7
Level 3
Line 7 3 64.46 3.00 27.00 24.00 14.02 - 8.00 --
Wall 7-1 Prf 3 65.75 3.00 17.25 14.25 7.27 - - 2 2
Segment 1 -- 3.00 5.50 2.50 1.56 3.20 - --
Opening 1 -- 5.50 8.00 2.50 2.50 - 3.00 --
Segment 2 -- 8.00 11.25 3.25 2.64 2.46 - --
Opening 2 -- 11.25 13.75 2.50 2.50 - 3.00 --
Segment 3 -- 13.75 17.25 3.50 3.06 2.29 - --
Wall 7-2 NSW 61.75 17.25 20.25 3.00 0.00 2.67 - 2 2
Wall 7-3 Seg 3 61.75 20.25 27.00 6.75 6.50 1.19 - 2 2
Level 2
Line 7 3 64.68 1.50 27.00 25.50 32.00 - 9.00 --
Wall 7-1 FT 3 65.75 1.50 16.25 14.75 14.75 - - 2 2
Segment 1 -- 1.50 4.00 2.50 - 1.20 - --
Opening 1 -- 4.00 8.00 4.00 - - 3.00 --
Segment 2 -- 8.00 16.25 8.25 8.00 0.36 - --
Wall 7-2 Seg 3 67.25 16.25 23.50 7.25 7.00 1.24 - 2 2
Wall 7-3 Seg 3 61.25 16.75 26.75 10.00 9.75 0.90 - 2 2
Wall 7-4 NSW 61.75 23.50 27.00 3.50 0.00 2.57 - 2 2
Level 1
Line 7 4 65.27 0.00 27.00 27.00 33.00 - 9.00 --
Wall 7-1 FT 4 67.25 0.00 12.25 12.25 12.25 - - 2 2
Segment 1 -- 0.00 3.25 3.25 3.00 0.92 - --
Opening 1 -- 3.25 9.75 6.50 - - 3.00 --
Segment 2 -- 9.75 12.25 2.50 - 1.20 - --
Wall 7-2 NSW 66.25 12.25 16.25 4.00 0.00 1.00 - 2 2
Wall 7-3 Seg 4 67.25 16.25 23.50 7.25 7.00 1.24 - 2 2
Wall 7-4 Seg 4 61.25 16.75 26.75 10.00 9.75 0.90 - 2 2
Wall 7-5 Seg 4 65.75 23.50 27.00 3.50 3.25 2.57 - 2 2
East-west Type Wall Location Extent [ft]Length FHS Aspect Height Studs
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft] W E
Line A
Level 3
Line A 3 1.83 1.25 65.75 64.50 41.00 - 8.00 --
Wall A-1 Seg 3 3.00 1.25 13.75 12.50 12.25 0.64 - 2 2
Wall A-2 NSW 3.00 13.75 16.25 2.50 0.00 3.20 - 2 2
Wall A-3 NSW 0.00 16.25 25.50 9.25 0.00 0.86 - 2 2
Wall A-4 Seg 3 0.00 25.50 41.50 16.00 15.75 0.50 - 2 2
Wall A-5 NSW 0.00 41.50 50.75 9.25 0.00 0.86 - 2 2
Wall A-6 NSW 3.00 50.75 53.25 2.50 0.00 3.20 - 2 2
Wall A-7 Seg 3 3.00 53.25 65.75 12.50 12.25 0.64 - 2 2
Level 2
Line A 3 0.98 1.25 65.75 64.50 37.11 - 9.00 --
Wall A-1 Prf 3 1.50 1.25 16.25 15.00 10.56 - - 2 2
Segment 1 -- 1.25 5.25 4.00 3.56 2.25 - --
Opening 1 -- 5.25 9.25 4.00 4.00 - 3.00 --
Segment 2 -- 9.25 16.25 7.00 7.00 1.29 - --
Wall A-2 NSW 0.00 16.25 25.50 9.25 0.00 0.97 - 2 2
Wall A-3 Seg 3 0.00 25.50 41.50 16.00 15.75 0.56 - 2 2
Wall A-4 NSW 0.00 41.50 50.75 9.25 0.00 0.97 - 2 2
Wall A-5 Prf 3 1.50 50.75 65.75 15.00 10.56 - - 2 2
Segment 1 -- 50.75 57.75 7.00 7.00 1.29 - --
Opening 1 -- 57.75 61.75 4.00 4.00 - 3.00 --
Segment 2 -- 61.75 65.75 4.00 3.56 2.25 - --
Level 1
Line A 1 0.00 0.00 67.25 67.25 26.50 - 9.00 --
Wall A-1 Seg 1 0.00 0.00 13.25 13.25 13.00 0.68 - 2 2
Wall A-2 NSW 5.75 31.25 35.50 4.25 0.00 2.00 - 2 2
Wall A-3 Seg 1 0.00 54.00 67.25 13.25 13.00 0.68 - 2 2
Line B
Level 2
Line B 11.00 0.00 67.25 67.25 0.00 - 9.00 --
Wall B-1 NSW 16.25 0.00 1.25 1.25 0.00 1.00 - 2 2
Wall B-2 NSW 16.25 65.75 67.25 1.50 0.00 1.00 - 2 2
Level 1
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Line B 1 11.78 0.00 67.25 67.25 20.00 - 9.00 --
Wall B-1 NSW 12.25 0.00 1.00 1.00 0.00 1.00 - 2 2
Wall B-2 Seg 1 12.00 0.00 7.75 7.75 7.50 1.16 - 2 2
Wall B-3 NSW 16.25 0.00 1.00 1.00 0.00 1.00 - 2 2
Wall B-4 NSW 11.00 13.25 31.25 18.00 0.00 0.50 - 2 2
Wall B-5 Seg 1 11.00 35.50 40.00 4.50 4.25 2.00 - 2 2
Wall B-6 NSW 11.00 40.00 54.00 14.00 0.00 0.64 - 2 2
Wall B-7 Seg 1 12.00 59.50 67.25 7.75 7.50 1.16 - 2 2
Wall B-8 NSW 16.25 66.25 67.25 1.00 0.00 1.00 - 2 2
Wall B-9 NSW 12.25 66.25 67.25 1.00 0.00 1.00 - 2 2
Line C
Level 3
Line C 17.25 1.25 65.75 64.50 0.00 - 8.00 --
Wall C-1 NSW 17.25 1.25 5.25 4.00 0.00 1.00 - 2 2
Wall C-2 NSW 17.25 61.75 65.75 4.00 0.00 1.00 - 2 2
Line D
Level 3
Line D 3 25.00 5.25 61.75 56.50 21.50 - 8.00 --
Wall D-1 NSW 27.00 5.25 13.25 8.00 0.00 1.00 - 2 2
Wall D-2 NSW 25.00 13.25 16.25 3.00 0.00 2.67 - 2 2
Wall D-3 Prf 3 25.00 16.25 50.75 34.50 21.50 - - 2 2
Segment 1 -- 16.25 24.50 8.25 8.25 0.97 - --
Opening 1 -- 24.50 31.00 6.50 6.50 - 3.00 --
Segment 2 -- 31.00 36.00 5.00 5.00 1.60 - --
Opening 2 -- 36.00 42.50 6.50 6.50 - 3.00 --
Segment 3 -- 42.50 50.75 8.25 8.25 0.97 - --
Wall D-4 NSW 25.00 50.75 53.75 3.00 0.00 2.67 - 2 2
Wall D-5 NSW 27.00 53.75 61.75 8.00 0.00 1.00 - 2 2
Level 2
Line D 3 25.48 0.00 67.25 67.25 41.25 - 9.00 --
Wall D-1 Seg 3 23.50 0.00 5.25 5.25 5.00 1.71 - 2 2
Wall D-2 NSW 27.00 5.25 13.25 8.00 0.00 1.12 - 2 2
Wall D-3 Prf 3 26.00 13.25 53.75 40.50 30.50 - - 2 2
Segment 1 -- 13.25 21.50 8.25 8.25 1.09 - --
Opening 1 -- 21.50 26.50 5.00 5.00 - 3.00 --
Segment 2 -- 26.50 40.50 14.00 14.00 0.64 - --
Opening 2 -- 40.50 45.50 5.00 5.00 - 3.00 --
Segment 3 -- 45.50 53.75 8.25 8.25 1.09 - --
Wall D-4 NSW 27.00 53.75 61.75 8.00 0.00 1.12 - 2 2
Wall D-5 Seg 3 23.50 61.75 67.25 5.50 5.25 1.64 - 2 2
Level 1
Line D 23.50 0.00 67.25 67.25 0.00 - 9.00 --
Wall D-1 NSW 23.50 0.00 1.50 1.50 0.00 1.00 - 2 2
Wall D-2 NSW 23.50 65.75 67.25 1.50 0.00 1.00 - 2 2
Line E
Level 1
Line E 1 32.00 9.75 57.50 47.75 34.00 - 9.00 --
Wall E-1 NSW 27.00 1.50 9.75 8.25 0.00 2.12 - 2 2
Wall E-2 NSW 32.00 9.75 16.50 6.75 0.00 1.33 - 2 2
Wall E-3 Seg 1 32.00 16.50 50.75 34.25 34.00 0.26 - 2 2
Wall E-4 NSW 32.00 50.75 57.50 6.75 0.00 1.33 - 2 2
Wall E-5 NSW 27.00 57.50 65.75 8.25 0.00 2.12 - 2 2
Legend:
Type – Seg: Segmented, Prf: Perforated, FT: FTAO (force transfer around openings), NSW: Non-shearwall, NW: Non-wood/Proprietary, ND: Not
designed
Location – Position in structure perpendicular to wall
Length – Shear line: Distance between exterior perpendicular walls defining the shear line extent
Wall, segment, or opening: End-to-end length of the element
FHS – Depending on element, shows different definitions of full-height sheathing length (FHS):
Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear-resisting FHS
Individual wall segments or walls without openings: Distance between hold-downs beff
Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6
Aspect Ratio – Ratio of wall height to segment length (h/b); for FTAO walls, the aspect ratio of the central pier
Wall Group – Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall.
If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design.
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Loads
WIND SHEAR LOADS (overlapping loads combined)
Level 3 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Accum. W Min W->E Wind Line 3.00 10.00 40.0 53.9
Accum. W Min W->E Wind Line 3.00 10.00 40.0 53.9
Accum. W 2 W->E Wind Line 3.00 10.00 45.8 35.4
Accum. W 2 W->E Wind Line 3.00 10.00 45.8 35.4
Accum. W 1 W->E Wind Line 3.00 10.00 61.0 47.2
Accum. W 1 W->E Wind Line 3.00 10.00 61.0 47.2
Accum. W 2 W->E Wind Line 27.00 29.75 -2.0 0.0
Accum. W 2 W->E Wind Line 27.00 29.75 -2.0 0.0
Accum. W 1 W->E Wind Line 27.00 29.75 -2.7 0.0
Accum. W Min W->E Wind Line 27.00 29.75 2.7 0.0
Accum. W 1 W->E Wind Line 27.00 29.75 -2.7 0.0
Accum. W Min W->E Wind Line 27.00 29.75 2.7 0.0
Accum. E 1 W->E Lee Line 3.00 10.12 68.8 115.2
Accum. E 2 W->E Lee Line 3.00 10.12 51.6 86.4
Accum. E 2 W->E Lee Line 3.00 10.12 51.6 86.4
Accum. E 1 W->E Lee Line 3.00 10.12 68.8 115.2
Accum. E Min W->E Lee Line 3.00 10.12 39.7 53.9
Accum. E Min W->E Lee Line 3.00 10.12 39.7 53.9
Accum. E Min W->E Lee Line 27.00 29.75 2.7 0.0
Accum. E 1 W->E Lee Line 27.00 29.75 8.6 0.0
Accum. E 2 W->E Lee Line 27.00 29.75 6.4 0.0
Accum. E Min W->E Lee Line 27.00 29.75 2.7 0.0
Accum. E 2 W->E Lee Line 27.00 29.75 6.4 0.0
Accum. E 1 W->E Lee Line 27.00 29.75 8.6 0.0
Accum. W Min E->W Lee Line 3.00 10.00 40.0 53.9
Accum. W 1 E->W Lee Line 3.00 10.00 69.7 115.3
Accum. W 1 E->W Lee Line 3.00 10.00 69.7 115.3
Accum. W 2 E->W Lee Line 3.00 10.00 52.2 86.5
Accum. W 2 E->W Lee Line 3.00 10.00 52.2 86.5
Accum. W Min E->W Lee Line 3.00 10.00 40.0 53.9
Accum. W 2 E->W Lee Line 27.00 29.75 6.4 0.0
Accum. W Min E->W Lee Line 27.00 29.75 2.7 0.0
Accum. W 1 E->W Lee Line 27.00 29.75 8.6 0.0
Accum. W Min E->W Lee Line 27.00 29.75 2.7 0.0
Accum. W 1 E->W Lee Line 27.00 29.75 8.6 0.0
Accum. W 2 E->W Lee Line 27.00 29.75 6.4 0.0
Accum. E 1 E->W Wind Line 3.00 10.12 61.3 47.2
Accum. E 1 E->W Wind Line 3.00 10.12 61.3 47.2
Accum. E 2 E->W Wind Line 3.00 10.12 46.0 35.4
Accum. E 2 E->W Wind Line 3.00 10.12 46.0 35.4
Accum. E Min E->W Wind Line 3.00 10.12 39.7 53.9
Accum. E Min E->W Wind Line 3.00 10.12 39.7 53.9
Accum. E 1 E->W Wind Line 27.00 29.75 -2.7 0.0
Accum. E 1 E->W Wind Line 27.00 29.75 -2.7 0.0
Accum. E Min E->W Wind Line 27.00 29.75 2.7 0.0
Accum. E Min E->W Wind Line 27.00 29.75 2.7 0.0
Accum. E 2 E->W Wind Line 27.00 29.75 -2.0 0.0
Accum. E 2 E->W Wind Line 27.00 29.75 -2.0 0.0
Accum. S 2 S->N Wind Line 10.75 16.25 44.7 44.7
Accum. S 2 S->N Wind Line 10.75 16.25 44.7 44.7
Accum. S 1 S->N Wind Line 10.75 16.25 59.6 59.6
Accum. S Min S->N Wind Line 10.75 16.25 41.5
Accum. S Min S->N Wind Line 10.75 16.25 41.5
Accum. S 1 S->N Wind Line 10.75 16.25 59.6 59.6
Accum. S 1 S->N Wind Line 16.25 20.25 59.6 59.5
Accum. S 1 S->N Wind Line 16.25 20.25 59.6 59.5
Accum. S Min S->N Wind Line 16.25 20.25 41.5
Accum. S 2 S->N Wind Line 16.25 20.25 44.7 44.6
Accum. S Min S->N Wind Line 16.25 20.25 41.5
Accum. S 2 S->N Wind Line 16.25 20.25 44.7 44.6
Accum. S 1 S->N Wind Line 50.75 56.25 59.7 59.7
Accum. S Min S->N Wind Line 50.75 56.25 41.3
Accum. S Min S->N Wind Line 50.75 56.25 41.3
Accum. S 2 S->N Wind Line 50.75 56.25 44.8 44.8
Accum. S 1 S->N Wind Line 50.75 56.25 59.7 59.7
Accum. S 2 S->N Wind Line 50.75 56.25 44.8 44.8
Accum. S 2 S->N Wind Line 56.25 58.88 44.8
Accum. S 1 S->N Wind Line 56.25 58.88 59.7
Accum. S Min S->N Wind Line 56.25 58.88 41.3
Accum.S Min S->N Wind Line 56.25 58.88 41.3
7
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Accum.S 1 S->N Wind Line 56.25 58.88 59.7
Accum. S 2 S->N Wind Line 56.25 58.88 44.8
Accum. N 1 S->N Lee Line 10.75 13.25 73.4 73.5
Accum. N 2 S->N Lee Line 10.75 13.25 55.1 55.1
Accum. N 1 S->N Lee Line 10.75 13.25 73.4 73.5
Accum. N Min S->N Lee Line 10.75 13.25 41.5
Accum. N Min S->N Lee Line 10.75 13.25 41.5
Accum. N 2 S->N Lee Line 10.75 13.25 55.1 55.1
Accum. N Min S->N Lee Line 13.25 20.25 41.5
Accum. N Min S->N Lee Line 13.25 20.25 41.5
Accum. N 1 S->N Lee Line 13.25 20.25 76.7 76.8
Accum. N 2 S->N Lee Line 13.25 20.25 57.5 57.6
Accum. N 2 S->N Lee Line 13.25 20.25 57.5 57.6
Accum. N 1 S->N Lee Line 13.25 20.25 76.7 76.8
Accum. N 2 S->N Lee Line 53.75 56.25 55.1 55.0
Accum. N 1 S->N Lee Line 53.75 56.25 73.4 73.4
Accum. N Min S->N Lee Line 53.75 56.25 41.3
Accum. N Min S->N Lee Line 53.75 56.25 41.3
Accum. N 1 S->N Lee Line 53.75 56.25 73.4 73.4
Accum. N 2 S->N Lee Line 53.75 56.25 55.1 55.0
Accum. N 1 S->N Lee Line 56.25 58.88 73.4
Accum. N Min S->N Lee Line 56.25 58.88 41.3
Accum. N 1 S->N Lee Line 56.25 58.88 73.4
Accum. N 2 S->N Lee Line 56.25 58.88 55.0
Accum. N Min S->N Lee Line 56.25 58.88 41.3
Accum. N 2 S->N Lee Line 56.25 58.88 55.0
Accum. S 1 N->S Lee Line 10.75 16.25 73.4 73.5
Accum. S Min N->S Lee Line 10.75 16.25 41.5
Accum. S 1 N->S Lee Line 10.75 16.25 73.4 73.5
Accum. S 2 N->S Lee Line 10.75 16.25 55.1 55.1
Accum. S 2 N->S Lee Line 10.75 16.25 55.1 55.1
Accum. S Min N->S Lee Line 10.75 16.25 41.5
Accum. S 1 N->S Lee Line 16.25 20.25 76.7 76.8
Accum. S Min N->S Lee Line 16.25 20.25 41.5
Accum. S 1 N->S Lee Line 16.25 20.25 76.7 76.8
Accum. S 2 N->S Lee Line 16.25 20.25 57.5 57.6
Accum. S 2 N->S Lee Line 16.25 20.25 57.5 57.6
Accum. S Min N->S Lee Line 16.25 20.25 41.5
Accum. S Min N->S Lee Line 50.75 56.25 41.3
Accum. S 2 N->S Lee Line 50.75 56.25 55.1 55.0
Accum. S 2 N->S Lee Line 50.75 56.25 55.1 55.0
Accum. S Min N->S Lee Line 50.75 56.25 41.3
Accum. S 1 N->S Lee Line 50.75 56.25 73.5 73.4
Accum. S 1 N->S Lee Line 50.75 56.25 73.5 73.4
Accum. S 1 N->S Lee Line 56.25 58.88 73.4
Accum. S 1 N->S Lee Line 56.25 58.88 73.4
Accum. S Min N->S Lee Line 56.25 58.88 41.3
Accum. S 2 N->S Lee Line 56.25 58.88 55.0
Accum. S Min N->S Lee Line 56.25 58.88 41.3
Accum. S 2 N->S Lee Line 56.25 58.88 55.0
Accum. N 2 N->S Wind Line 10.75 13.25 44.7 44.7
Accum. N Min N->S Wind Line 10.75 13.25 41.5
Accum. N 2 N->S Wind Line 10.75 13.25 44.7 44.7
Accum. N 1 N->S Wind Line 10.75 13.25 59.6 59.6
Accum. N 1 N->S Wind Line 10.75 13.25 59.6 59.6
Accum. N Min N->S Wind Line 10.75 13.25 41.5
Accum. N 1 N->S Wind Line 13.25 20.25 59.6 59.5
Accum. N 2 N->S Wind Line 13.25 20.25 44.7 44.6
Accum. N 2 N->S Wind Line 13.25 20.25 44.7 44.6
Accum. N Min N->S Wind Line 13.25 20.25 41.5
Accum. N 1 N->S Wind Line 13.25 20.25 59.6 59.5
Accum. N Min N->S Wind Line 13.25 20.25 41.5
Accum. N 1 N->S Wind Line 53.75 56.25 59.7 59.7
Accum. N 2 N->S Wind Line 53.75 56.25 44.8 44.8
Accum. N Min N->S Wind Line 53.75 56.25 41.3
Accum. N 2 N->S Wind Line 53.75 56.25 44.8 44.8
Accum. N 1 N->S Wind Line 53.75 56.25 59.7 59.7
Accum. N Min N->S Wind Line 53.75 56.25 41.3
Accum. N 1 N->S Wind Line 56.25 58.88 59.7
Accum. N 1 N->S Wind Line 56.25 58.88 59.7
Accum. N Min N->S Wind Line 56.25 58.88 41.3
Accum. N 2 N->S Wind Line 56.25 58.88 44.8
Accum. N 2 N->S Wind Line 56.25 58.88 44.8
Accum. N Min N->S Wind Line 56.25 58.88 41.3
Block 1 W 1 W->E Wind Line 0.50 3.00 66.0 61.0
Block 1 W Min W->E Wind Line 0.50 3.00 35.0 40.0
8
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 W 1 W->E Wind Line 0.50 3.00 66.0 61.0
Block 1 W Min W->E Wind Line 0.50 3.00 35.0 40.0
Block 1 W 2 W->E Wind Line 0.50 3.00 49.5 45.8
Block 1 W 2 W->E Wind Line 0.50 3.00 49.5 45.8
Block 1 W 1 W->E Wind Line 10.00 13.62 47.2 47.1
Block 1 W Min W->E Wind Line 10.00 13.62 53.9
Block 1 W 2 W->E Wind Line 10.00 13.62 35.4 35.4
Block 1 W 1 W->E Wind Line 10.00 13.62 47.2 47.1
Block 1 W Min W->E Wind Line 10.00 13.62 53.9
Block 1 W 2 W->E Wind Line 10.00 13.62 35.4 35.4
Block 1 W 2 W->E Wind Line 17.25 19.50 40.7 44.1
Block 1 W Min W->E Wind Line 17.25 19.50 46.7 42.2
Block 1 W 2 W->E Wind Line 17.25 19.50 40.7 44.1
Block 1 W 1 W->E Wind Line 17.25 19.50 54.3 58.8
Block 1 W 1 W->E Wind Line 17.25 19.50 54.3 58.8
Block 1 W Min W->E Wind Line 17.25 19.50 46.7 42.2
Block 1 W Min W->E Wind Line 19.50 25.00 42.2 36.7
Block 1 W 1 W->E Wind Line 19.50 25.00 58.8 64.3
Block 1 W Min W->E Wind Line 19.50 25.00 42.2 36.7
Block 1 W 1 W->E Wind Line 19.50 25.00 58.8 64.3
Block 1 W 2 W->E Wind Line 19.50 25.00 44.1 48.2
Block 1 W 2 W->E Wind Line 19.50 25.00 44.1 48.2
Block 1 E 1 W->E Lee Line 25.00 27.00 102.8 96.6
Block 1 E 2 W->E Lee Line 25.00 27.00 77.1 72.5
Block 1 E Min W->E Lee Line 25.00 27.00 68.7 66.7
Block 1 E 2 W->E Lee Line 25.00 27.00 77.1 72.5
Block 1 E 1 W->E Lee Line 25.00 27.00 102.8 96.6
Block 1 E Min W->E Lee Line 25.00 27.00 68.7 66.7
Block 1 W 1 E->W Lee Line 0.50 3.00 45.0 61.3
Block 1 W 1 E->W Lee Line 0.50 3.00 45.0 61.3
Block 1 W Min E->W Lee Line 0.50 3.00 35.0 40.0
Block 1 W Min E->W Lee Line 0.50 3.00 35.0 40.0
Block 1 W 2 E->W Lee Line 0.50 3.00 33.8 46.0
Block 1 W 2 E->W Lee Line 0.50 3.00 33.8 46.0
Block 1 W 2 E->W Lee Line 10.00 13.62 86.5 85.7
Block 1 W 1 E->W Lee Line 10.00 13.62 115.3 114.2
Block 1 W Min E->W Lee Line 10.00 13.62 53.9
Block 1 W 2 E->W Lee Line 10.00 13.62 86.5 85.7
Block 1 W Min E->W Lee Line 10.00 13.62 53.9
Block 1 W 1 E->W Lee Line 10.00 13.62 115.3 114.2
Block 1 W Min E->W Lee Line 17.25 19.50 46.7 42.2
Block 1 W 1 E->W Lee Line 17.25 19.50 90.6 75.9
Block 1 W 1 E->W Lee Line 17.25 19.50 90.6 75.9
Block 1 W 2 E->W Lee Line 17.25 19.50 67.9 57.0
Block 1 W 2 E->W Lee Line 17.25 19.50 67.9 57.0
Block 1 W Min E->W Lee Line 17.25 19.50 46.7 42.2
Block 1 W Min E->W Lee Line 19.50 25.00 42.2 36.7
Block 1 W 1 E->W Lee Line 19.50 25.00 75.9 58.8
Block 1 W 2 E->W Lee Line 19.50 25.00 57.0 44.1
Block 1 W Min E->W Lee Line 19.50 25.00 42.2 36.7
Block 1 W 2 E->W Lee Line 19.50 25.00 57.0 44.1
Block 1 W 1 E->W Lee Line 19.50 25.00 75.9 58.8
Block 1 E 1 E->W Wind Line 25.00 27.00 133.2 135.2
Block 1 E 2 E->W Wind Line 25.00 27.00 99.9 101.4
Block 1 E Min E->W Wind Line 25.00 27.00 68.7 66.7
Block 1 E 1 E->W Wind Line 25.00 27.00 133.2 135.2
Block 1 E Min E->W Wind Line 25.00 27.00 68.7 66.7
Block 1 E 2 E->W Wind Line 25.00 27.00 99.9 101.4
Block 1 S 1 S->N Wind Line -1.25 1.25 0.0 -2.5
Block 1 S 2 S->N Wind Line -1.25 1.25 0.0 -1.9
Block 1 S Min S->N Wind Line -1.25 1.25 0.0 2.5
Block 1 S Min S->N Wind Line -1.25 1.25 0.0 2.5
Block 1 S 2 S->N Wind Line -1.25 1.25 0.0 -1.9
Block 1 S 1 S->N Wind Line -1.25 1.25 0.0 -2.5
Block 1 S 1 S->N Wind Line 1.25 8.25 66.5 59.6
Block 1 S Min S->N Wind Line 1.25 8.25 34.5 41.5
Block 1 S 2 S->N Wind Line 1.25 8.25 49.9 44.7
Block 1 S Min S->N Wind Line 1.25 8.25 34.5 41.5
Block 1 S 1 S->N Wind Line 1.25 8.25 66.5 59.6
Block 1 S 2 S->N Wind Line 1.25 8.25 49.9 44.7
Block 1 S 1 S->N Wind Line 8.25 10.75 59.6
Block 1 S 2 S->N Wind Line 8.25 10.75 44.7
Block 1 S Min S->N Wind Line 8.25 10.75 41.5
Block 1 S 2 S->N Wind Line 8.25 10.75 44.7
Block 1 S 1 S->N Wind Line 8.25 10.75 59.6
Block 1 S Min S->N Wind Line 8.25 10.75 41.5
Block 1 S 1 S->N Wind Line 20.25 26.88 59.5 52.9
9
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 S 2 S->N Wind Line 20.25 26.88 44.6 39.7
Block 1 S Min S->N Wind Line 20.25 26.88 41.5 48.1
Block 1 S 2 S->N Wind Line 20.25 26.88 44.6 39.7
Block 1 S 1 S->N Wind Line 20.25 26.88 59.5 52.9
Block 1 S Min S->N Wind Line 20.25 26.88 41.5 48.1
Block 1 N Min S->N Lee Line -1.25 1.25 0.0 2.5
Block 1 N 2 S->N Lee Line -1.25 1.25 0.0 6.4
Block 1 N 2 S->N Lee Line -1.25 1.25 0.0 6.4
Block 1 N 1 S->N Lee Line -1.25 1.25 0.0 8.5
Block 1 N Min S->N Lee Line -1.25 1.25 0.0 2.5
Block 1 N 1 S->N Lee Line -1.25 1.25 0.0 8.5
Block 1 N 1 S->N Lee Line 1.25 5.25 49.6 63.2
Block 1 N Min S->N Lee Line 1.25 5.25 34.5 38.5
Block 1 N Min S->N Lee Line 1.25 5.25 34.5 38.5
Block 1 N 2 S->N Lee Line 1.25 5.25 37.2 47.4
Block 1 N 1 S->N Lee Line 1.25 5.25 49.6 63.2
Block 1 N 2 S->N Lee Line 1.25 5.25 37.2 47.4
Block 1 N 2 S->N Lee Line 5.25 8.25 47.4 55.1
Block 1 N Min S->N Lee Line 5.25 8.25 38.5 41.5
Block 1 N Min S->N Lee Line 5.25 8.25 38.5 41.5
Block 1 N 1 S->N Lee Line 5.25 8.25 63.2 73.4
Block 1 N 1 S->N Lee Line 5.25 8.25 63.2 73.4
Block 1 N 2 S->N Lee Line 5.25 8.25 47.4 55.1
Block 1 N 1 S->N Lee Line 8.25 10.75 73.4
Block 1 N Min S->N Lee Line 8.25 10.75 41.5
Block 1 N 1 S->N Lee Line 8.25 10.75 73.4
Block 1 N 2 S->N Lee Line 8.25 10.75 55.1
Block 1 N Min S->N Lee Line 8.25 10.75 41.5
Block 1 N 2 S->N Lee Line 8.25 10.75 55.1
Block 1 N 2 S->N Lee Line 20.25 26.88 57.6 74.6
Block 1 N Min S->N Lee Line 20.25 26.88 41.5 48.1
Block 1 N 2 S->N Lee Line 20.25 26.88 57.6 74.6
Block 1 N 1 S->N Lee Line 20.25 26.88 76.8 99.5
Block 1 N Min S->N Lee Line 20.25 26.88 41.5 48.1
Block 1 N 1 S->N Lee Line 20.25 26.88 76.8 99.5
Block 1 S 2 N->S Lee Line -1.25 1.25 0.0 6.4
Block 1 S Min N->S Lee Line -1.25 1.25 0.0 2.5
Block 1 S 2 N->S Lee Line -1.25 1.25 0.0 6.4
Block 1 S 1 N->S Lee Line -1.25 1.25 0.0 8.5
Block 1 S Min N->S Lee Line -1.25 1.25 0.0 2.5
Block 1 S 1 N->S Lee Line -1.25 1.25 0.0 8.5
Block 1 S 2 N->S Lee Line 1.25 8.25 37.2 55.1
Block 1 S 1 N->S Lee Line 1.25 8.25 49.6 73.4
Block 1 S Min N->S Lee Line 1.25 8.25 34.5 41.5
Block 1 S 2 N->S Lee Line 1.25 8.25 37.2 55.1
Block 1 S 1 N->S Lee Line 1.25 8.25 49.6 73.4
Block 1 S Min N->S Lee Line 1.25 8.25 34.5 41.5
Block 1 S Min N->S Lee Line 8.25 10.75 41.5
Block 1 S Min N->S Lee Line 8.25 10.75 41.5
Block 1 S 1 N->S Lee Line 8.25 10.75 73.4
Block 1 S 2 N->S Lee Line 8.25 10.75 55.1
Block 1 S 2 N->S Lee Line 8.25 10.75 55.1
Block 1 S 1 N->S Lee Line 8.25 10.75 73.4
Block 1 S 1 N->S Lee Line 20.25 26.88 76.8 99.5
Block 1 S Min N->S Lee Line 20.25 26.88 41.5 48.1
Block 1 S 2 N->S Lee Line 20.25 26.88 57.6 74.6
Block 1 S 2 N->S Lee Line 20.25 26.88 57.6 74.6
Block 1 S 1 N->S Lee Line 20.25 26.88 76.8 99.5
Block 1 S Min N->S Lee Line 20.25 26.88 41.5 48.1
Block 1 N 2 N->S Wind Line -1.25 1.25 0.0 -1.9
Block 1 N 1 N->S Wind Line -1.25 1.25 0.0 -2.5
Block 1 N 1 N->S Wind Line -1.25 1.25 0.0 -2.5
Block 1 N Min N->S Wind Line -1.25 1.25 0.0 2.5
Block 1 N 2 N->S Wind Line -1.25 1.25 0.0 -1.9
Block 1 N Min N->S Wind Line -1.25 1.25 0.0 2.5
Block 1 N 2 N->S Wind Line 1.25 5.25 49.9 46.9
Block 1 N 1 N->S Wind Line 1.25 5.25 66.5 62.5
Block 1 N 1 N->S Wind Line 1.25 5.25 66.5 62.5
Block 1 N Min N->S Wind Line 1.25 5.25 34.5 38.5
Block 1 N 2 N->S Wind Line 1.25 5.25 49.9 46.9
Block 1 N Min N->S Wind Line 1.25 5.25 34.5 38.5
Block 1 N Min N->S Wind Line 5.25 8.25 38.5 41.5
Block 1 N 2 N->S Wind Line 5.25 8.25 46.9 44.7
Block 1 N 1 N->S Wind Line 5.25 8.25 62.5 59.6
Block 1 N 2 N->S Wind Line 5.25 8.25 46.9 44.7
Block 1 N 1 N->S Wind Line 5.25 8.25 62.5 59.6
Block 1 N Min N->S Wind Line 5.25 8.25 38.5 41.5
10
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 N 1 N->S Wind Line 8.25 10.75 59.6
Block 1 N Min N->S Wind Line 8.25 10.75 41.5
Block 1 N 1 N->S Wind Line 8.25 10.75 59.6
Block 1 N Min N->S Wind Line 8.25 10.75 41.5
Block 1 N 2 N->S Wind Line 8.25 10.75 44.7
Block 1 N 2 N->S Wind Line 8.25 10.75 44.7
Block 1 N 1 N->S Wind Line 20.25 26.88 59.5 52.9
Block 1 N Min N->S Wind Line 20.25 26.88 41.5 48.1
Block 1 N 1 N->S Wind Line 20.25 26.88 59.5 52.9
Block 1 N Min N->S Wind Line 20.25 26.88 41.5 48.1
Block 1 N 2 N->S Wind Line 20.25 26.88 44.6 39.7
Block 1 N 2 N->S Wind Line 20.25 26.88 44.6 39.7
Block 2 W 2 W->E Wind Line -2.50 0.00 0.0 -1.9
Block 2 W Min W->E Wind Line -2.50 0.00 0.0 2.5
Block 2 W 2 W->E Wind Line -2.50 0.00 0.0 -1.9
Block 2 W 1 W->E Wind Line -2.50 0.00 0.0 -2.5
Block 2 W Min W->E Wind Line -2.50 0.00 0.0 2.5
Block 2 W 1 W->E Wind Line -2.50 0.00 0.0 -2.5
Block 2 W 1 W->E Wind Line 0.00 0.50 66.5 66.0
Block 2 W 2 W->E Wind Line 0.00 0.50 49.9 49.5
Block 2 W 2 W->E Wind Line 0.00 0.50 49.9 49.5
Block 2 W Min W->E Wind Line 0.00 0.50 34.5 35.0
Block 2 W 1 W->E Wind Line 0.00 0.50 66.5 66.0
Block 2 W Min W->E Wind Line 0.00 0.50 34.5 35.0
Block 2 W 1 W->E Wind Line 13.62 17.25 47.1 54.3
Block 2 W Min W->E Wind Line 13.62 17.25 53.9 46.7
Block 2 W 1 W->E Wind Line 13.62 17.25 47.1 54.3
Block 2 W 2 W->E Wind Line 13.62 17.25 35.4 40.7
Block 2 W Min W->E Wind Line 13.62 17.25 53.9 46.7
Block 2 W 2 W->E Wind Line 13.62 17.25 35.4 40.7
Block 2 E 1 W->E Lee Line -2.50 0.00 0.0 7.8
Block 2 E Min W->E Lee Line -2.50 0.00 0.0 2.5
Block 2 E 1 W->E Lee Line -2.50 0.00 0.0 7.8
Block 2 E 2 W->E Lee Line -2.50 0.00 0.0 5.8
Block 2 E Min W->E Lee Line -2.50 0.00 0.0 2.5
Block 2 E 2 W->E Lee Line -2.50 0.00 0.0 5.8
Block 2 E Min W->E Lee Line 0.00 0.75 34.5 35.2
Block 2 E 1 W->E Lee Line 0.00 0.75 43.4 45.8
Block 2 E 2 W->E Lee Line 0.00 0.75 32.6 34.3
Block 2 E 1 W->E Lee Line 0.00 0.75 43.4 45.8
Block 2 E Min W->E Lee Line 0.00 0.75 34.5 35.2
Block 2 E 2 W->E Lee Line 0.00 0.75 32.6 34.3
Block 2 E Min W->E Lee Line 13.62 17.25 53.9 46.7
Block 2 E 1 W->E Lee Line 13.62 17.25 114.2 90.6
Block 2 E Min W->E Lee Line 13.62 17.25 53.9 46.7
Block 2 E 2 W->E Lee Line 13.62 17.25 85.7 67.9
Block 2 E 1 W->E Lee Line 13.62 17.25 114.2 90.6
Block 2 E 2 W->E Lee Line 13.62 17.25 85.7 67.9
Block 2 W 1 E->W Lee Line -2.50 0.00 0.0 7.8
Block 2 W 2 E->W Lee Line -2.50 0.00 0.0 5.8
Block 2 W Min E->W Lee Line -2.50 0.00 0.0 2.5
Block 2 W Min E->W Lee Line -2.50 0.00 0.0 2.5
Block 2 W 2 E->W Lee Line -2.50 0.00 0.0 5.8
Block 2 W 1 E->W Lee Line -2.50 0.00 0.0 7.8
Block 2 W 2 E->W Lee Line 0.00 0.50 32.6 33.8
Block 2 W 1 E->W Lee Line 0.00 0.50 43.4 45.0
Block 2 W 2 E->W Lee Line 0.00 0.50 32.6 33.8
Block 2 W 1 E->W Lee Line 0.00 0.50 43.4 45.0
Block 2 W Min E->W Lee Line 0.00 0.50 34.5 35.0
Block 2 W Min E->W Lee Line 0.00 0.50 34.5 35.0
Block 2 W 1 E->W Lee Line 13.62 17.25 114.2 90.6
Block 2 W 2 E->W Lee Line 13.62 17.25 85.7 67.9
Block 2 W 1 E->W Lee Line 13.62 17.25 114.2 90.6
Block 2 W Min E->W Lee Line 13.62 17.25 53.9 46.7
Block 2 W 2 E->W Lee Line 13.62 17.25 85.7 67.9
Block 2 W Min E->W Lee Line 13.62 17.25 53.9 46.7
Block 2 E 1 E->W Wind Line -2.50 0.00 0.0 -2.5
Block 2 E 1 E->W Wind Line -2.50 0.00 0.0 -2.5
Block 2 E Min E->W Wind Line -2.50 0.00 0.0 2.5
Block 2 E 2 E->W Wind Line -2.50 0.00 0.0 -1.9
Block 2 E 2 E->W Wind Line -2.50 0.00 0.0 -1.9
Block 2 E Min E->W Wind Line -2.50 0.00 0.0 2.5
Block 2 E Min E->W Wind Line 0.00 0.75 34.5 35.2
Block 2 E 2 E->W Wind Line 0.00 0.75 49.9 49.3
Block 2 E 2 E->W Wind Line 0.00 0.75 49.9 49.3
Block 2 E 1 E->W Wind Line 0.00 0.75 66.5 65.7
11
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 2 E Min E->W Wind Line 0.00 0.75 34.5 35.2
Block 2 E 1 E->W Wind Line 0.00 0.75 66.5 65.7
Block 2 E 2 E->W Wind Line 13.62 17.25 35.4 40.7
Block 2 E 1 E->W Wind Line 13.62 17.25 47.1 54.3
Block 2 E Min E->W Wind Line 13.62 17.25 53.9 46.7
Block 2 E Min E->W Wind Line 13.62 17.25 53.9 46.7
Block 2 E 1 E->W Wind Line 13.62 17.25 47.1 54.3
Block 2 E 2 E->W Wind Line 13.62 17.25 35.4 40.7
Block 2 S 2 S->N Wind Line 26.88 40.12 39.7
Block 2 S Min S->N Wind Line 26.88 40.12 48.1
Block 2 S 2 S->N Wind Line 26.88 40.12 39.7
Block 2 S Min S->N Wind Line 26.88 40.12 48.1
Block 2 S 1 S->N Wind Line 26.88 40.12 52.9
Block 2 S 1 S->N Wind Line 26.88 40.12 52.9
Block 2 S 2 S->N Wind Line 40.12 46.87 39.7 44.7
Block 2 S 1 S->N Wind Line 40.12 46.87 52.9 59.7
Block 2 S Min S->N Wind Line 40.12 46.87 48.1 41.3
Block 2 S 2 S->N Wind Line 40.12 46.87 39.7 44.7
Block 2 S 1 S->N Wind Line 40.12 46.87 52.9 59.7
Block 2 S Min S->N Wind Line 40.12 46.87 48.1 41.3
Block 2 N 1 S->N Lee Line 26.88 40.12 99.5
Block 2 N Min S->N Lee Line 26.88 40.12 48.1
Block 2 N 2 S->N Lee Line 26.88 40.12 74.6
Block 2 N Min S->N Lee Line 26.88 40.12 48.1
Block 2 N 2 S->N Lee Line 26.88 40.12 74.6
Block 2 N 1 S->N Lee Line 26.88 40.12 99.5
Block 2 N 2 S->N Lee Line 40.12 46.87 74.6 57.3
Block 2 N 1 S->N Lee Line 40.12 46.87 99.5 76.4
Block 2 N 1 S->N Lee Line 40.12 46.87 99.5 76.4
Block 2 N Min S->N Lee Line 40.12 46.87 48.1 41.3
Block 2 N Min S->N Lee Line 40.12 46.87 48.1 41.3
Block 2 N 2 S->N Lee Line 40.12 46.87 74.6 57.3
Block 2 S Min N->S Lee Line 26.88 40.12 48.1
Block 2 S 2 N->S Lee Line 26.88 40.12 74.6
Block 2 S 1 N->S Lee Line 26.88 40.12 99.5
Block 2 S 2 N->S Lee Line 26.88 40.12 74.6
Block 2 S Min N->S Lee Line 26.88 40.12 48.1
Block 2 S 1 N->S Lee Line 26.88 40.12 99.5
Block 2 S 1 N->S Lee Line 40.12 46.87 99.5 76.4
Block 2 S 2 N->S Lee Line 40.12 46.87 74.6 57.3
Block 2 S 2 N->S Lee Line 40.12 46.87 74.6 57.3
Block 2 S 1 N->S Lee Line 40.12 46.87 99.5 76.4
Block 2 S Min N->S Lee Line 40.12 46.87 48.1 41.3
Block 2 S Min N->S Lee Line 40.12 46.87 48.1 41.3
Block 2 N 1 N->S Wind Line 26.88 40.12 52.9
Block 2 N Min N->S Wind Line 26.88 40.12 48.1
Block 2 N 2 N->S Wind Line 26.88 40.12 39.7
Block 2 N Min N->S Wind Line 26.88 40.12 48.1
Block 2 N 2 N->S Wind Line 26.88 40.12 39.7
Block 2 N 1 N->S Wind Line 26.88 40.12 52.9
Block 2 N 2 N->S Wind Line 40.12 46.87 39.7 44.7
Block 2 N 2 N->S Wind Line 40.12 46.87 39.7 44.7
Block 2 N Min N->S Wind Line 40.12 46.87 48.1 41.3
Block 2 N Min N->S Wind Line 40.12 46.87 48.1 41.3
Block 2 N 1 N->S Wind Line 40.12 46.87 52.9 59.7
Block 2 N 1 N->S Wind Line 40.12 46.87 52.9 59.7
Block 3 W 2 W->E Wind Line 25.00 27.00 99.9 101.4
Block 3 W Min W->E Wind Line 25.00 27.00 68.7 66.7
Block 3 W Min W->E Wind Line 25.00 27.00 68.7 66.7
Block 3 W 1 W->E Wind Line 25.00 27.00 133.2 135.2
Block 3 W 1 W->E Wind Line 25.00 27.00 133.2 135.2
Block 3 W 2 W->E Wind Line 25.00 27.00 99.9 101.4
Block 3 E 2 W->E Lee Line 0.75 3.00 34.3 45.3
Block 3 E Min W->E Lee Line 0.75 3.00 35.2 39.7
Block 3 E Min W->E Lee Line 0.75 3.00 35.2 39.7
Block 3 E 2 W->E Lee Line 0.75 3.00 34.3 45.3
Block 3 E 1 W->E Lee Line 0.75 3.00 45.8 60.4
Block 3 E 1 W->E Lee Line 0.75 3.00 45.8 60.4
Block 3 E 1 W->E Lee Line 10.12 13.62 115.2 114.2
Block 3 E Min W->E Lee Line 10.12 13.62 53.9
Block 3 E Min W->E Lee Line 10.12 13.62 53.9
Block 3 E 2 W->E Lee Line 10.12 13.62 86.4 85.7
Block 3 E 1 W->E Lee Line 10.12 13.62 115.2 114.2
Block 3 E 2 W->E Lee Line 10.12 13.62 86.4 85.7
Block 3 E 1 W->E Lee Line 17.25 19.50 90.6 75.9
Block 3 E Min W->E Lee Line 17.25 19.50 46.7 42.2
12
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 3 E 2 W->E Lee Line 17.25 19.50 67.9 56.9
Block 3 E 1 W->E Lee Line 17.25 19.50 90.6 75.9
Block 3 E 2 W->E Lee Line 17.25 19.50 67.9 56.9
Block 3 E Min W->E Lee Line 17.25 19.50 46.7 42.2
Block 3 E 2 W->E Lee Line 19.50 25.00 56.9 44.1
Block 3 E 1 W->E Lee Line 19.50 25.00 75.9 58.8
Block 3 E Min W->E Lee Line 19.50 25.00 42.2 36.7
Block 3 E Min W->E Lee Line 19.50 25.00 42.2 36.7
Block 3 E 1 W->E Lee Line 19.50 25.00 75.9 58.8
Block 3 E 2 W->E Lee Line 19.50 25.00 56.9 44.1
Block 3 W Min E->W Lee Line 25.00 27.00 68.7 66.7
Block 3 W 2 E->W Lee Line 25.00 27.00 77.1 72.5
Block 3 W 2 E->W Lee Line 25.00 27.00 77.1 72.5
Block 3 W 1 E->W Lee Line 25.00 27.00 102.8 96.6
Block 3 W Min E->W Lee Line 25.00 27.00 68.7 66.7
Block 3 W 1 E->W Lee Line 25.00 27.00 102.8 96.6
Block 3 E 1 E->W Wind Line 0.75 3.00 65.7 61.3
Block 3 E 2 E->W Wind Line 0.75 3.00 49.3 46.0
Block 3 E Min E->W Wind Line 0.75 3.00 35.2 39.7
Block 3 E Min E->W Wind Line 0.75 3.00 35.2 39.7
Block 3 E 2 E->W Wind Line 0.75 3.00 49.3 46.0
Block 3 E 1 E->W Wind Line 0.75 3.00 65.7 61.3
Block 3 E 2 E->W Wind Line 10.12 13.62 35.4 35.4
Block 3 E Min E->W Wind Line 10.12 13.62 53.9
Block 3 E Min E->W Wind Line 10.12 13.62 53.9
Block 3 E 1 E->W Wind Line 10.12 13.62 47.2 47.1
Block 3 E 2 E->W Wind Line 10.12 13.62 35.4 35.4
Block 3 E 1 E->W Wind Line 10.12 13.62 47.2 47.1
Block 3 E Min E->W Wind Line 17.25 19.50 46.7 42.2
Block 3 E 2 E->W Wind Line 17.25 19.50 40.7 44.1
Block 3 E 1 E->W Wind Line 17.25 19.50 54.3 58.8
Block 3 E 1 E->W Wind Line 17.25 19.50 54.3 58.8
Block 3 E 2 E->W Wind Line 17.25 19.50 40.7 44.1
Block 3 E Min E->W Wind Line 17.25 19.50 46.7 42.2
Block 3 E 1 E->W Wind Line 19.50 25.00 58.8 64.3
Block 3 E 1 E->W Wind Line 19.50 25.00 58.8 64.3
Block 3 E Min E->W Wind Line 19.50 25.00 42.2 36.7
Block 3 E 2 E->W Wind Line 19.50 25.00 44.1 48.2
Block 3 E 2 E->W Wind Line 19.50 25.00 44.1 48.2
Block 3 E Min E->W Wind Line 19.50 25.00 42.2 36.7
Block 3 S Min S->N Wind Line 46.87 50.75 41.3
Block 3 S 1 S->N Wind Line 46.87 50.75 59.7 59.7
Block 3 S Min S->N Wind Line 46.87 50.75 41.3
Block 3 S 2 S->N Wind Line 46.87 50.75 44.7 44.8
Block 3 S 2 S->N Wind Line 46.87 50.75 44.7 44.8
Block 3 S 1 S->N Wind Line 46.87 50.75 59.7 59.7
Block 3 S Min S->N Wind Line 58.88 65.75 41.3 34.5
Block 3 S 1 S->N Wind Line 58.88 65.75 59.7 66.5
Block 3 S 2 S->N Wind Line 58.88 65.75 44.8 49.9
Block 3 S 1 S->N Wind Line 58.88 65.75 59.7 66.5
Block 3 S 2 S->N Wind Line 58.88 65.75 44.8 49.9
Block 3 S Min S->N Wind Line 58.88 65.75 41.3 34.5
Block 3 S 2 S->N Wind Line 65.75 68.25 -1.9 0.0
Block 3 S 2 S->N Wind Line 65.75 68.25 -1.9 0.0
Block 3 S Min S->N Wind Line 65.75 68.25 2.5 0.0
Block 3 S 1 S->N Wind Line 65.75 68.25 -2.5 0.0
Block 3 S Min S->N Wind Line 65.75 68.25 2.5 0.0
Block 3 S 1 S->N Wind Line 65.75 68.25 -2.5 0.0
Block 3 N Min S->N Lee Line 46.87 53.75 41.3
Block 3 N 1 S->N Lee Line 46.87 53.75 76.4 76.2
Block 3 N 1 S->N Lee Line 46.87 53.75 76.4 76.2
Block 3 N 2 S->N Lee Line 46.87 53.75 57.3 57.2
Block 3 N 2 S->N Lee Line 46.87 53.75 57.3 57.2
Block 3 N Min S->N Lee Line 46.87 53.75 41.3
Block 3 N 2 S->N Lee Line 58.88 61.75 55.0 47.7
Block 3 N 1 S->N Lee Line 58.88 61.75 73.4 63.6
Block 3 N Min S->N Lee Line 58.88 61.75 41.3 38.5
Block 3 N 1 S->N Lee Line 58.88 61.75 73.4 63.6
Block 3 N 2 S->N Lee Line 58.88 61.75 55.0 47.7
Block 3 N Min S->N Lee Line 58.88 61.75 41.3 38.5
Block 3 N 2 S->N Lee Line 61.75 65.75 47.7 37.5
Block 3 N Min S->N Lee Line 61.75 65.75 38.5 34.5
Block 3 N 1 S->N Lee Line 61.75 65.75 63.6 50.0
Block 3 N 1 S->N Lee Line 61.75 65.75 63.6 50.0
Block 3 N 2 S->N Lee Line 61.75 65.75 47.7 37.5
Block 3 N Min S->N Lee Line 61.75 65.75 38.5 34.5
Block 3 N Min S->N Lee Line 65.75 68.25 2.5 0.0
13
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 3 N 1 S->N Lee Line 65.75 68.25 8.5 0.0
Block 3 N 2 S->N Lee Line 65.75 68.25 6.4 0.0
Block 3 N 2 S->N Lee Line 65.75 68.25 6.4 0.0
Block 3 N 1 S->N Lee Line 65.75 68.25 8.5 0.0
Block 3 N Min S->N Lee Line 65.75 68.25 2.5 0.0
Block 3 S 1 N->S Lee Line 46.87 50.75 76.4 76.3
Block 3 S Min N->S Lee Line 46.87 50.75 41.3
Block 3 S 2 N->S Lee Line 46.87 50.75 57.3 57.2
Block 3 S 2 N->S Lee Line 46.87 50.75 57.3 57.2
Block 3 S Min N->S Lee Line 46.87 50.75 41.3
Block 3 S 1 N->S Lee Line 46.87 50.75 76.4 76.3
Block 3 S Min N->S Lee Line 58.88 65.75 41.3 34.5
Block 3 S 1 N->S Lee Line 58.88 65.75 73.4 50.0
Block 3 S Min N->S Lee Line 58.88 65.75 41.3 34.5
Block 3 S 1 N->S Lee Line 58.88 65.75 73.4 50.0
Block 3 S 2 N->S Lee Line 58.88 65.75 55.0 37.5
Block 3 S 2 N->S Lee Line 58.88 65.75 55.0 37.5
Block 3 S 1 N->S Lee Line 65.75 68.25 8.5 0.0
Block 3 S Min N->S Lee Line 65.75 68.25 2.5 0.0
Block 3 S 1 N->S Lee Line 65.75 68.25 8.5 0.0
Block 3 S 2 N->S Lee Line 65.75 68.25 6.4 0.0
Block 3 S Min N->S Lee Line 65.75 68.25 2.5 0.0
Block 3 S 2 N->S Lee Line 65.75 68.25 6.4 0.0
Block 3 N 1 N->S Wind Line 46.87 53.75 59.7 59.7
Block 3 N Min N->S Wind Line 46.87 53.75 41.3
Block 3 N 1 N->S Wind Line 46.87 53.75 59.7 59.7
Block 3 N Min N->S Wind Line 46.87 53.75 41.3
Block 3 N 2 N->S Wind Line 46.87 53.75 44.7 44.8
Block 3 N 2 N->S Wind Line 46.87 53.75 44.7 44.8
Block 3 N 1 N->S Wind Line 58.88 61.75 59.7 62.5
Block 3 N 1 N->S Wind Line 58.88 61.75 59.7 62.5
Block 3 N 2 N->S Wind Line 58.88 61.75 44.8 46.9
Block 3 N 2 N->S Wind Line 58.88 61.75 44.8 46.9
Block 3 N Min N->S Wind Line 58.88 61.75 41.3 38.5
Block 3 N Min N->S Wind Line 58.88 61.75 41.3 38.5
Block 3 N 1 N->S Wind Line 61.75 65.75 62.5 66.5
Block 3 N 1 N->S Wind Line 61.75 65.75 62.5 66.5
Block 3 N 2 N->S Wind Line 61.75 65.75 46.9 49.9
Block 3 N Min N->S Wind Line 61.75 65.75 38.5 34.5
Block 3 N Min N->S Wind Line 61.75 65.75 38.5 34.5
Block 3 N 2 N->S Wind Line 61.75 65.75 46.9 49.9
Block 3 N Min N->S Wind Line 65.75 68.25 2.5 0.0
Block 3 N 2 N->S Wind Line 65.75 68.25 -1.9 0.0
Block 3 N 2 N->S Wind Line 65.75 68.25 -1.9 0.0
Block 3 N 1 N->S Wind Line 65.75 68.25 -2.5 0.0
Block 3 N Min N->S Wind Line 65.75 68.25 2.5 0.0
Block 3 N 1 N->S Wind Line 65.75 68.25 -2.5 0.0
Level 2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Accum. W 1 W->E Wind Line 1.50 3.00 154.1
Accum. W Min W->E Wind Line 1.50 3.00 76.0
Accum. W 2 W->E Wind Line 1.50 3.00 115.6
Accum. W 1 W->E Wind Line 1.50 3.00 154.1
Accum. W 2 W->E Wind Line 1.50 3.00 115.6
Accum. W Min W->E Wind Line 1.50 3.00 76.0
Accum. W 2 W->E Wind Line 3.00 16.25 115.6
Accum. W 1 W->E Wind Line 3.00 16.25 154.1
Accum. W 2 W->E Wind Line 3.00 16.25 115.6
Accum. W 1 W->E Wind Line 3.00 16.25 154.1
Accum. W Min W->E Wind Line 3.00 16.25 76.0
Accum. W Min W->E Wind Line 3.00 16.25 76.0
Accum. E 1 W->E Lee Line 1.50 3.00 96.2
Accum. E Min W->E Lee Line 1.50 3.00 76.0
Accum. E 2 W->E Lee Line 1.50 3.00 72.2
Accum. E 2 W->E Lee Line 1.50 3.00 72.2
Accum. E 1 W->E Lee Line 1.50 3.00 96.2
Accum. E Min W->E Lee Line 1.50 3.00 76.0
Accum. E Min W->E Lee Line 3.00 16.25 76.0
Accum. E Min W->E Lee Line 3.00 16.25 76.0
Accum. E 1 W->E Lee Line 3.00 16.25 104.6
Accum. E 2 W->E Lee Line 3.00 16.25 78.4
Accum. E 1 W->E Lee Line 3.00 16.25 104.6
Accum. E 2 W->E Lee Line 3.00 16.25 78.4
Accum.W 1 E->W Lee Line 1.50 3.00 96.2
14
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Accum.W 1 E->W Lee Line 1.50 3.00 96.2
Accum. W 2 E->W Lee Line 1.50 3.00 72.2
Accum. W Min E->W Lee Line 1.50 3.00 76.0
Accum. W Min E->W Lee Line 1.50 3.00 76.0
Accum. W 2 E->W Lee Line 1.50 3.00 72.2
Accum. W 2 E->W Lee Line 3.00 16.25 78.4
Accum. W 1 E->W Lee Line 3.00 16.25 104.6
Accum. W 2 E->W Lee Line 3.00 16.25 78.4
Accum. W 1 E->W Lee Line 3.00 16.25 104.6
Accum. W Min E->W Lee Line 3.00 16.25 76.0
Accum. W Min E->W Lee Line 3.00 16.25 76.0
Accum. E 1 E->W Wind Line 1.50 3.00 154.1
Accum. E 2 E->W Wind Line 1.50 3.00 115.6
Accum. E Min E->W Wind Line 1.50 3.00 76.0
Accum. E Min E->W Wind Line 1.50 3.00 76.0
Accum. E 2 E->W Wind Line 1.50 3.00 115.6
Accum. E 1 E->W Wind Line 1.50 3.00 154.1
Accum. E Min E->W Wind Line 3.00 16.25 76.0
Accum. E 1 E->W Wind Line 3.00 16.25 154.1
Accum. E 2 E->W Wind Line 3.00 16.25 115.6
Accum. E 1 E->W Wind Line 3.00 16.25 154.1
Accum. E Min E->W Wind Line 3.00 16.25 76.0
Accum. E 2 E->W Wind Line 3.00 16.25 115.6
Accum. S 1 S->N Wind Line 16.25 50.75 154.1
Accum. S 2 S->N Wind Line 16.25 50.75 115.6
Accum. S Min S->N Wind Line 16.25 50.75 76.0
Accum. S Min S->N Wind Line 16.25 50.75 76.0
Accum. S 1 S->N Wind Line 16.25 50.75 154.1
Accum. S 2 S->N Wind Line 16.25 50.75 115.6
Accum. S 1 S->N Wind Line 50.75 65.75 154.1
Accum. S Min S->N Wind Line 50.75 65.75 76.0
Accum. S 2 S->N Wind Line 50.75 65.75 115.6
Accum. S 1 S->N Wind Line 50.75 65.75 154.1
Accum. S 2 S->N Wind Line 50.75 65.75 115.6
Accum. S Min S->N Wind Line 50.75 65.75 76.0
Accum. N 1 S->N Lee Line 13.25 53.75 105.2
Accum. N Min S->N Lee Line 13.25 53.75 76.0
Accum. N Min S->N Lee Line 13.25 53.75 76.0
Accum. N 2 S->N Lee Line 13.25 53.75 78.9
Accum. N 2 S->N Lee Line 13.25 53.75 78.9
Accum. N 1 S->N Lee Line 13.25 53.75 105.2
Accum. N Min S->N Lee Line 53.75 61.75 76.0
Accum. N 2 S->N Lee Line 53.75 61.75 73.8
Accum. N 1 S->N Lee Line 53.75 61.75 98.5
Accum. N Min S->N Lee Line 53.75 61.75 76.0
Accum. N 1 S->N Lee Line 53.75 61.75 98.5
Accum. N 2 S->N Lee Line 53.75 61.75 73.8
Accum. S 2 N->S Lee Line 16.25 50.75 78.9
Accum. S 1 N->S Lee Line 16.25 50.75 105.2
Accum. S 2 N->S Lee Line 16.25 50.75 78.9
Accum. S 1 N->S Lee Line 16.25 50.75 105.2
Accum. S Min N->S Lee Line 16.25 50.75 76.0
Accum. S Min N->S Lee Line 16.25 50.75 76.0
Accum. S Min N->S Lee Line 50.75 65.75 76.0
Accum. S 1 N->S Lee Line 50.75 65.75 98.5
Accum. S 2 N->S Lee Line 50.75 65.75 73.8
Accum. S 1 N->S Lee Line 50.75 65.75 98.5
Accum. S 2 N->S Lee Line 50.75 65.75 73.8
Accum. S Min N->S Lee Line 50.75 65.75 76.0
Accum. N 2 N->S Wind Line 13.25 53.75 115.6
Accum. N Min N->S Wind Line 13.25 53.75 76.0
Accum. N Min N->S Wind Line 13.25 53.75 76.0
Accum. N 1 N->S Wind Line 13.25 53.75 154.1
Accum. N 1 N->S Wind Line 13.25 53.75 154.1
Accum. N 2 N->S Wind Line 13.25 53.75 115.6
Accum. N 1 N->S Wind Line 53.75 61.75 154.1
Accum. N Min N->S Wind Line 53.75 61.75 76.0
Accum. N 2 N->S Wind Line 53.75 61.75 115.6
Accum. N Min N->S Wind Line 53.75 61.75 76.0
Accum. N 2 N->S Wind Line 53.75 61.75 115.6
Accum. N 1 N->S Wind Line 53.75 61.75 154.1
Block 1 W 2 W->E Wind Line 16.25 17.25 115.6
Block 1 W 2 W->E Wind Line 16.25 17.25 115.6
Block 1 W Min W->E Wind Line 16.25 17.25 76.0
Block 1 W 1 W->E Wind Line 16.25 17.25 154.1
Block 1 W 1 W->E Wind Line 16.25 17.25 154.1
15
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 W Min W->E Wind Line 16.25 17.25 76.0
Block 1 W Min W->E Wind Line 17.25 23.50 76.0
Block 1 W Min W->E Wind Line 17.25 23.50 76.0
Block 1 W 1 W->E Wind Line 17.25 23.50 154.1
Block 1 W 2 W->E Wind Line 17.25 23.50 115.6
Block 1 W 1 W->E Wind Line 17.25 23.50 154.1
Block 1 W 2 W->E Wind Line 17.25 23.50 115.6
Block 1 W 2 W->E Wind Line 23.50 25.00 115.6
Block 1 W Min W->E Wind Line 23.50 25.00 76.0
Block 1 W Min W->E Wind Line 23.50 25.00 76.0
Block 1 W 2 W->E Wind Line 23.50 25.00 115.6
Block 1 W 1 W->E Wind Line 23.50 25.00 154.1
Block 1 W 1 W->E Wind Line 23.50 25.00 154.1
Block 1 E 2 W->E Lee Line 25.00 26.00 111.4
Block 1 E Min W->E Lee Line 25.00 26.00 108.0
Block 1 E 1 W->E Lee Line 25.00 26.00 148.6
Block 1 E 1 W->E Lee Line 25.00 26.00 148.6
Block 1 E Min W->E Lee Line 25.00 26.00 108.0
Block 1 E 2 W->E Lee Line 25.00 26.00 111.4
Block 1 E 2 W->E Lee Line 26.00 27.00 156.8
Block 1 E 2 W->E Lee Line 26.00 27.00 156.8
Block 1 E 1 W->E Lee Line 26.00 27.00 209.1
Block 1 E Min W->E Lee Line 26.00 27.00 152.0
Block 1 E 1 W->E Lee Line 26.00 27.00 209.1
Block 1 E Min W->E Lee Line 26.00 27.00 152.0
Block 1 W 1 E->W Lee Line 16.25 17.25 104.6
Block 1 W 2 E->W Lee Line 16.25 17.25 78.4
Block 1 W Min E->W Lee Line 16.25 17.25 76.0
Block 1 W 1 E->W Lee Line 16.25 17.25 104.6
Block 1 W Min E->W Lee Line 16.25 17.25 76.0
Block 1 W 2 E->W Lee Line 16.25 17.25 78.4
Block 1 W Min E->W Lee Line 17.25 23.50 76.0
Block 1 W Min E->W Lee Line 17.25 23.50 76.0
Block 1 W 1 E->W Lee Line 17.25 23.50 104.6
Block 1 W 1 E->W Lee Line 17.25 23.50 104.6
Block 1 W 2 E->W Lee Line 17.25 23.50 78.4
Block 1 W 2 E->W Lee Line 17.25 23.50 78.4
Block 1 W Min E->W Lee Line 23.50 25.00 76.0
Block 1 W 2 E->W Lee Line 23.50 25.00 78.4
Block 1 W Min E->W Lee Line 23.50 25.00 76.0
Block 1 W 1 E->W Lee Line 23.50 25.00 104.6
Block 1 W 2 E->W Lee Line 23.50 25.00 78.4
Block 1 W 1 E->W Lee Line 23.50 25.00 104.6
Block 1 E 2 E->W Wind Line 25.00 26.00 165.6
Block 1 E 2 E->W Wind Line 25.00 26.00 165.6
Block 1 E 1 E->W Wind Line 25.00 26.00 220.8
Block 1 E Min E->W Wind Line 25.00 26.00 108.0
Block 1 E 1 E->W Wind Line 25.00 26.00 220.8
Block 1 E Min E->W Wind Line 25.00 26.00 108.0
Block 1 E 2 E->W Wind Line 26.00 27.00 231.2
Block 1 E 1 E->W Wind Line 26.00 27.00 308.2
Block 1 E 1 E->W Wind Line 26.00 27.00 308.2
Block 1 E Min E->W Wind Line 26.00 27.00 152.0
Block 1 E Min E->W Wind Line 26.00 27.00 152.0
Block 1 E 2 E->W Wind Line 26.00 27.00 231.2
Block 1 S 1 S->N Wind Line 0.00 1.25 87.4
Block 1 S Min S->N Wind Line 0.00 1.25 44.0
Block 1 S 2 S->N Wind Line 0.00 1.25 65.5
Block 1 S 2 S->N Wind Line 0.00 1.25 65.5
Block 1 S Min S->N Wind Line 0.00 1.25 44.0
Block 1 S 1 S->N Wind Line 0.00 1.25 87.4
Block 1 S 2 S->N Wind Line 1.25 16.25 115.6
Block 1 S 1 S->N Wind Line 1.25 16.25 154.1
Block 1 S Min S->N Wind Line 1.25 16.25 76.0
Block 1 S Min S->N Wind Line 1.25 16.25 76.0
Block 1 S 2 S->N Wind Line 1.25 16.25 115.6
Block 1 S 1 S->N Wind Line 1.25 16.25 154.1
Block 1 N 1 S->N Lee Line 0.00 1.25 56.5
Block 1 N Min S->N Lee Line 0.00 1.25 44.0
Block 1 N 1 S->N Lee Line 0.00 1.25 56.5
Block 1 N 2 S->N Lee Line 0.00 1.25 42.4
Block 1 N 2 S->N Lee Line 0.00 1.25 42.4
Block 1 N Min S->N Lee Line 0.00 1.25 44.0
Block 1 N 1 S->N Lee Line 1.25 5.25 97.6
Block 1 N Min S->N Lee Line 1.25 5.25 76.0
Block 1 N 2 S->N Lee Line 1.25 5.25 73.2
Block 1 N 2 S->N Lee Line 1.25 5.25 73.2
16
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 N 1 S->N Lee Line 1.25 5.25 97.6
Block 1 N Min S->N Lee Line 1.25 5.25 76.0
Block 1 N Min S->N Lee Line 5.25 13.25 76.0
Block 1 N 2 S->N Lee Line 5.25 13.25 73.2
Block 1 N 1 S->N Lee Line 5.25 13.25 97.6
Block 1 N 2 S->N Lee Line 5.25 13.25 73.2
Block 1 N 1 S->N Lee Line 5.25 13.25 97.6
Block 1 N Min S->N Lee Line 5.25 13.25 76.0
Block 1 S Min N->S Lee Line 0.00 1.25 44.0
Block 1 S 2 N->S Lee Line 0.00 1.25 42.4
Block 1 S 1 N->S Lee Line 0.00 1.25 56.5
Block 1 S Min N->S Lee Line 0.00 1.25 44.0
Block 1 S 1 N->S Lee Line 0.00 1.25 56.5
Block 1 S 2 N->S Lee Line 0.00 1.25 42.4
Block 1 S 1 N->S Lee Line 1.25 16.25 97.6
Block 1 S Min N->S Lee Line 1.25 16.25 76.0
Block 1 S Min N->S Lee Line 1.25 16.25 76.0
Block 1 S 2 N->S Lee Line 1.25 16.25 73.2
Block 1 S 2 N->S Lee Line 1.25 16.25 73.2
Block 1 S 1 N->S Lee Line 1.25 16.25 97.6
Block 1 N 1 N->S Wind Line 0.00 1.25 87.4
Block 1 N 1 N->S Wind Line 0.00 1.25 87.4
Block 1 N Min N->S Wind Line 0.00 1.25 44.0
Block 1 N 2 N->S Wind Line 0.00 1.25 65.5
Block 1 N 2 N->S Wind Line 0.00 1.25 65.5
Block 1 N Min N->S Wind Line 0.00 1.25 44.0
Block 1 N Min N->S Wind Line 1.25 5.25 76.0
Block 1 N 2 N->S Wind Line 1.25 5.25 115.6
Block 1 N 1 N->S Wind Line 1.25 5.25 154.1
Block 1 N Min N->S Wind Line 1.25 5.25 76.0
Block 1 N 1 N->S Wind Line 1.25 5.25 154.1
Block 1 N 2 N->S Wind Line 1.25 5.25 115.6
Block 1 N Min N->S Wind Line 5.25 13.25 76.0
Block 1 N 2 N->S Wind Line 5.25 13.25 115.6
Block 1 N 1 N->S Wind Line 5.25 13.25 154.1
Block 1 N Min N->S Wind Line 5.25 13.25 76.0
Block 1 N 2 N->S Wind Line 5.25 13.25 115.6
Block 1 N 1 N->S Wind Line 5.25 13.25 154.1
Block 2 W 2 W->E Wind Line 0.00 1.50 115.6
Block 2 W Min W->E Wind Line 0.00 1.50 76.0
Block 2 W 2 W->E Wind Line 0.00 1.50 115.6
Block 2 W 1 W->E Wind Line 0.00 1.50 154.1
Block 2 W 1 W->E Wind Line 0.00 1.50 154.1
Block 2 W Min W->E Wind Line 0.00 1.50 76.0
Block 2 E 1 W->E Lee Line 0.00 1.50 84.7
Block 2 E Min W->E Lee Line 0.00 1.50 76.0
Block 2 E Min W->E Lee Line 0.00 1.50 76.0
Block 2 E 2 W->E Lee Line 0.00 1.50 63.5
Block 2 E 2 W->E Lee Line 0.00 1.50 63.5
Block 2 E 1 W->E Lee Line 0.00 1.50 84.7
Block 2 W Min E->W Lee Line 0.00 1.50 76.0
Block 2 W 1 E->W Lee Line 0.00 1.50 84.7
Block 2 W 2 E->W Lee Line 0.00 1.50 63.5
Block 2 W 1 E->W Lee Line 0.00 1.50 84.7
Block 2 W Min E->W Lee Line 0.00 1.50 76.0
Block 2 W 2 E->W Lee Line 0.00 1.50 63.5
Block 2 E Min E->W Wind Line 0.00 1.50 76.0
Block 2 E 1 E->W Wind Line 0.00 1.50 154.1
Block 2 E 2 E->W Wind Line 0.00 1.50 115.6
Block 2 E Min E->W Wind Line 0.00 1.50 76.0
Block 2 E 1 E->W Wind Line 0.00 1.50 154.1
Block 2 E 2 E->W Wind Line 0.00 1.50 115.6
Block 3 W Min W->E Wind Line 25.00 26.00 108.0
Block 3 W 1 W->E Wind Line 25.00 26.00 220.8
Block 3 W 2 W->E Wind Line 25.00 26.00 165.6
Block 3 W 2 W->E Wind Line 25.00 26.00 165.6
Block 3 W 1 W->E Wind Line 25.00 26.00 220.8
Block 3 W Min W->E Wind Line 25.00 26.00 108.0
Block 3 W Min W->E Wind Line 26.00 27.00 152.0
Block 3 W 1 W->E Wind Line 26.00 27.00 308.2
Block 3 W 2 W->E Wind Line 26.00 27.00 231.2
Block 3 W 2 W->E Wind Line 26.00 27.00 231.2
Block 3 W 1 W->E Wind Line 26.00 27.00 308.2
Block 3 W Min W->E Wind Line 26.00 27.00 152.0
Block 3 E Min W->E Lee Line 16.25 17.25 76.0
17
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 3 E Min W->E Lee Line 16.25 17.25 76.0
Block 3 E 1 W->E Lee Line 16.25 17.25 104.6
Block 3 E 2 W->E Lee Line 16.25 17.25 78.4
Block 3 E 1 W->E Lee Line 16.25 17.25 104.6
Block 3 E 2 W->E Lee Line 16.25 17.25 78.4
Block 3 E 2 W->E Lee Line 17.25 23.50 78.4
Block 3 E Min W->E Lee Line 17.25 23.50 76.0
Block 3 E Min W->E Lee Line 17.25 23.50 76.0
Block 3 E 1 W->E Lee Line 17.25 23.50 104.6
Block 3 E 1 W->E Lee Line 17.25 23.50 104.6
Block 3 E 2 W->E Lee Line 17.25 23.50 78.4
Block 3 E Min W->E Lee Line 23.50 25.00 76.0
Block 3 E 2 W->E Lee Line 23.50 25.00 78.4
Block 3 E 1 W->E Lee Line 23.50 25.00 104.6
Block 3 E Min W->E Lee Line 23.50 25.00 76.0
Block 3 E 1 W->E Lee Line 23.50 25.00 104.6
Block 3 E 2 W->E Lee Line 23.50 25.00 78.4
Block 3 W 2 E->W Lee Line 25.00 26.00 111.4
Block 3 W 2 E->W Lee Line 25.00 26.00 111.4
Block 3 W Min E->W Lee Line 25.00 26.00 108.0
Block 3 W 1 E->W Lee Line 25.00 26.00 148.6
Block 3 W 1 E->W Lee Line 25.00 26.00 148.6
Block 3 W Min E->W Lee Line 25.00 26.00 108.0
Block 3 W 1 E->W Lee Line 26.00 27.00 209.1
Block 3 W 2 E->W Lee Line 26.00 27.00 156.8
Block 3 W 1 E->W Lee Line 26.00 27.00 209.1
Block 3 W 2 E->W Lee Line 26.00 27.00 156.8
Block 3 W Min E->W Lee Line 26.00 27.00 152.0
Block 3 W Min E->W Lee Line 26.00 27.00 152.0
Block 3 E 2 E->W Wind Line 16.25 17.25 115.6
Block 3 E 1 E->W Wind Line 16.25 17.25 154.1
Block 3 E 2 E->W Wind Line 16.25 17.25 115.6
Block 3 E Min E->W Wind Line 16.25 17.25 76.0
Block 3 E Min E->W Wind Line 16.25 17.25 76.0
Block 3 E 1 E->W Wind Line 16.25 17.25 154.1
Block 3 E Min E->W Wind Line 17.25 23.50 76.0
Block 3 E 2 E->W Wind Line 17.25 23.50 115.6
Block 3 E 1 E->W Wind Line 17.25 23.50 154.1
Block 3 E Min E->W Wind Line 17.25 23.50 76.0
Block 3 E 1 E->W Wind Line 17.25 23.50 154.1
Block 3 E 2 E->W Wind Line 17.25 23.50 115.6
Block 3 E 1 E->W Wind Line 23.50 25.00 154.1
Block 3 E 1 E->W Wind Line 23.50 25.00 154.1
Block 3 E Min E->W Wind Line 23.50 25.00 76.0
Block 3 E Min E->W Wind Line 23.50 25.00 76.0
Block 3 E 2 E->W Wind Line 23.50 25.00 115.6
Block 3 E 2 E->W Wind Line 23.50 25.00 115.6
Block 3 S 1 S->N Wind Line 65.75 67.25 87.4
Block 3 S 2 S->N Wind Line 65.75 67.25 65.5
Block 3 S 2 S->N Wind Line 65.75 67.25 65.5
Block 3 S Min S->N Wind Line 65.75 67.25 44.0
Block 3 S 1 S->N Wind Line 65.75 67.25 87.4
Block 3 S Min S->N Wind Line 65.75 67.25 44.0
Block 3 N 2 S->N Lee Line 61.75 65.75 73.8
Block 3 N Min S->N Lee Line 61.75 65.75 76.0
Block 3 N 2 S->N Lee Line 61.75 65.75 73.8
Block 3 N Min S->N Lee Line 61.75 65.75 76.0
Block 3 N 1 S->N Lee Line 61.75 65.75 98.5
Block 3 N 1 S->N Lee Line 61.75 65.75 98.5
Block 3 N 1 S->N Lee Line 65.75 67.25 57.0
Block 3 N Min S->N Lee Line 65.75 67.25 44.0
Block 3 N Min S->N Lee Line 65.75 67.25 44.0
Block 3 N 2 S->N Lee Line 65.75 67.25 42.8
Block 3 N 2 S->N Lee Line 65.75 67.25 42.8
Block 3 N 1 S->N Lee Line 65.75 67.25 57.0
Block 3 S 2 N->S Lee Line 65.75 67.25 42.8
Block 3 S Min N->S Lee Line 65.75 67.25 44.0
Block 3 S 1 N->S Lee Line 65.75 67.25 57.0
Block 3 S 1 N->S Lee Line 65.75 67.25 57.0
Block 3 S 2 N->S Lee Line 65.75 67.25 42.8
Block 3 S Min N->S Lee Line 65.75 67.25 44.0
Block 3 N 1 N->S Wind Line 61.75 65.75 154.1
Block 3 N 2 N->S Wind Line 61.75 65.75 115.6
Block 3 N Min N->S Wind Line 61.75 65.75 76.0
Block 3 N Min N->S Wind Line 61.75 65.75 76.0
Block 3 N 1 N->S Wind Line 61.75 65.75 154.1
Block 3 N 2 N->S Wind Line 61.75 65.75 115.6
18
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 3 N 1 N->S Wind Line 65.75 67.25 87.4
Block 3 N Min N->S Wind Line 65.75 67.25 44.0
Block 3 N Min N->S Wind Line 65.75 67.25 44.0
Block 3 N 2 N->S Wind Line 65.75 67.25 65.5
Block 3 N 1 N->S Wind Line 65.75 67.25 87.4
Block 3 N 2 N->S Wind Line 65.75 67.25 65.5
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Accum. W Min W->E Wind Line 0.00 1.50 124.0
Accum. W 1 W->E Wind Line 0.00 1.50 235.7
Accum. W 2 W->E Wind Line 0.00 1.50 176.7
Accum. W Min W->E Wind Line 0.00 1.50 124.0
Accum. W 2 W->E Wind Line 0.00 1.50 176.7
Accum. W 1 W->E Wind Line 0.00 1.50 235.7
Accum. W 1 W->E Wind Line 1.50 5.75 235.7
Accum. W Min W->E Wind Line 1.50 5.75 124.0
Accum. W Min W->E Wind Line 1.50 5.75 124.0
Accum. W 1 W->E Wind Line 1.50 5.75 235.7
Accum. W 2 W->E Wind Line 1.50 5.75 176.7
Accum. W 2 W->E Wind Line 1.50 5.75 176.7
Accum. W 2 W->E Wind Line 11.00 12.25 114.0
Accum. W Min W->E Wind Line 11.00 12.25 80.0
Accum. W Min W->E Wind Line 11.00 12.25 80.0
Accum. W 2 W->E Wind Line 11.00 12.25 114.0
Accum. W 1 W->E Wind Line 11.00 12.25 152.1
Accum. W 1 W->E Wind Line 11.00 12.25 152.1
Accum. W 2 W->E Wind Line 27.00 29.63 51.0 50.7
Accum. W Min W->E Wind Line 27.00 29.63 38.2 40.9
Accum. W 2 W->E Wind Line 27.00 29.63 51.0 50.7
Accum. W 1 W->E Wind Line 27.00 29.63 68.0 67.6
Accum. W Min W->E Wind Line 27.00 29.63 38.2 40.9
Accum. W 1 W->E Wind Line 27.00 29.63 68.0 67.6
Accum. E Min W->E Lee Line 0.00 1.50 124.0
Accum. E 2 W->E Lee Line 0.00 1.50 120.9
Accum. E Min W->E Lee Line 0.00 1.50 124.0
Accum. E 2 W->E Lee Line 0.00 1.50 120.9
Accum. E 1 W->E Lee Line 0.00 1.50 161.2
Accum. E 1 W->E Lee Line 0.00 1.50 161.2
Accum. E 2 W->E Lee Line 1.50 5.75 128.0
Accum. E 1 W->E Lee Line 1.50 5.75 170.6
Accum. E 1 W->E Lee Line 1.50 5.75 170.6
Accum. E Min W->E Lee Line 1.50 5.75 124.0
Accum. E 2 W->E Lee Line 1.50 5.75 128.0
Accum. E Min W->E Lee Line 1.50 5.75 124.0
Accum. E 1 W->E Lee Line 11.00 12.25 110.1
Accum. E Min W->E Lee Line 11.00 12.25 80.0
Accum. E Min W->E Lee Line 11.00 12.25 80.0
Accum. E 1 W->E Lee Line 11.00 12.25 110.1
Accum. E 2 W->E Lee Line 11.00 12.25 82.5
Accum. E 2 W->E Lee Line 11.00 12.25 82.5
Accum. E 1 W->E Lee Line 27.00 29.63 22.0 27.7
Accum. E 2 W->E Lee Line 27.00 29.63 16.5 20.8
Accum. E 2 W->E Lee Line 27.00 29.63 16.5 20.8
Accum. E Min W->E Lee Line 27.00 29.63 38.2 40.9
Accum. E Min W->E Lee Line 27.00 29.63 38.2 40.9
Accum. E 1 W->E Lee Line 27.00 29.63 22.0 27.7
Accum. W 1 E->W Lee Line 0.00 1.50 161.2
Accum. W Min E->W Lee Line 0.00 1.50 124.0
Accum. W 2 E->W Lee Line 0.00 1.50 120.9
Accum. W Min E->W Lee Line 0.00 1.50 124.0
Accum. W 1 E->W Lee Line 0.00 1.50 161.2
Accum. W 2 E->W Lee Line 0.00 1.50 120.9
Accum. W 2 E->W Lee Line 1.50 5.75 128.0
Accum. W 1 E->W Lee Line 1.50 5.75 170.6
Accum. W Min E->W Lee Line 1.50 5.75 124.0
Accum. W 2 E->W Lee Line 1.50 5.75 128.0
Accum. W Min E->W Lee Line 1.50 5.75 124.0
Accum. W 1 E->W Lee Line 1.50 5.75 170.6
Accum. W 1 E->W Lee Line 11.00 12.25 110.1
Accum. W 2 E->W Lee Line 11.00 12.25 82.6
Accum.W Min E->W Lee Line 11.00 12.25 80.0
19
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Accum.W Min E->W Lee Line 11.00 12.25 80.0
Accum. W 1 E->W Lee Line 11.00 12.25 110.1
Accum. W 2 E->W Lee Line 11.00 12.25 82.6
Accum. W 1 E->W Lee Line 27.00 29.63 22.0 27.7
Accum. W Min E->W Lee Line 27.00 29.63 38.2 40.9
Accum. W 1 E->W Lee Line 27.00 29.63 22.0 27.7
Accum. W Min E->W Lee Line 27.00 29.63 38.2 40.9
Accum. W 2 E->W Lee Line 27.00 29.63 16.5 20.8
Accum. W 2 E->W Lee Line 27.00 29.63 16.5 20.8
Accum. E 1 E->W Wind Line 0.00 1.50 235.7
Accum. E 2 E->W Wind Line 0.00 1.50 176.7
Accum. E 1 E->W Wind Line 0.00 1.50 235.7
Accum. E Min E->W Wind Line 0.00 1.50 124.0
Accum. E 2 E->W Wind Line 0.00 1.50 176.7
Accum. E Min E->W Wind Line 0.00 1.50 124.0
Accum. E Min E->W Wind Line 1.50 5.75 124.0
Accum. E 1 E->W Wind Line 1.50 5.75 235.7
Accum. E 1 E->W Wind Line 1.50 5.75 235.7
Accum. E 2 E->W Wind Line 1.50 5.75 176.7
Accum. E Min E->W Wind Line 1.50 5.75 124.0
Accum. E 2 E->W Wind Line 1.50 5.75 176.7
Accum. E 2 E->W Wind Line 11.00 12.25 114.0
Accum. E Min E->W Wind Line 11.00 12.25 80.0
Accum. E 1 E->W Wind Line 11.00 12.25 152.1
Accum. E 2 E->W Wind Line 11.00 12.25 114.0
Accum. E Min E->W Wind Line 11.00 12.25 80.0
Accum. E 1 E->W Wind Line 11.00 12.25 152.1
Accum. E 2 E->W Wind Line 27.00 29.63 51.0 50.7
Accum. E Min E->W Wind Line 27.00 29.63 38.2 40.9
Accum. E 1 E->W Wind Line 27.00 29.63 68.0 67.6
Accum. E 2 E->W Wind Line 27.00 29.63 51.0 50.7
Accum. E 1 E->W Wind Line 27.00 29.63 68.0 67.6
Accum. E Min E->W Wind Line 27.00 29.63 38.2 40.9
Accum. S Min S->N Wind Line 13.25 16.25 84.9
Accum. S 1 S->N Wind Line 13.25 16.25 147.9
Accum. S Min S->N Wind Line 13.25 16.25 84.9
Accum. S 1 S->N Wind Line 13.25 16.25 147.9
Accum. S 2 S->N Wind Line 13.25 16.25 110.9
Accum. S 2 S->N Wind Line 13.25 16.25 110.9
Accum. S 2 S->N Wind Line 16.25 31.25 110.9
Accum. S 2 S->N Wind Line 16.25 31.25 110.9
Accum. S Min S->N Wind Line 16.25 31.25 84.9
Accum. S 1 S->N Wind Line 16.25 31.25 147.9
Accum. S 1 S->N Wind Line 16.25 31.25 147.9
Accum. S Min S->N Wind Line 16.25 31.25 84.9
Accum. S Min S->N Wind Line 50.75 54.00 84.9
Accum. S 1 S->N Wind Line 50.75 54.00 147.9
Accum. S Min S->N Wind Line 50.75 54.00 84.9
Accum. S 1 S->N Wind Line 50.75 54.00 147.9
Accum. S 2 S->N Wind Line 50.75 54.00 110.9
Accum. S 2 S->N Wind Line 50.75 54.00 110.9
Accum. S 2 S->N Wind Line 54.00 55.13 110.9
Accum. S Min S->N Wind Line 54.00 55.13 84.9
Accum. S 2 S->N Wind Line 54.00 55.13 110.9
Accum. S 1 S->N Wind Line 54.00 55.13 147.9
Accum. S Min S->N Wind Line 54.00 55.13 84.9
Accum. S 1 S->N Wind Line 54.00 55.13 147.9
Accum. N Min S->N Lee Line 9.75 12.13 74.5 76.9
Accum. N 1 S->N Lee Line 9.75 12.13 96.3 103.3
Accum. N 1 S->N Lee Line 9.75 12.13 96.3 103.3
Accum. N Min S->N Lee Line 9.75 12.13 74.5 76.9
Accum. N 2 S->N Lee Line 9.75 12.13 72.2 77.5
Accum. N 2 S->N Lee Line 9.75 12.13 72.2 77.5
Accum. N 2 S->N Lee Line 13.25 53.75 80.2
Accum. N Min S->N Lee Line 13.25 53.75 76.9
Accum. N 1 S->N Lee Line 13.25 53.75 106.9
Accum. N 2 S->N Lee Line 13.25 53.75 80.2
Accum. N Min S->N Lee Line 13.25 53.75 76.9
Accum. N 1 S->N Lee Line 13.25 53.75 106.9
Accum. N 2 S->N Lee Line 53.75 55.13 77.8
Accum. N Min S->N Lee Line 53.75 55.13 76.9
Accum. N 2 S->N Lee Line 53.75 55.13 77.8
Accum. N Min S->N Lee Line 53.75 55.13 76.9
Accum.N 1 S->N Lee Line 53.75 55.13 103.7
20
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Accum.N 1 S->N Lee Line 53.75 55.13 103.7
Accum. N 1 S->N Lee Line 57.50 60.00 111.0 103.6
Accum. N Min S->N Lee Line 57.50 60.00 82.5 80.0
Accum. N 2 S->N Lee Line 57.50 60.00 83.2 77.7
Accum. N Min S->N Lee Line 57.50 60.00 82.5 80.0
Accum. N 2 S->N Lee Line 57.50 60.00 83.2 77.7
Accum. N 1 S->N Lee Line 57.50 60.00 111.0 103.6
Accum. S 1 N->S Lee Line 13.25 16.25 121.4
Accum. S Min N->S Lee Line 13.25 16.25 84.9
Accum. S 2 N->S Lee Line 13.25 16.25 91.1
Accum. S Min N->S Lee Line 13.25 16.25 84.9
Accum. S 2 N->S Lee Line 13.25 16.25 91.1
Accum. S 1 N->S Lee Line 13.25 16.25 121.4
Accum. S 2 N->S Lee Line 16.25 31.25 93.8
Accum. S 1 N->S Lee Line 16.25 31.25 125.0
Accum. S 2 N->S Lee Line 16.25 31.25 93.8
Accum. S Min N->S Lee Line 16.25 31.25 84.9
Accum. S 1 N->S Lee Line 16.25 31.25 125.0
Accum. S Min N->S Lee Line 16.25 31.25 84.9
Accum. S 1 N->S Lee Line 50.75 54.00 121.8
Accum. S 2 N->S Lee Line 50.75 54.00 91.4
Accum. S 2 N->S Lee Line 50.75 54.00 91.4
Accum. S Min N->S Lee Line 50.75 54.00 84.9
Accum. S 1 N->S Lee Line 50.75 54.00 121.8
Accum. S Min N->S Lee Line 50.75 54.00 84.9
Accum. S 2 N->S Lee Line 54.00 55.13 88.5
Accum. S 2 N->S Lee Line 54.00 55.13 88.5
Accum. S Min N->S Lee Line 54.00 55.13 84.9
Accum. S 1 N->S Lee Line 54.00 55.13 118.0
Accum. S 1 N->S Lee Line 54.00 55.13 118.0
Accum. S Min N->S Lee Line 54.00 55.13 84.9
Accum. N 1 N->S Wind Line 9.75 12.13 134.7 132.7
Accum. N 2 N->S Wind Line 9.75 12.13 101.1 99.5
Accum. N 2 N->S Wind Line 9.75 12.13 101.1 99.5
Accum. N 1 N->S Wind Line 9.75 12.13 134.7 132.7
Accum. N Min N->S Wind Line 9.75 12.13 74.5 76.9
Accum. N Min N->S Wind Line 9.75 12.13 74.5 76.9
Accum. N 2 N->S Wind Line 13.25 53.75 99.5
Accum. N 1 N->S Wind Line 13.25 53.75 132.7
Accum. N 2 N->S Wind Line 13.25 53.75 99.5
Accum. N Min N->S Wind Line 13.25 53.75 76.9
Accum. N Min N->S Wind Line 13.25 53.75 76.9
Accum. N 1 N->S Wind Line 13.25 53.75 132.7
Accum. N Min N->S Wind Line 53.75 55.13 76.9
Accum. N 1 N->S Wind Line 53.75 55.13 132.7
Accum. N Min N->S Wind Line 53.75 55.13 76.9
Accum. N 1 N->S Wind Line 53.75 55.13 132.7
Accum. N 2 N->S Wind Line 53.75 55.13 99.5
Accum. N 2 N->S Wind Line 53.75 55.13 99.5
Accum. N 1 N->S Wind Line 57.50 60.00 149.9 152.1
Accum. N Min N->S Wind Line 57.50 60.00 82.5 80.0
Accum. N Min N->S Wind Line 57.50 60.00 82.5 80.0
Accum. N 2 N->S Wind Line 57.50 60.00 112.4 114.0
Accum. N 1 N->S Wind Line 57.50 60.00 149.9 152.1
Accum. N 2 N->S Wind Line 57.50 60.00 112.4 114.0
Block 1 W 1 W->E Wind Line 12.25 16.25 152.1
Block 1 W 2 W->E Wind Line 12.25 16.25 114.0
Block 1 W Min W->E Wind Line 12.25 16.25 80.0
Block 1 W 2 W->E Wind Line 12.25 16.25 114.0
Block 1 W Min W->E Wind Line 12.25 16.25 80.0
Block 1 W 1 W->E Wind Line 12.25 16.25 152.1
Block 1 W Min W->E Wind Line 16.25 23.50 80.0
Block 1 W 1 W->E Wind Line 16.25 23.50 152.1
Block 1 W 2 W->E Wind Line 16.25 23.50 114.0
Block 1 W Min W->E Wind Line 16.25 23.50 80.0
Block 1 W 2 W->E Wind Line 16.25 23.50 114.0
Block 1 W 1 W->E Wind Line 16.25 23.50 152.1
Block 1 W Min W->E Wind Line 23.50 24.75 80.0
Block 1 W 1 W->E Wind Line 23.50 24.75 152.1
Block 1 W 2 W->E Wind Line 23.50 24.75 114.0
Block 1 W 1 W->E Wind Line 23.50 24.75 152.1
Block 1 W Min W->E Wind Line 23.50 24.75 80.0
Block 1 W 2 W->E Wind Line 23.50 24.75 114.0
21
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 E 2 W->E Lee Line 26.00 27.00 121.7 123.4
Block 1 E 1 W->E Lee Line 26.00 27.00 162.3 164.5
Block 1 E Min W->E Lee Line 26.00 27.00 117.2 118.2
Block 1 E 1 W->E Lee Line 26.00 27.00 162.3 164.5
Block 1 E 2 W->E Lee Line 26.00 27.00 121.7 123.4
Block 1 E Min W->E Lee Line 26.00 27.00 117.2 118.2
Block 1 W 2 E->W Lee Line 12.25 16.25 82.6
Block 1 W 2 E->W Lee Line 12.25 16.25 82.6
Block 1 W Min E->W Lee Line 12.25 16.25 80.0
Block 1 W Min E->W Lee Line 12.25 16.25 80.0
Block 1 W 1 E->W Lee Line 12.25 16.25 110.1
Block 1 W 1 E->W Lee Line 12.25 16.25 110.1
Block 1 W 1 E->W Lee Line 16.25 23.50 110.1
Block 1 W 2 E->W Lee Line 16.25 23.50 82.6
Block 1 W Min E->W Lee Line 16.25 23.50 80.0
Block 1 W 1 E->W Lee Line 16.25 23.50 110.1
Block 1 W Min E->W Lee Line 16.25 23.50 80.0
Block 1 W 2 E->W Lee Line 16.25 23.50 82.6
Block 1 W 2 E->W Lee Line 23.50 24.75 82.6
Block 1 W Min E->W Lee Line 23.50 24.75 80.0
Block 1 W 1 E->W Lee Line 23.50 24.75 110.1
Block 1 W 2 E->W Lee Line 23.50 24.75 82.6
Block 1 W Min E->W Lee Line 23.50 24.75 80.0
Block 1 W 1 E->W Lee Line 23.50 24.75 110.1
Block 1 E 2 E->W Wind Line 26.00 27.00 165.2 165.1
Block 1 E Min E->W Wind Line 26.00 27.00 117.2 118.2
Block 1 E 2 E->W Wind Line 26.00 27.00 165.2 165.1
Block 1 E 1 E->W Wind Line 26.00 27.00 220.3 220.2
Block 1 E 1 E->W Wind Line 26.00 27.00 220.3 220.2
Block 1 E Min E->W Wind Line 26.00 27.00 117.2 118.2
Block 1 S 2 S->N Wind Line 0.00 1.00 176.7
Block 1 S 2 S->N Wind Line 0.00 1.00 176.7
Block 1 S 1 S->N Wind Line 0.00 1.00 235.7
Block 1 S 1 S->N Wind Line 0.00 1.00 235.7
Block 1 S Min S->N Wind Line 0.00 1.00 124.0
Block 1 S Min S->N Wind Line 0.00 1.00 124.0
Block 1 S 2 S->N Wind Line 1.00 1.25 114.0
Block 1 S 1 S->N Wind Line 1.00 1.25 152.1
Block 1 S Min S->N Wind Line 1.00 1.25 80.0
Block 1 S Min S->N Wind Line 1.00 1.25 80.0
Block 1 S 2 S->N Wind Line 1.00 1.25 114.0
Block 1 S 1 S->N Wind Line 1.00 1.25 152.1
Block 1 S 2 S->N Wind Line 1.25 7.25 114.0
Block 1 S 2 S->N Wind Line 1.25 7.25 114.0
Block 1 S 1 S->N Wind Line 1.25 7.25 152.1
Block 1 S Min S->N Wind Line 1.25 7.25 80.0
Block 1 S 1 S->N Wind Line 1.25 7.25 152.1
Block 1 S Min S->N Wind Line 1.25 7.25 80.0
Block 1 N 2 S->N Lee Line 0.00 1.00 119.4
Block 1 N 2 S->N Lee Line 0.00 1.00 119.4
Block 1 N Min S->N Lee Line 0.00 1.00 124.0
Block 1 N 1 S->N Lee Line 0.00 1.00 159.2
Block 1 N Min S->N Lee Line 0.00 1.00 124.0
Block 1 N 1 S->N Lee Line 0.00 1.00 159.2
Block 1 N 1 S->N Lee Line 1.00 1.50 102.7
Block 1 N 1 S->N Lee Line 1.00 1.50 102.7
Block 1 N Min S->N Lee Line 1.00 1.50 80.0
Block 1 N 2 S->N Lee Line 1.00 1.50 77.1
Block 1 N 2 S->N Lee Line 1.00 1.50 77.1
Block 1 N Min S->N Lee Line 1.00 1.50 80.0
Block 1 N Min S->N Lee Line 1.50 5.25 80.0
Block 1 N 1 S->N Lee Line 1.50 5.25 102.7
Block 1 N 2 S->N Lee Line 1.50 5.25 77.1
Block 1 N 1 S->N Lee Line 1.50 5.25 102.7
Block 1 N 2 S->N Lee Line 1.50 5.25 77.1
Block 1 N Min S->N Lee Line 1.50 5.25 80.0
Block 1 N 1 S->N Lee Line 5.25 7.25 102.7
Block 1 N 2 S->N Lee Line 5.25 7.25 77.1
Block 1 N 2 S->N Lee Line 5.25 7.25 77.1
Block 1 N Min S->N Lee Line 5.25 7.25 80.0
Block 1 N 1 S->N Lee Line 5.25 7.25 102.7
Block 1 N Min S->N Lee Line 5.25 7.25 80.0
Block 1 S Min N->S Lee Line 0.00 1.00 124.0
Block 1 S 2 N->S Lee Line 0.00 1.00 119.4
22
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 S Min N->S Lee Line 0.00 1.00 124.0
Block 1 S 1 N->S Lee Line 0.00 1.00 159.2
Block 1 S 1 N->S Lee Line 0.00 1.00 159.2
Block 1 S 2 N->S Lee Line 0.00 1.00 119.4
Block 1 S 2 N->S Lee Line 1.00 1.25 77.1
Block 1 S Min N->S Lee Line 1.00 1.25 80.0
Block 1 S 1 N->S Lee Line 1.00 1.25 102.7
Block 1 S Min N->S Lee Line 1.00 1.25 80.0
Block 1 S 2 N->S Lee Line 1.00 1.25 77.1
Block 1 S 1 N->S Lee Line 1.00 1.25 102.7
Block 1 S 1 N->S Lee Line 1.25 7.25 102.7
Block 1 S Min N->S Lee Line 1.25 7.25 80.0
Block 1 S 1 N->S Lee Line 1.25 7.25 102.7
Block 1 S Min N->S Lee Line 1.25 7.25 80.0
Block 1 S 2 N->S Lee Line 1.25 7.25 77.1
Block 1 S 2 N->S Lee Line 1.25 7.25 77.1
Block 1 N 1 N->S Wind Line 0.00 1.00 235.7
Block 1 N 1 N->S Wind Line 0.00 1.00 235.7
Block 1 N 2 N->S Wind Line 0.00 1.00 176.7
Block 1 N 2 N->S Wind Line 0.00 1.00 176.7
Block 1 N Min N->S Wind Line 0.00 1.00 124.0
Block 1 N Min N->S Wind Line 0.00 1.00 124.0
Block 1 N 1 N->S Wind Line 1.00 1.50 152.1
Block 1 N 2 N->S Wind Line 1.00 1.50 114.0
Block 1 N Min N->S Wind Line 1.00 1.50 80.0
Block 1 N Min N->S Wind Line 1.00 1.50 80.0
Block 1 N 2 N->S Wind Line 1.00 1.50 114.0
Block 1 N 1 N->S Wind Line 1.00 1.50 152.1
Block 1 N Min N->S Wind Line 1.50 5.25 80.0
Block 1 N Min N->S Wind Line 1.50 5.25 80.0
Block 1 N 2 N->S Wind Line 1.50 5.25 114.0
Block 1 N 1 N->S Wind Line 1.50 5.25 152.1
Block 1 N 2 N->S Wind Line 1.50 5.25 114.0
Block 1 N 1 N->S Wind Line 1.50 5.25 152.1
Block 1 N Min N->S Wind Line 5.25 7.25 80.0
Block 1 N 1 N->S Wind Line 5.25 7.25 152.1
Block 1 N 2 N->S Wind Line 5.25 7.25 114.0
Block 1 N 2 N->S Wind Line 5.25 7.25 114.0
Block 1 N Min N->S Wind Line 5.25 7.25 80.0
Block 1 N 1 N->S Wind Line 5.25 7.25 152.1
Block 2 W Min W->E Wind Line 5.75 11.00 168.0
Block 2 W 2 W->E Wind Line 5.75 11.00 239.4
Block 2 W 2 W->E Wind Line 5.75 11.00 239.4
Block 2 W 1 W->E Wind Line 5.75 11.00 319.2
Block 2 W 1 W->E Wind Line 5.75 11.00 319.2
Block 2 W Min W->E Wind Line 5.75 11.00 168.0
Block 2 W 2 W->E Wind Point 23.50 23.50 6070
Block 2 W Min W->E Wind Point 23.50 23.50 3633
Block 2 W 1 W->E Wind Point 23.50 23.50 6047
Block 2 E 1 W->E Lee Line 5.75 11.00 219.6
Block 2 E 1 W->E Lee Line 5.75 11.00 219.6
Block 2 E Min W->E Lee Line 5.75 11.00 168.0
Block 2 E 2 W->E Lee Line 5.75 11.00 164.7
Block 2 E Min W->E Lee Line 5.75 11.00 168.0
Block 2 E 2 W->E Lee Line 5.75 11.00 164.7
Block 2 W 2 E->W Lee Line 5.75 11.00 164.7
Block 2 W 2 E->W Lee Line 5.75 11.00 164.7
Block 2 W Min E->W Lee Line 5.75 11.00 168.0
Block 2 W Min E->W Lee Line 5.75 11.00 168.0
Block 2 W 1 E->W Lee Line 5.75 11.00 219.7
Block 2 W 1 E->W Lee Line 5.75 11.00 219.7
Block 2 E 1 E->W Wind Line 5.75 11.00 319.2
Block 2 E 2 E->W Wind Line 5.75 11.00 239.4
Block 2 E Min E->W Wind Line 5.75 11.00 168.0
Block 2 E 1 E->W Wind Line 5.75 11.00 319.2
Block 2 E 2 E->W Wind Line 5.75 11.00 239.4
Block 2 E Min E->W Wind Line 5.75 11.00 168.0
Block 2 E 1 E->W Wind Point 23.50 23.50 6049
Block 2 E Min E->W Wind Point 23.50 23.50 3633
Block 2 E 2 E->W Wind Point 23.50 23.50 6073
Block 2 S 2 S->N Wind Line 31.25 35.50 110.9
Block 2 S 1 S->N Wind Line 31.25 35.50 147.9
Block 2 S Min S->N Wind Line 31.25 35.50 84.9
23
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 2 S Min S->N Wind Line 31.25 35.50 84.9
Block 2 S 1 S->N Wind Line 31.25 35.50 147.9
Block 2 S 2 S->N Wind Line 31.25 35.50 110.9
Block 2 S Min S->N Wind Line 35.50 50.75 84.9
Block 2 S 1 S->N Wind Line 35.50 50.75 147.9
Block 2 S Min S->N Wind Line 35.50 50.75 84.9
Block 2 S 2 S->N Wind Line 35.50 50.75 110.9
Block 2 S 2 S->N Wind Line 35.50 50.75 110.9
Block 2 S 1 S->N Wind Line 35.50 50.75 147.9
Block 2 S Min N->S Lee Line 31.25 35.50 84.9
Block 2 S 2 N->S Lee Line 31.25 35.50 93.8
Block 2 S 1 N->S Lee Line 31.25 35.50 125.0
Block 2 S 1 N->S Lee Line 31.25 35.50 125.0
Block 2 S Min N->S Lee Line 31.25 35.50 84.9
Block 2 S 2 N->S Lee Line 31.25 35.50 93.8
Block 2 S 1 N->S Lee Line 35.50 50.75 125.0
Block 2 S 1 N->S Lee Line 35.50 50.75 125.0
Block 2 S 2 N->S Lee Line 35.50 50.75 93.8
Block 2 S 2 N->S Lee Line 35.50 50.75 93.8
Block 2 S Min N->S Lee Line 35.50 50.75 84.9
Block 2 S Min N->S Lee Line 35.50 50.75 84.9
Block 3 W 1 W->E Wind Line 26.00 27.00 220.3 220.2
Block 3 W Min W->E Wind Line 26.00 27.00 117.2 118.2
Block 3 W 1 W->E Wind Line 26.00 27.00 220.3 220.2
Block 3 W 2 W->E Wind Line 26.00 27.00 165.2 165.1
Block 3 W 2 W->E Wind Line 26.00 27.00 165.2 165.1
Block 3 W Min W->E Wind Line 26.00 27.00 117.2 118.2
Block 3 E 1 W->E Lee Line 12.25 16.25 110.1
Block 3 E 2 W->E Lee Line 12.25 16.25 82.5
Block 3 E 1 W->E Lee Line 12.25 16.25 110.1
Block 3 E Min W->E Lee Line 12.25 16.25 80.0
Block 3 E 2 W->E Lee Line 12.25 16.25 82.5
Block 3 E Min W->E Lee Line 12.25 16.25 80.0
Block 3 E 2 W->E Lee Line 16.25 23.50 82.5
Block 3 E 2 W->E Lee Line 16.25 23.50 82.5
Block 3 E 1 W->E Lee Line 16.25 23.50 110.1
Block 3 E 1 W->E Lee Line 16.25 23.50 110.1
Block 3 E Min W->E Lee Line 16.25 23.50 80.0
Block 3 E Min W->E Lee Line 16.25 23.50 80.0
Block 3 E 1 W->E Lee Line 23.50 24.75 110.1
Block 3 E 1 W->E Lee Line 23.50 24.75 110.1
Block 3 E 2 W->E Lee Line 23.50 24.75 82.5
Block 3 E 2 W->E Lee Line 23.50 24.75 82.5
Block 3 E Min W->E Lee Line 23.50 24.75 80.0
Block 3 E Min W->E Lee Line 23.50 24.75 80.0
Block 3 W 2 E->W Lee Line 26.00 27.00 121.7 123.4
Block 3 W Min E->W Lee Line 26.00 27.00 117.2 118.2
Block 3 W 1 E->W Lee Line 26.00 27.00 162.3 164.5
Block 3 W Min E->W Lee Line 26.00 27.00 117.2 118.2
Block 3 W 2 E->W Lee Line 26.00 27.00 121.7 123.4
Block 3 W 1 E->W Lee Line 26.00 27.00 162.3 164.5
Block 3 E Min E->W Wind Line 12.25 16.25 80.0
Block 3 E Min E->W Wind Line 12.25 16.25 80.0
Block 3 E 2 E->W Wind Line 12.25 16.25 114.0
Block 3 E 1 E->W Wind Line 12.25 16.25 152.1
Block 3 E 1 E->W Wind Line 12.25 16.25 152.1
Block 3 E 2 E->W Wind Line 12.25 16.25 114.0
Block 3 E 2 E->W Wind Line 16.25 23.50 114.0
Block 3 E 1 E->W Wind Line 16.25 23.50 152.1
Block 3 E Min E->W Wind Line 16.25 23.50 80.0
Block 3 E Min E->W Wind Line 16.25 23.50 80.0
Block 3 E 1 E->W Wind Line 16.25 23.50 152.1
Block 3 E 2 E->W Wind Line 16.25 23.50 114.0
Block 3 E 1 E->W Wind Line 23.50 24.75 152.1
Block 3 E 2 E->W Wind Line 23.50 24.75 114.0
Block 3 E Min E->W Wind Line 23.50 24.75 80.0
Block 3 E 2 E->W Wind Line 23.50 24.75 114.0
Block 3 E Min E->W Wind Line 23.50 24.75 80.0
Block 3 E 1 E->W Wind Line 23.50 24.75 152.1
Block 3 S 1 S->N Wind Line 65.75 66.25 152.1
Block 3 S 2 S->N Wind Line 65.75 66.25 114.0
Block 3 S Min S->N Wind Line 65.75 66.25 80.0
Block 3 S Min S->N Wind Line 65.75 66.25 80.0
24
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 3 S 1 S->N Wind Line 65.75 66.25 152.1
Block 3 S 2 S->N Wind Line 65.75 66.25 114.0
Block 3 S 1 S->N Wind Line 66.25 67.25 235.7
Block 3 S 2 S->N Wind Line 66.25 67.25 176.7
Block 3 S Min S->N Wind Line 66.25 67.25 124.0
Block 3 S 2 S->N Wind Line 66.25 67.25 176.7
Block 3 S Min S->N Wind Line 66.25 67.25 124.0
Block 3 S 1 S->N Wind Line 66.25 67.25 235.7
Block 3 N 2 S->N Lee Line 61.75 65.75 77.7
Block 3 N Min S->N Lee Line 61.75 65.75 80.0
Block 3 N 2 S->N Lee Line 61.75 65.75 77.7
Block 3 N 1 S->N Lee Line 61.75 65.75 103.6
Block 3 N Min S->N Lee Line 61.75 65.75 80.0
Block 3 N 1 S->N Lee Line 61.75 65.75 103.6
Block 3 N 1 S->N Lee Line 65.75 66.25 103.6
Block 3 N Min S->N Lee Line 65.75 66.25 80.0
Block 3 N Min S->N Lee Line 65.75 66.25 80.0
Block 3 N 2 S->N Lee Line 65.75 66.25 77.7
Block 3 N 1 S->N Lee Line 65.75 66.25 103.6
Block 3 N 2 S->N Lee Line 65.75 66.25 77.7
Block 3 N Min S->N Lee Line 66.25 67.25 124.0
Block 3 N 1 S->N Lee Line 66.25 67.25 160.6
Block 3 N Min S->N Lee Line 66.25 67.25 124.0
Block 3 N 1 S->N Lee Line 66.25 67.25 160.6
Block 3 N 2 S->N Lee Line 66.25 67.25 120.5
Block 3 N 2 S->N Lee Line 66.25 67.25 120.5
Block 3 S 1 N->S Lee Line 65.75 66.25 103.6
Block 3 S 1 N->S Lee Line 65.75 66.25 103.6
Block 3 S Min N->S Lee Line 65.75 66.25 80.0
Block 3 S 2 N->S Lee Line 65.75 66.25 77.7
Block 3 S Min N->S Lee Line 65.75 66.25 80.0
Block 3 S 2 N->S Lee Line 65.75 66.25 77.7
Block 3 S 2 N->S Lee Line 66.25 67.25 120.5
Block 3 S Min N->S Lee Line 66.25 67.25 124.0
Block 3 S 1 N->S Lee Line 66.25 67.25 160.6
Block 3 S 2 N->S Lee Line 66.25 67.25 120.5
Block 3 S Min N->S Lee Line 66.25 67.25 124.0
Block 3 S 1 N->S Lee Line 66.25 67.25 160.6
Block 3 N Min N->S Wind Line 61.75 65.75 80.0
Block 3 N 2 N->S Wind Line 61.75 65.75 114.0
Block 3 N 1 N->S Wind Line 61.75 65.75 152.1
Block 3 N Min N->S Wind Line 61.75 65.75 80.0
Block 3 N 1 N->S Wind Line 61.75 65.75 152.1
Block 3 N 2 N->S Wind Line 61.75 65.75 114.0
Block 3 N 1 N->S Wind Line 65.75 66.25 152.1
Block 3 N 2 N->S Wind Line 65.75 66.25 114.0
Block 3 N Min N->S Wind Line 65.75 66.25 80.0
Block 3 N 1 N->S Wind Line 65.75 66.25 152.1
Block 3 N Min N->S Wind Line 65.75 66.25 80.0
Block 3 N 2 N->S Wind Line 65.75 66.25 114.0
Block 3 N 1 N->S Wind Line 66.25 67.25 235.7
Block 3 N Min N->S Wind Line 66.25 67.25 124.0
Block 3 N 1 N->S Wind Line 66.25 67.25 235.7
Block 3 N Min N->S Wind Line 66.25 67.25 124.0
Block 3 N 2 N->S Wind Line 66.25 67.25 176.7
Block 3 N 2 N->S Wind Line 66.25 67.25 176.7
Block 4 W Min W->E Wind Line 24.75 26.00 80.0 81.2
Block 4 W 1 W->E Wind Line 24.75 26.00 152.1 151.9
Block 4 W 1 W->E Wind Line 24.75 26.00 152.1 151.9
Block 4 W 2 W->E Wind Line 24.75 26.00 114.0 113.9
Block 4 W 2 W->E Wind Line 24.75 26.00 114.0 113.9
Block 4 W Min W->E Wind Line 24.75 26.00 80.0 81.2
Block 4 W 1 W->E Wind Line 29.63 32.00 67.6 68.0
Block 4 W 1 W->E Wind Line 29.63 32.00 67.6 68.0
Block 4 W 2 W->E Wind Line 29.63 32.00 50.7 51.0
Block 4 W Min W->E Wind Line 29.63 32.00 40.9 38.5
Block 4 W Min W->E Wind Line 29.63 32.00 40.9 38.5
Block 4 W 2 W->E Wind Line 29.63 32.00 50.7 51.0
Block 4 W 2 W->E Wind Line 32.00 34.50 -0.3 0.0
Block 4 W Min W->E Wind Line 32.00 34.50 2.5 0.0
Block 4 W 1 W->E Wind Line 32.00 34.50 -0.4 0.0
Block 4 W Min W->E Wind Line 32.00 34.50 2.5 0.0
Block 4 W 1 W->E Wind Line 32.00 34.50 -0.4 0.0
25
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 4 W 2 W->E Wind Line 32.00 34.50 -0.3 0.0
Block 4 E 1 W->E Lee Line 24.75 26.00 110.1 112.8
Block 4 E Min W->E Lee Line 24.75 26.00 80.0 81.2
Block 4 E 2 W->E Lee Line 24.75 26.00 82.5 84.6
Block 4 E 1 W->E Lee Line 24.75 26.00 110.1 112.8
Block 4 E 2 W->E Lee Line 24.75 26.00 82.5 84.6
Block 4 E Min W->E Lee Line 24.75 26.00 80.0 81.2
Block 4 E Min W->E Lee Line 29.63 32.00 40.9 38.5
Block 4 E Min W->E Lee Line 29.63 32.00 40.9 38.5
Block 4 E 2 W->E Lee Line 29.63 32.00 20.8 16.9
Block 4 E 1 W->E Lee Line 29.63 32.00 27.7 22.5
Block 4 E 1 W->E Lee Line 29.63 32.00 27.7 22.5
Block 4 E 2 W->E Lee Line 29.63 32.00 20.8 16.9
Block 4 E Min W->E Lee Line 32.00 34.50 2.5 0.0
Block 4 E 2 W->E Lee Line 32.00 34.50 4.1 0.0
Block 4 E 2 W->E Lee Line 32.00 34.50 4.1 0.0
Block 4 E Min W->E Lee Line 32.00 34.50 2.5 0.0
Block 4 E 1 W->E Lee Line 32.00 34.50 5.4 0.0
Block 4 E 1 W->E Lee Line 32.00 34.50 5.4 0.0
Block 4 W 2 E->W Lee Line 24.75 26.00 82.6 84.6
Block 4 W 1 E->W Lee Line 24.75 26.00 110.1 112.8
Block 4 W Min E->W Lee Line 24.75 26.00 80.0 81.2
Block 4 W 1 E->W Lee Line 24.75 26.00 110.1 112.8
Block 4 W Min E->W Lee Line 24.75 26.00 80.0 81.2
Block 4 W 2 E->W Lee Line 24.75 26.00 82.6 84.6
Block 4 W Min E->W Lee Line 29.63 32.00 40.9 38.5
Block 4 W 2 E->W Lee Line 29.63 32.00 20.8 16.9
Block 4 W Min E->W Lee Line 29.63 32.00 40.9 38.5
Block 4 W 1 E->W Lee Line 29.63 32.00 27.7 22.5
Block 4 W 2 E->W Lee Line 29.63 32.00 20.8 16.9
Block 4 W 1 E->W Lee Line 29.63 32.00 27.7 22.5
Block 4 W 1 E->W Lee Line 32.00 34.50 5.4 0.0
Block 4 W 2 E->W Lee Line 32.00 34.50 4.1 0.0
Block 4 W 2 E->W Lee Line 32.00 34.50 4.1 0.0
Block 4 W 1 E->W Lee Line 32.00 34.50 5.4 0.0
Block 4 W Min E->W Lee Line 32.00 34.50 2.5 0.0
Block 4 W Min E->W Lee Line 32.00 34.50 2.5 0.0
Block 4 E 2 E->W Wind Line 24.75 26.00 114.0 113.9
Block 4 E Min E->W Wind Line 24.75 26.00 80.0 81.2
Block 4 E 1 E->W Wind Line 24.75 26.00 152.1 151.9
Block 4 E 1 E->W Wind Line 24.75 26.00 152.1 151.9
Block 4 E Min E->W Wind Line 24.75 26.00 80.0 81.2
Block 4 E 2 E->W Wind Line 24.75 26.00 114.0 113.9
Block 4 E 2 E->W Wind Line 29.63 32.00 50.7 51.0
Block 4 E 1 E->W Wind Line 29.63 32.00 67.6 68.0
Block 4 E Min E->W Wind Line 29.63 32.00 40.9 38.5
Block 4 E 2 E->W Wind Line 29.63 32.00 50.7 51.0
Block 4 E Min E->W Wind Line 29.63 32.00 40.9 38.5
Block 4 E 1 E->W Wind Line 29.63 32.00 67.6 68.0
Block 4 E Min E->W Wind Line 32.00 34.50 2.5 0.0
Block 4 E Min E->W Wind Line 32.00 34.50 2.5 0.0
Block 4 E 2 E->W Wind Line 32.00 34.50 -0.3 0.0
Block 4 E 1 E->W Wind Line 32.00 34.50 -0.4 0.0
Block 4 E 2 E->W Wind Line 32.00 34.50 -0.3 0.0
Block 4 E 1 E->W Wind Line 32.00 34.50 -0.4 0.0
Block 4 S 2 S->N Wind Line 7.25 12.13 114.0 110.9
Block 4 S Min S->N Wind Line 7.25 12.13 80.0 84.9
Block 4 S 1 S->N Wind Line 7.25 12.13 152.1 147.9
Block 4 S 2 S->N Wind Line 7.25 12.13 114.0 110.9
Block 4 S 1 S->N Wind Line 7.25 12.13 152.1 147.9
Block 4 S Min S->N Wind Line 7.25 12.13 80.0 84.9
Block 4 S 1 S->N Wind Line 12.13 13.25 147.9
Block 4 S 2 S->N Wind Line 12.13 13.25 110.9
Block 4 S Min S->N Wind Line 12.13 13.25 84.9
Block 4 S Min S->N Wind Line 12.13 13.25 84.9
Block 4 S 2 S->N Wind Line 12.13 13.25 110.9
Block 4 S 1 S->N Wind Line 12.13 13.25 147.9
Block 4 S Min S->N Wind Line 55.13 60.00 84.9 80.0
Block 4 S 1 S->N Wind Line 55.13 60.00 147.9 152.1
Block 4 S Min S->N Wind Line 55.13 60.00 84.9 80.0
Block 4 S 1 S->N Wind Line 55.13 60.00 147.9 152.1
Block 4 S 2 S->N Wind Line 55.13 60.00 110.9 114.0
Block 4 S 2 S->N Wind Line 55.13 60.00 110.9 114.0
Block 4 S Min S->N Wind Line 60.00 65.75 80.0
26
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 4 S 2 S->N Wind Line 60.00 65.75 114.0
Block 4 S 1 S->N Wind Line 60.00 65.75 152.1
Block 4 S 2 S->N Wind Line 60.00 65.75 114.0
Block 4 S 1 S->N Wind Line 60.00 65.75 152.1
Block 4 S Min S->N Wind Line 60.00 65.75 80.0
Block 4 N Min S->N Lee Line 7.25 9.75 80.0 82.5
Block 4 N Min S->N Lee Line 7.25 9.75 80.0 82.5
Block 4 N 2 S->N Lee Line 7.25 9.75 77.1 82.6
Block 4 N 1 S->N Lee Line 7.25 9.75 102.7 110.1
Block 4 N 1 S->N Lee Line 7.25 9.75 102.7 110.1
Block 4 N 2 S->N Lee Line 7.25 9.75 77.1 82.6
Block 4 N 2 S->N Lee Line 12.13 13.25 77.5
Block 4 N 1 S->N Lee Line 12.13 13.25 103.3
Block 4 N 2 S->N Lee Line 12.13 13.25 77.5
Block 4 N Min S->N Lee Line 12.13 13.25 76.9
Block 4 N 1 S->N Lee Line 12.13 13.25 103.3
Block 4 N Min S->N Lee Line 12.13 13.25 76.9
Block 4 N Min S->N Lee Line 55.13 57.50 76.9 74.5
Block 4 N 1 S->N Lee Line 55.13 57.50 103.7 96.7
Block 4 N Min S->N Lee Line 55.13 57.50 76.9 74.5
Block 4 N 2 S->N Lee Line 55.13 57.50 77.8 72.5
Block 4 N 2 S->N Lee Line 55.13 57.50 77.8 72.5
Block 4 N 1 S->N Lee Line 55.13 57.50 103.7 96.7
Block 4 N Min S->N Lee Line 60.00 61.75 80.0
Block 4 N 2 S->N Lee Line 60.00 61.75 77.7
Block 4 N 1 S->N Lee Line 60.00 61.75 103.6
Block 4 N 1 S->N Lee Line 60.00 61.75 103.6
Block 4 N 2 S->N Lee Line 60.00 61.75 77.7
Block 4 N Min S->N Lee Line 60.00 61.75 80.0
Block 4 S 2 N->S Lee Line 7.25 12.13 77.1 87.8
Block 4 S Min N->S Lee Line 7.25 12.13 80.0 84.9
Block 4 S Min N->S Lee Line 7.25 12.13 80.0 84.9
Block 4 S 1 N->S Lee Line 7.25 12.13 102.7 117.1
Block 4 S 2 N->S Lee Line 7.25 12.13 77.1 87.8
Block 4 S 1 N->S Lee Line 7.25 12.13 102.7 117.1
Block 4 S 1 N->S Lee Line 12.13 13.25 117.1
Block 4 S 1 N->S Lee Line 12.13 13.25 117.1
Block 4 S Min N->S Lee Line 12.13 13.25 84.9
Block 4 S 2 N->S Lee Line 12.13 13.25 87.8
Block 4 S Min N->S Lee Line 12.13 13.25 84.9
Block 4 S 2 N->S Lee Line 12.13 13.25 87.8
Block 4 S Min N->S Lee Line 55.13 60.00 84.9 80.0
Block 4 S 2 N->S Lee Line 55.13 60.00 88.5 77.7
Block 4 S 1 N->S Lee Line 55.13 60.00 118.0 103.6
Block 4 S 2 N->S Lee Line 55.13 60.00 88.5 77.7
Block 4 S Min N->S Lee Line 55.13 60.00 84.9 80.0
Block 4 S 1 N->S Lee Line 55.13 60.00 118.0 103.6
Block 4 S 1 N->S Lee Line 60.00 65.75 103.6
Block 4 S 1 N->S Lee Line 60.00 65.75 103.6
Block 4 S Min N->S Lee Line 60.00 65.75 80.0
Block 4 S 2 N->S Lee Line 60.00 65.75 77.7
Block 4 S Min N->S Lee Line 60.00 65.75 80.0
Block 4 S 2 N->S Lee Line 60.00 65.75 77.7
Block 4 N Min N->S Wind Line 7.25 9.75 80.0 82.5
Block 4 N 1 N->S Wind Line 7.25 9.75 152.1 149.9
Block 4 N 2 N->S Wind Line 7.25 9.75 114.0 112.4
Block 4 N 2 N->S Wind Line 7.25 9.75 114.0 112.4
Block 4 N Min N->S Wind Line 7.25 9.75 80.0 82.5
Block 4 N 1 N->S Wind Line 7.25 9.75 152.1 149.9
Block 4 N Min N->S Wind Line 12.13 13.25 76.9
Block 4 N 2 N->S Wind Line 12.13 13.25 99.5
Block 4 N Min N->S Wind Line 12.13 13.25 76.9
Block 4 N 1 N->S Wind Line 12.13 13.25 132.7
Block 4 N 2 N->S Wind Line 12.13 13.25 99.5
Block 4 N 1 N->S Wind Line 12.13 13.25 132.7
Block 4 N Min N->S Wind Line 55.13 57.50 76.9 74.5
Block 4 N 2 N->S Wind Line 55.13 57.50 99.5 101.1
Block 4 N 2 N->S Wind Line 55.13 57.50 99.5 101.1
Block 4 N 1 N->S Wind Line 55.13 57.50 132.7 134.7
Block 4 N Min N->S Wind Line 55.13 57.50 76.9 74.5
Block 4 N 1 N->S Wind Line 55.13 57.50 132.7 134.7
Block 4 N 1 N->S Wind Line 60.00 61.75 152.1
Block 4 N 2 N->S Wind Line 60.00 61.75 114.0
Block 4 N Min N->S Wind Line 60.00 61.75 80.0
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 4 N 1 N->S Wind Line 60.00 61.75 152.1
Block 4 N 2 N->S Wind Line 60.00 61.75 114.0
Block 4 N Min N->S Wind Line 60.00 61.75 80.0
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user-entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Surf Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads
before distributing them to the shearlines.
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WIND C&C LOADS
Block Building Wind Level Magnitude [psf]
Face Direction Interior End Zone
Block 1 West Windward 3 33.2 40.9
Block 1 East Leeward 3 33.2 40.9
Block 1 West Leeward 3 33.2 40.9
Block 1 East Windward 3 33.2 40.9
Block 1 South Windward 3 33.2 40.9
Block 1 North Leeward 3 33.2 40.9
Block 1 North Leeward 3 33.2 40.9
Block 1 South Leeward 3 33.2 40.9
Block 1 North Windward 3 33.2 40.9
Block 1 North Windward 3 33.2 40.9
Block 2 West Windward 3 33.3 41.2
Block 2 East Leeward 3 33.3 41.2
Block 2 West Leeward 3 33.3 41.2
Block 2 East Windward 3 33.3 41.2
Block 2 South Windward 3 33.3 41.2
Block 2 North Leeward 3 33.3 41.2
Block 2 South Leeward 3 33.3 41.2
Block 2 North Windward 3 33.3 41.2
Block 3 West Windward 3 33.1 40.9
Block 3 East Leeward 3 33.1 40.9
Block 3 West Leeward 3 33.1 40.9
Block 3 East Windward 3 33.1 40.9
Block 3 South Windward 3 33.1 40.9
Block 3 North Leeward 3 33.1 40.9
Block 3 North Leeward 3 33.1 40.9
Block 3 South Leeward 3 33.1 40.9
Block 3 North Windward 3 33.1 40.9
Block 3 North Windward 3 33.1 40.9
Block 1 West Windward 2 33.2 40.9
Block 1 East Leeward 2 33.2 40.9
Block 1 West Leeward 2 33.2 40.9
Block 1 East Windward 2 33.2 40.9
Block 1 South Windward 2 33.2 40.9
Block 1 South Windward 2 33.2 40.9
Block 1 North Leeward 2 33.2 40.9
Block 1 South Leeward 2 33.2 40.9
Block 1 South Leeward 2 33.2 40.9
Block 1 North Windward 2 33.2 40.9
Block 2 West Windward 2 33.3 41.2
Block 2 East Leeward 2 33.3 41.2
Block 2 West Leeward 2 33.3 41.2
Block 2 East Windward 2 33.3 41.2
Block 2 South Windward 2 33.3 41.2
Block 2 North Leeward 2 33.3 41.2
Block 2 South Leeward 2 33.3 41.2
Block 2 North Windward 2 33.3 41.2
Block 3 West Windward 2 33.1 40.9
Block 3 East Leeward 2 33.1 40.9
Block 3 West Leeward 2 33.1 40.9
Block 3 East Windward 2 33.1 40.9
Block 3 South Windward 2 33.1 40.9
Block 3 South Windward 2 33.1 40.9
Block 3 North Leeward 2 33.1 40.9
Block 3 South Leeward 2 33.1 40.9
Block 3 South Leeward 2 33.1 40.9
Block 3 North Windward 2 33.1 40.9
Block 1 West Windward 1 33.2 40.9
Block 1 East Leeward 1 33.2 40.9
Block 1 West Leeward 1 33.2 40.9
Block 1 East Windward 1 33.2 40.9
Block 1 South Windward 1 33.2 40.9
Block 1 South Windward 1 33.2 40.9
Block 1 North Leeward 1 33.2 40.9
Block 1 North Leeward 1 33.2 40.9
Block 1 South Leeward 1 33.2 40.9
Block 1 South Leeward 1 33.2 40.9
Block 1 North Windward 1 33.2 40.9
Block 1 North Windward 1 33.2 40.9
29
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
WIND C&C LOADS (continued)
Block 2 West Windward 1 33.3 41.2
Block 2 East Leeward 1 33.3 41.2
Block 2 West Leeward 1 33.3 41.2
Block 2 East Windward 1 33.3 41.2
Block 2 South Windward 1 33.3 41.2
Block 2 South Windward 1 33.3 41.2
Block 2 South Leeward 1 33.3 41.2
Block 2 South Leeward 1 33.3 41.2
Block 3 West Windward 1 33.1 40.9
Block 3 East Leeward 1 33.1 40.9
Block 3 West Leeward 1 33.1 40.9
Block 3 East Windward 1 33.1 40.9
Block 3 South Windward 1 33.1 40.9
Block 3 South Windward 1 33.1 40.9
Block 3 North Leeward 1 33.1 40.9
Block 3 North Leeward 1 33.1 40.9
Block 3 South Leeward 1 33.1 40.9
Block 3 South Leeward 1 33.1 40.9
Block 3 North Windward 1 33.1 40.9
Block 3 North Windward 1 33.1 40.9
Block 4 West Windward 1 28.6 35.3
Block 4 East Leeward 1 28.6 35.3
Block 4 West Leeward 1 28.6 35.3
Block 4 East Windward 1 28.6 35.3
Block 4 North Leeward 1 28.6 35.3
Block 4 North Windward 1 28.6 35.3
DEAD LOADS (for hold-down calculations)
Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi]
Line Width [ft] Start End Start End
A 3 Line 16.25 25.50 160.0*
A 3 Line 25.50 41.50 160.0*
A 3 Line 41.50 50.75 160.0*
3 Line 1.25 13.75 160.0*
3 Line 13.75 16.25 160.0*
3 Line 50.75 53.25 160.0*
3 Line 53.25 65.75 160.0*
C 3 Line 1.25 5.25 160.0*
C 3 Line 61.75 65.75 160.0*
3 Line 13.25 16.25 160.0*
3 Line 16.25 50.75 160.0*
3 Line 50.75 53.75 160.0*
3 Line 5.25 13.25 160.0*
3 Line 53.75 61.75 160.0*
3 Line 3.00 17.25 160.0*
3 Line 17.25 20.25 160.0*
3 Line 20.25 27.00 160.0*
3 Line 25.00 27.00 160.0*
3 3 Line 0.00 3.00 160.0*
4 3 Line 0.50 24.50 120.0*
5 3 Line 0.00 3.00 160.0*
3 Line 25.00 27.00 160.0*
3 Line 17.25 20.25 160.0*
3 Line 20.25 27.00 160.0*
3 Line 3.00 17.25 160.0*
A 2 Line 16.25 25.50 180.0*
A 2 Line 25.50 41.50 180.0*
A 2 Line 41.50 50.75 180.0*
2 Line 1.25 16.25 180.0*
2 Line 50.75 65.75 180.0*
2 Line 0.00 1.25 180.0*
2 Line 65.75 67.25 180.0*
D 2 Line 0.00 5.25 180.0*
D 2 Line 61.75 67.25 180.0*
2 Line 13.25 53.75 180.0*
2 Line 5.25 13.25 180.0*
2 Line 53.75 61.75 180.0*
1 2 Line 16.25 23.50 180.0*
2 Line 1.50 16.25 180.0*
2 Line 23.50 27.00 180.0*
2 Line 16.75 26.75 135.0*
30
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DEAD LOADS (for hold-down calculations) (continued)
2 Line 26.00 27.00 180.0*
3 2 Line 0.00 1.50 180.0*
4 2 Line 0.50 25.50 135.0*
5 2 Line 0.00 1.50 180.0*
2 Line 26.00 27.00 180.0*
7 2 Line 16.75 26.75 135.0*
2 Line 23.50 27.00 180.0*
2 Line 1.50 16.25 180.0*
2 Line 16.25 23.50 180.0*
A 1 Line 0.00 13.25 180.0*
A 1 Line 54.00 67.25 180.0*
1 Line 31.25 35.50 180.0*
B 1 Line 13.25 31.25 180.0*
B 1 Line 35.50 40.00 180.0*
B 1 Line 40.00 54.00 180.0*
1 Line 0.00 7.75 135.0*
1 Line 59.50 67.25 135.0*
1 Line 0.00 1.00 180.0*
1 Line 66.25 67.25 180.0*
1 Line 0.00 1.00 180.0*
1 Line 66.25 67.25 180.0*
D 1 Line 0.00 1.50 180.0*
D 1 Line 65.75 67.25 180.0*
1 Line 1.50 5.75 180.0*
1 Line 5.75 9.75 180.0*
1 Line 57.50 61.50 180.0*
1 Line 61.50 65.75 180.0*
E 1 Line 9.75 16.50 180.0*
E 1 Line 16.50 50.75 180.0*
E 1 Line 50.75 57.50 180.0*
1 1 Line 0.00 12.25 180.0*
1 1 Line 16.25 23.50 180.0*
1 Line 12.25 16.25 180.0*
1 Line 23.50 27.00 180.0*
1 Line 16.75 26.75 135.0*
2 1 Line 27.00 32.00 180.0*
1 Line 0.00 11.00 180.0*
1 Line 5.75 11.00 180.0*
4 1 Line 6.00 31.75 135.0*
1 Line 5.75 11.00 180.0*
6 1 Line 0.00 11.00 180.0*
1 Line 27.00 32.00 180.0*
7 1 Line 16.75 26.75 135.0*
1 Line 23.50 27.00 180.0*
1 Line 12.25 16.25 180.0*
1 Line 0.00 12.25 180.0*
1 Line 16.25 23.50 180.0*
31
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BUILDING MASSES
Level 3 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 1 Line 0.50 19.50 187.0 187.0
E-W Roof Block 1 Line 0.50 19.50 132.0 132.0
E-W Roof Block 2 Line -2.50 29.75 500.5 500.5
E-W Roof Block 2 Line -2.50 29.75 500.5 500.5
E-W Roof Block 3 Line 0.75 19.50 132.0 132.0
E-W Roof Block 3 Line 0.75 19.50 187.0 187.0
N-S Roof Block 1 Line -1.25 13.25 209.0 209.0
N-S Roof Block 1 Line -1.25 13.25 209.0 209.0
N-S Roof Block 2 A Line 10.75 56.25 354.8 354.8
N-S Roof Block 2 Line 10.75 56.25 354.8 354.8
N-S Roof Block 3 Line 53.75 68.25 206.2 206.2
N-S Roof Block 3 Line 53.75 68.25 206.2 206.2
Both Wall 1-1 n/a Line 3.00 17.25 80.0 80.0
Both Wall 1-2 n/a Line 17.25 20.25 80.0 80.0
Both Wall 1-3 n/a Line 20.25 27.00 80.0 80.0
Both Wall 2-1 n/a Line 25.00 27.00 80.0 80.0
Both Wall 3-1 n/a 3 Line 0.00 3.00 80.0 80.0
Both Wall 4-1 n/a 4 Line 0.50 24.50 60.0 60.0
Both Wall 5-1 n/a 5 Line 0.00 3.00 80.0 80.0
Both Wall 6-1 n/a Line 25.00 27.00 80.0 80.0
Both Wall 7-2 n/a Line 17.25 20.25 80.0 80.0
Both Wall 7-3 n/a Line 20.25 27.00 80.0 80.0
Both Wall 7-1 n/a Line 3.00 17.25 80.0 80.0
Both Wall A-3 n/a A Line 16.25 25.50 80.0 80.0
Both Wall A-4 n/a A Line 25.50 41.50 80.0 80.0
Both Wall A-5 n/a A Line 41.50 50.75 80.0 80.0
Both Wall A-1 n/a Line 1.25 13.75 80.0 80.0
Both Wall A-2 n/a Line 13.75 16.25 80.0 80.0
Both Wall A-6 n/a Line 50.75 53.25 80.0 80.0
Both Wall A-7 n/a Line 53.25 65.75 80.0 80.0
Both Wall C-1 n/a C Line 1.25 5.25 80.0 80.0
Both Wall C-2 n/a C Line 61.75 65.75 80.0 80.0
Both Wall D-2 n/a Line 13.25 16.25 80.0 80.0
Both Wall D-3 n/a Line 16.25 50.75 80.0 80.0
Both Wall D-4 n/a Line 50.75 53.75 80.0 80.0
Both Wall D-1 n/a Line 5.25 13.25 80.0 80.0
Both Wall D-5 n/a Line 53.75 61.75 80.0 80.0
Level 2 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Floor F3 n/a 1 Line 16.25 23.50 672.5 672.5
E-W Floor F2 n/a Line 1.50 16.25 645.0 645.0
Both Wall 1-1 n/a Line 3.00 17.25 80.0 80.0
Both Wall 1-2 n/a Line 17.25 20.25 80.0 80.0
Both Wall 1-3 n/a Line 20.25 27.00 80.0 80.0
E-W Floor F4 n/a Line 23.50 26.00 565.0 565.0
E-W Floor F6 n/a Line 26.00 27.00 80.0 80.0
Both Wall 2-1 n/a Line 25.00 27.00 80.0 80.0
E-W Floor F6 n/a Line 26.00 27.00 80.0 80.0
Both Wall 3-1 n/a 3 Line 0.00 3.00 80.0 80.0
E-W Floor F1 n/a 3 Line 0.00 1.50 345.0 345.0
Both Wall 4-1 n/a 4 Line 0.50 24.50 60.0 60.0
E-W Floor F1 n/a 5 Line 0.00 1.50 345.0 345.0
Both Wall 5-1 n/a 5 Line 0.00 3.00 80.0 80.0
Both Wall 6-1 n/a Line 25.00 27.00 80.0 80.0
E-W Floor F5 n/a Line 26.00 27.00 80.0 80.0
Both Wall 7-2 n/a Line 17.25 20.25 80.0 80.0
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BUILDING MASSES (continued)
Both Wall 7-3 n/a Line 20.25 27.00 80.0 80.0
E-W Floor F4 n/a Line 23.50 26.00 565.0 565.0
E-W Floor F5 n/a Line 26.00 27.00 80.0 80.0
E-W Floor F2 n/a Line 1.50 16.25 645.0 645.0
Both Wall 7-1 n/a Line 3.00 17.25 80.0 80.0
E-W Floor F3 n/a Line 16.25 23.50 672.5 672.5
N-S Floor F5 n/a A Line 16.25 50.75 260.0 260.0
Both Wall A-3 n/a A Line 16.25 25.50 80.0 80.0
Both Wall A-4 n/a A Line 25.50 41.50 80.0 80.0
Both Wall A-5 n/a A Line 41.50 50.75 80.0 80.0
N-S Floor F2 n/a Line 1.25 5.25 220.0 220.0
N-S Floor F3 n/a Line 5.25 13.25 255.0 255.0
N-S Floor F4 n/a Line 13.25 16.25 245.0 245.0
N-S Floor F6 n/a Line 50.75 53.75 245.0 245.0
N-S Floor F7 n/a Line 53.75 61.75 255.0 255.0
N-S Floor F8 n/a Line 61.75 65.75 220.0 220.0
Both Wall A-1 n/a Line 1.25 13.75 80.0 80.0
Both Wall A-2 n/a Line 13.75 16.25 80.0 80.0
Both Wall A-6 n/a Line 50.75 53.25 80.0 80.0
Both Wall A-7 n/a Line 53.25 65.75 80.0 80.0
N-S Floor F1 n/a Line 0.00 1.25 72.5 72.5
N-S Floor F9 n/a Line 65.75 67.25 72.5 72.5
Both Wall C-1 n/a C Line 1.25 5.25 80.0 80.0
Both Wall C-2 n/a C Line 61.75 65.75 80.0 80.0
N-S Floor F1 n/a D Line 0.00 1.25 72.5 72.5
N-S Floor F2 n/a D Line 1.25 5.25 220.0 220.0
N-S Floor F8 n/a D Line 61.75 65.75 220.0 220.0
N-S Floor F9 n/a D Line 65.75 67.25 72.5 72.5
Both Wall D-2 n/a Line 13.25 16.25 80.0 80.0
Both Wall D-3 n/a Line 16.25 50.75 80.0 80.0
Both Wall D-4 n/a Line 50.75 53.75 80.0 80.0
N-S Floor F4 n/a Line 13.25 16.25 245.0 245.0
N-S Floor F5 n/a Line 16.25 50.75 260.0 260.0
N-S Floor F6 n/a Line 50.75 53.75 245.0 245.0
Both Wall D-1 n/a Line 5.25 13.25 80.0 80.0
N-S Floor F3 n/a Line 5.25 13.25 255.0 255.0
N-S Floor F7 n/a Line 53.75 61.75 255.0 255.0
Both Wall D-5 n/a Line 53.75 61.75 80.0 80.0
Both Wall 1-2 n/a 1 Line 16.25 23.50 90.0 90.0
Both Wall 1-1 n/a Line 1.50 16.25 90.0 90.0
Both Wall 1-4 n/a Line 23.50 27.00 90.0 90.0
Both Wall 1-3 n/a Line 16.75 26.75 67.5 67.5
Both Wall 2-1 n/a Line 26.00 27.00 90.0 90.0
Both Wall 3-1 n/a 3 Line 0.00 1.50 90.0 90.0
Both Wall 4-1 n/a 4 Line 0.50 25.50 67.5 67.5
Both Wall 5-1 n/a 5 Line 0.00 1.50 90.0 90.0
Both Wall 6-1 n/a Line 26.00 27.00 90.0 90.0
Both Wall 7-3 n/a 7 Line 16.75 26.75 67.5 67.5
Both Wall 7-4 n/a Line 23.50 27.00 90.0 90.0
Both Wall 7-1 n/a Line 1.50 16.25 90.0 90.0
Both Wall 7-2 n/a Line 16.25 23.50 90.0 90.0
Both Wall A-2 n/a A Line 16.25 25.50 90.0 90.0
Both Wall A-3 n/a A Line 25.50 41.50 90.0 90.0
Both Wall A-4 n/a A Line 41.50 50.75 90.0 90.0
Both Wall A-1 n/a Line 1.25 16.25 90.0 90.0
Both Wall A-5 n/a Line 50.75 65.75 90.0 90.0
Both Wall B-1 n/a Line 0.00 1.25 90.0 90.0
Both Wall B-2 n/a Line 65.75 67.25 90.0 90.0
Both Wall D-1 n/a D Line 0.00 5.25 90.0 90.0
Both Wall D-5 n/a D Line 61.75 67.25 90.0 90.0
Both Wall D-3 n/a Line 13.25 53.75 90.0 90.0
Both Wall D-2 n/a Line 5.25 13.25 90.0 90.0
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BUILDING MASSES (continued)
Both Wall D-4 n/a Line 53.75 61.75 90.0 90.0
Level 1 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 4 2 Line 24.75 34.50 580.2 580.2
E-W Roof Block 4 Line 24.75 34.50 580.2 580.2
E-W Floor F7 n/a 1 Line 0.00 11.00 132.5 132.5
E-W Floor F2 n/a 1 Line 11.00 12.25 672.5 672.5
E-W Floor F4 n/a 1 Line 16.25 23.50 672.5 672.5
Both Wall 1-2 n/a 1 Line 16.25 23.50 90.0 90.0
E-W Floor F3 n/a Line 12.25 16.25 652.5 652.5
Both Wall 1-1 n/a Line 1.50 16.25 90.0 90.0
E-W Floor F5 n/a Line 23.50 27.00 642.5 642.5
Both Wall 1-4 n/a Line 23.50 27.00 90.0 90.0
Both Wall 1-3 n/a Line 16.75 26.75 67.5 67.5
E-W Floor F6 n/a 2 Line 27.00 32.00 477.5 477.5
E-W Floor F7 n/a Line 0.00 11.00 132.5 132.5
Both Wall 2-1 n/a Line 26.00 27.00 90.0 90.0
Both Wall 3-1 n/a 3 Line 0.00 1.50 90.0 90.0
E-W Floor F8 n/a Line 5.75 11.00 42.5 42.5
Both Wall 4-1 n/a 4 Line 0.50 25.50 67.5 67.5
E-W Floor F8 n/a Line 5.75 11.00 42.5 42.5
Both Wall 5-1 n/a 5 Line 0.00 1.50 90.0 90.0
Both Wall 6-1 n/a Line 26.00 27.00 90.0 90.0
E-W Floor F1 n/a 6 Line 0.00 11.00 132.5 132.5
E-W Floor F6 n/a Line 27.00 32.00 477.5 477.5
Both Wall 7-3 n/a 7 Line 16.75 26.75 67.5 67.5
Both Wall 7-4 n/a Line 23.50 27.00 90.0 90.0
Both Wall 7-1 n/a Line 1.50 16.25 90.0 90.0
E-W Floor F5 n/a Line 23.50 27.00 642.5 642.5
E-W Floor F3 n/a Line 12.25 16.25 652.5 652.5
E-W Floor F1 n/a Line 0.00 11.00 132.5 132.5
E-W Floor F2 n/a Line 11.00 12.25 672.5 672.5
E-W Floor F4 n/a Line 16.25 23.50 672.5 672.5
Both Wall 7-2 n/a Line 16.25 23.50 90.0 90.0
N-S Roof Block 4 Line 7.25 60.00 107.2 107.2
N-S Roof Block 4 E Line 7.25 60.00 107.2 107.2
N-S Floor F12 n/a A Line 0.00 1.00 122.5 122.5
N-S Floor F2 n/a A Line 1.00 1.50 235.0 235.0
N-S Floor F3 n/a A Line 1.50 9.75 270.0 270.0
N-S Floor F4 n/a A Line 9.75 13.25 320.0 320.0
Both Wall A-2 n/a A Line 16.25 25.50 90.0 90.0
Both Wall A-3 n/a A Line 25.50 41.50 90.0 90.0
Both Wall A-4 n/a A Line 41.50 50.75 90.0 90.0
N-S Floor F8 n/a A Line 54.00 57.50 320.0 320.0
N-S Floor F9 n/a A Line 57.50 65.75 270.0 270.0
N-S Floor F10 n/a A Line 65.75 66.25 235.0 235.0
N-S Floor F13 n/a A Line 66.25 67.25 122.5 122.5
Both Wall A-1 n/a Line 1.25 16.25 90.0 90.0
Both Wall A-5 n/a Line 50.75 65.75 90.0 90.0
N-S Floor F6 n/a Line 31.25 35.50 262.5 262.5
N-S Floor F5 n/a B Line 13.25 31.25 210.0 210.0
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BUILDING MASSES (continued)
N-S Floor F7 n/a B Line 35.50 54.00 210.0 210.0
N-S Floor F12 n/a Line 0.00 1.00 122.5 122.5
N-S Floor F13 n/a Line 66.25 67.25 122.5 122.5
N-S Floor F1 n/a Line 0.00 1.00 72.5 72.5
Both Wall B-1 n/a Line 0.00 1.25 90.0 90.0
Both Wall B-2 n/a Line 65.75 67.25 90.0 90.0
N-S Floor F11 n/a Line 66.25 67.25 72.5 72.5
N-S Floor F1 n/a D Line 0.00 1.00 72.5 72.5
Both Wall D-1 n/a D Line 0.00 5.25 90.0 90.0
N-S Floor F2 n/a D Line 1.00 1.50 235.0 235.0
Both Wall D-5 n/a D Line 61.75 67.25 90.0 90.0
N-S Floor F10 n/a D Line 65.75 66.25 235.0 235.0
N-S Floor F11 n/a D Line 66.25 67.25 72.5 72.5
Both Wall D-3 n/a Line 13.25 53.75 90.0 90.0
N-S Floor F3 n/a Line 1.50 9.75 270.0 270.0
Both Wall D-2 n/a Line 5.25 13.25 90.0 90.0
Both Wall D-4 n/a Line 53.75 61.75 90.0 90.0
N-S Floor F9 n/a Line 57.50 65.75 270.0 270.0
N-S Floor F4 n/a E Line 9.75 13.25 320.0 320.0
N-S Floor F5 n/a E Line 13.25 31.25 210.0 210.0
N-S Floor F6 n/a E Line 31.25 35.50 262.5 262.5
N-S Floor F7 n/a E Line 35.50 54.00 210.0 210.0
N-S Floor F8 n/a E Line 54.00 57.50 320.0 320.0
Both Wall 1-1 n/a 1 Line 0.00 12.25 90.0 90.0
Both Wall 1-3 n/a 1 Line 16.25 23.50 90.0 90.0
Both Wall 1-2 n/a Line 12.25 16.25 90.0 90.0
Both Wall 1-5 n/a Line 23.50 27.00 90.0 90.0
Both Wall 1-4 n/a Line 16.75 26.75 67.5 67.5
Both Wall 2-2 n/a 2 Line 27.00 32.00 90.0 90.0
Both Wall 2-1 n/a Line 0.00 11.00 90.0 90.0
Both Wall 4-1 n/a Line 5.75 11.00 90.0 90.0
Both Wall 4-3 n/a 4 Line 6.00 31.75 67.5 67.5
Both Wall 4-2 n/a Line 5.75 11.00 90.0 90.0
Both Wall 6-1 n/a 6 Line 0.00 11.00 90.0 90.0
Both Wall 6-2 n/a Line 27.00 32.00 90.0 90.0
Both Wall 7-4 n/a 7 Line 16.75 26.75 67.5 67.5
Both Wall 7-5 n/a Line 23.50 27.00 90.0 90.0
Both Wall 7-2 n/a Line 12.25 16.25 90.0 90.0
Both Wall 7-1 n/a Line 0.00 12.25 90.0 90.0
Both Wall 7-3 n/a Line 16.25 23.50 90.0 90.0
Both Wall A-1 n/a A Line 0.00 13.25 90.0 90.0
Both Wall A-3 n/a A Line 54.00 67.25 90.0 90.0
Both Wall A-2 n/a Line 31.25 35.50 90.0 90.0
Both Wall B-4 n/a B Line 13.25 31.25 90.0 90.0
Both Wall B-5 n/a B Line 35.50 40.00 90.0 90.0
Both Wall B-6 n/a B Line 40.00 54.00 90.0 90.0
Both Wall B-1 n/a Line 0.00 7.75 67.5 67.5
Both Wall B-7 n/a Line 59.50 67.25 67.5 67.5
Both Wall B-3 n/a Line 0.00 1.00 90.0 90.0
Both Wall B-9 n/a Line 66.25 67.25 90.0 90.0
Both Wall B-2 n/a Line 0.00 1.00 90.0 90.0
Both Wall B-8 n/a Line 66.25 67.25 90.0 90.0
Both Wall D-1 n/a D Line 0.00 1.50 90.0 90.0
Both Wall D-6 n/a D Line 65.75 67.25 90.0 90.0
Both Wall D-2 n/a Line 1.50 5.75 90.0 90.0
Both Wall D-3 n/a Line 5.75 9.75 90.0 90.0
Both Wall D-4 n/a Line 57.50 61.50 90.0 90.0
Both Wall D-5 n/a Line 61.50 65.75 90.0 90.0
Both Wall E-1 n/a E Line 9.75 16.50 90.0 90.0
Both Wall E-2 n/a E Line 16.50 50.75 90.0 90.0
Both Wall E-3 n/a E Line 50.75 57.50 90.0 90.0
Legend:
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Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Shearline that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
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SEISMIC LOADS
Level 3
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Line -2.50 0.00 367.2 367.2
E-W Point 0.00 0.00 1013 1013
E-W Line 0.00 0.50 425.9 425.9
E-W Line 0.50 0.75 565.0 565.0
E-W Line 0.75 3.00 682.0 682.0
E-W Point 3.00 3.00 880 880
E-W Line 3.00 17.25 682.0 682.0
E-W Point 17.25 17.25 235 235
E-W Line 17.25 19.50 682.0 682.0
E-W Line 19.50 20.25 448.0 448.0
E-W Line 20.25 24.50 448.0 448.0
E-W Line 24.50 25.00 425.9 425.9
E-W Point 25.00 25.00 1189 1189
E-W Line 25.00 27.00 484.6 484.6
E-W Point 27.00 27.00 470 470
E-W Line 27.00 29.75 367.2 367.2
N-S Line -1.25 1.25 153.4 153.4
N-S Point 1.25 1.25 418 418
N-S Line 1.25 5.25 212.1 212.1
N-S Point 5.25 5.25 286 286
N-S Line 5.25 10.75 212.1 212.1
N-S Line 10.75 13.25 472.4 472.4
N-S Point 13.25 13.25 59 59
N-S Line 13.25 13.75 319.0 319.0
N-S Line 13.75 16.25 319.0 319.0
N-S Point 16.25 16.25 88 88
N-S Line 16.25 25.50 319.0 319.0
N-S Line 25.50 41.50 319.0 319.0
N-S Point 33.75 33.75 528 528
N-S Line 41.50 50.75 319.0 319.0
N-S Point 50.75 50.75 88 88
N-S Line 50.75 53.25 319.0 319.0
N-S Line 53.25 53.75 319.0 319.0
N-S Point 53.75 53.75 59 59
N-S Line 53.75 56.25 470.3 470.3
N-S Line 56.25 61.75 210.0 210.0
N-S Point 61.75 61.75 286 286
N-S Line 61.75 65.75 210.0 210.0
N-S Point 65.75 65.75 418 418
N-S Line 65.75 68.25 151.3 151.3
Level 2
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point 0.00 0.00 1537 1537
E-W Line 0.00 0.50 269.9 269.9
E-W Line 0.50 1.50 303.3 303.3
E-W Point 1.50 1.50 708 708
E-W Line 1.50 3.00 460.6 460.6
E-W Point 3.00 3.00 629 629
E-W Line 3.00 16.25 460.6 460.6
E-W Point 16.25 16.25 65 65
E-W Line 16.25 16.75 475.0 475.0
E-W Line 16.75 17.25 510.3 510.3
E-W Point 17.25 17.25 168 168
E-W Line 17.25 20.25 510.3 510.3
E-W Line 20.25 23.50 510.3 510.3
E-W Point 23.50 23.50 254 254
E-W Line 23.50 24.50 454.0 454.0
E-W Line 24.50 25.00 438.3 438.3
E-W Point 25.00 25.00 849 849
E-W Line 25.00 25.50 480.2 480.2
E-W Line 25.50 26.00 462.5 462.5
E-W Point 26.00 26.00 955 955
E-W Line 26.00 26.75 297.4 297.4
E-W Line 26.75 27.00 262.1 262.1
E-W Point 27.00 27.00 713 713
N-S Point 0.00 0.00 171 171
N-S Line 0.00 1.25 85.2 85.2
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SEISMIC LOADS (continued)
N-S Point 1.25 1.25 647 647
N-S Line 1.25 5.25 204.4 204.4
N-S Point 5.25 5.25 287 287
N-S Line 5.25 13.25 222.7 222.7
N-S Point 5.75 5.75 177 177
N-S Point 13.25 13.25 66 66
N-S Line 13.25 13.75 217.5 217.5
N-S Line 13.75 16.25 217.5 217.5
N-S Point 16.25 16.25 98 98
N-S Line 16.25 25.50 225.4 225.4
N-S Line 25.50 41.50 225.4 225.4
N-S Point 33.75 33.75 820 820
N-S Line 41.50 50.75 225.4 225.4
N-S Point 50.75 50.75 98 98
N-S Line 50.75 53.25 217.5 217.5
N-S Line 53.25 53.75 217.5 217.5
N-S Point 53.75 53.75 66 66
N-S Line 53.75 61.75 222.7 222.7
N-S Point 61.25 61.25 177 177
N-S Point 61.75 61.75 287 287
N-S Line 61.75 65.75 204.4 204.4
N-S Point 65.75 65.75 647 647
N-S Line 65.75 67.25 85.2 85.2
N-S Point 67.25 67.25 171 171
Level 1
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point 0.00 0.00 719 719
E-W Line 0.00 0.50 140.2 140.2
E-W Line 0.50 1.50 149.0 149.0
E-W Point 1.50 1.50 354 354
E-W Line 1.50 5.75 149.0 149.0
E-W Point 5.75 5.75 50 50
E-W Line 5.75 6.00 183.8 183.8
E-W Line 6.00 11.00 192.6 192.6
E-W Point 11.00 11.00 430 430
E-W Line 11.00 12.25 241.1 241.1
E-W Point 12.00 12.00 137 137
E-W Point 12.25 12.25 24 24
E-W Line 12.25 16.25 235.8 235.8
E-W Point 16.25 16.25 56 56
E-W Line 16.25 16.75 241.1 241.1
E-W Line 16.75 23.50 276.5 276.5
E-W Point 23.50 23.50 19978 19978
E-W Point 23.50 23.50 162 162
E-W Line 23.50 24.75 268.6 268.6
E-W Line 24.75 25.50 420.7 420.7
E-W Line 25.50 26.00 411.8 411.8
E-W Point 26.00 26.00 478 478
E-W Line 26.00 26.75 435.4 435.4
E-W Line 26.75 27.00 400.0 400.0
E-W Point 27.00 27.00 383 383
E-W Line 27.00 31.75 309.6 309.6
E-W Line 31.75 32.00 300.8 300.8
E-W Point 32.00 32.00 563 563
E-W Line 32.00 34.50 152.1 152.1
N-S Point 0.00 0.00 315 315
N-S Line 0.00 1.00 130.7 130.7
N-S Point 1.00 1.00 47 47
N-S Line 1.00 1.25 117.6 117.6
N-S Point 1.25 1.25 174 174
N-S Line 1.25 1.50 117.6 117.6
N-S Point 1.50 1.50 41 41
N-S Line 1.50 5.25 126.8 126.8
N-S Point 5.25 5.25 41 41
N-S Line 5.25 5.75 126.8 126.8
N-S Point 5.75 5.75 177 177
N-S Line 5.75 7.25 126.8 126.8
N-S Line 7.25 7.75 154.9 154.9
N-S Line 7.75 9.75 146.0 146.0
N-S Point 9.75 9.75 59 59
N-S Line 9.75 13.25 159.1 159.1
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SEISMIC LOADS (continued)
N-S Point 13.25 13.25 142 142
N-S Line 13.25 16.25 130.3 130.3
N-S Point 16.25 16.25 18 18
N-S Line 16.25 16.50 130.3 130.3
N-S Line 16.50 25.50 130.3 130.3
N-S Line 25.50 31.25 130.3 130.3
N-S Point 31.25 31.25 62 62
N-S Line 31.25 35.50 144.1 144.1
N-S Point 33.75 33.75 449 449
N-S Point 35.50 35.50 62 62
N-S Line 35.50 40.00 130.3 130.3
N-S Line 40.00 41.50 130.3 130.3
N-S Line 41.50 50.75 130.3 130.3
N-S Point 50.75 50.75 18 18
N-S Line 50.75 53.75 130.3 130.3
N-S Point 53.75 53.75 12 12
N-S Line 53.75 54.00 130.3 130.3
N-S Point 54.00 54.00 130 130
N-S Line 54.00 57.50 159.1 159.1
N-S Point 57.50 57.50 59 59
N-S Line 57.50 59.50 146.0 146.0
N-S Line 59.50 60.00 154.9 154.9
N-S Line 60.00 61.50 126.8 126.8
N-S Point 61.25 61.25 177 177
N-S Line 61.50 61.75 126.8 126.8
N-S Point 61.75 61.75 41 41
N-S Line 61.75 65.75 126.8 126.8
N-S Point 65.75 65.75 215 215
N-S Line 65.75 66.25 117.6 117.6
N-S Point 66.25 66.25 47 47
N-S Line 66.25 67.25 130.7 130.7
N-S Point 67.25 67.25 315 315
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy
factor to seismic loads before distributing them to the shearlines.
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLD-DOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
COMPRESSION FORCE DESIGN
Wind Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
Seismic Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 12.12 (seismic).
Refer to Story Drift table in this report to verify this design criterion.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D).
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Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 3
Ln1, Lev3 - S->N - - 1693 - - - - - - 9019 -
- N->S - - 1689 - - - - - - 9019 -
Wall 1-1 3 S->N 92.9 123.5 860 - .79 - 495 0.96 495 4579 0.19
3 N->S 92.7 123.2 858 - .79 - 495 0.96 495 4579 0.19
Wall 1-3 3 S->N 123.5 - 834 - 1.0 - 658 - 658 4440 0.19
3 N->S 123.2 - 832 - 1.0 - 658 - 658 4440 0.19
Level 2
Ln1, Lev2 - S->N - - 4942 - - - - - - 21050 -
- N->S - - 4928 - - - - - - 21050 -
Wall 1-1 3 S->N - - 2278 - 1.0 - 658 - - 9703 -
3 N->S - - 2272 - 1.0 - 658 - - 9703 -
Seg. 1 - S->N 211.9 125.7 530 - 1.0 - 658 - 658 1645 0.32
- N->S 211.3 125.4 528 - 1.0 - 658 - 658 1645 0.32
Open. 1 - S->N - 231.6 927 - - - 658 - 658 2631 0.35
- N->S - 231.0 924 - - - 658 - 658 2631 0.35
Seg. 2 - S->N 211.9 125.7 1748 - 1.0 - 658 - 658 5427 0.32
- N->S 211.3 125.4 1743 - 1.0 - 658 - 658 5427 0.32
Wall 1-2 3 S->N 154.4 - 1120 - 1.0 - 658 - 658 4769 0.23
3 N->S 154.0 - 1117 - 1.0 - 658 - 658 4769 0.23
Wall 1-3 3 S->N 154.4 - 1544 - 1.0 - 658 - 658 6578 0.23
3 N->S 154.0 - 1540 - 1.0 - 658 - 658 6578 0.23
Level 1
Ln1, Lev1 - S->N - - 6447 - - - - - - 27569 -
- N->S - - 6436 - - - - - - 27569 -
Wall 1-1 4 S->N - - 2451 - 1.0 - 856 - - 10481 -
4 N->S - - 2447 - 1.0 - 856 - - 10481 -
Seg. 1 - S->N 426.3 87.0 1385 - 1.0 - 856 - 856 2781 0.50
- N->S 425.5 86.8 1383 - 1.0 - 856 - 856 2781 0.50
Open. 1 - S->N - 300.1 1951 - - - 856 - 856 5561 0.35
- N->S - 299.6 1947 - - - 856 - 856 5561 0.35
Seg. 2 - S->N 426.3 87.0 1066 - 1.0 - 856 - 856 2139 0.50
- N->S 425.5 86.8 1064 - 1.0 - 856 - 856 2139 0.50
Wall 1-3 4 S->N 200.1 - 1451 - 1.0 - 856 - 856 6203 0.23
4 N->S 199.7 - 1448 - 1.0 - 856 - 856 6203 0.23
Wall 1-4 4 S->N 200.1 - 2001 - 1.0 - 856 - 856 8556 0.23
4 N->S 199.7 - 1997 - 1.0 - 856 - 856 8556 0.23
Wall 1-5 4 S->N 155.6 - 545 - .78 - 856 - 665 2329 0.23
4 N->S 155.3 - 544 - .78 - 856 - 665 2329 0.23
Line 2
Ln2, Lev1 - S->N - - 2723 - - - - - - 10525 -
- N->S - - 2736 - - - - - - 10525 -
Wall 2-1 3 S->N 170.2 - 1872 - 1.0 - 658 - 658 7236 0.26
3 N->S 171.0 - 1881 - 1.0 - 658 - 658 7236 0.26
Wall 2-2 3 S->N 170.2 - 851 - 1.0 - 658 - 658 3289 0.26
3 N->S 171.0 - 855 - 1.0 - 658 - 658 3289 0.26
Line 4
Level 3
Ln4, Lev3 - S->N - - 2682 - - - - - - 15787 -
- N->S - - 2678 - - - - - - 15787 -
Wall 4-1 3 S->N 111.7 - 2682 - 1.0 - 658 - 658 15787 0.17
3 N->S 111.6 - 2678 - 1.0 - 658 - 658 15787 0.17
Level 2
Ln4, Lev2 - S->N - - 7512 - - - - - - 21390 -
- N->S - - 7497 - - - - - - 21390 -
Wall 4-1 4 S->N 300.5 - 7512 - 1.0 - 856 - 856 21390 0.35
4 N->S 299.9 - 7497 - 1.0 - 856 - 856 21390 0.35
Level 1
Ln4, Lev1 - S->N - - 10794 - - - - - - 28843 -
- N->S - - 10815 - - - - - - 28843 -
Wall 4-3 1 S->N 419.2 - 10794 - 1.0 - 1120 - 1120 28843 0.37
1 N->S 420.0 - 10815 - 1.0 - 1120 - 1120 28843 0.37
Line 6
Ln6, Lev1 - S->N - - 2696 - - - - - - 10525 -
- N->S - - 2710 - - - - - - 10525 -
Wall 6-1 3 S->N 168.5 - 1854 - 1.0 - 658 - 658 7236 0.26
3 N->S 169.4 - 1863 - 1.0 - 658 - 658 7236 0.26
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SHEAR RESULTS (flexible wind design, continued)
Wall 6-2 3 S->N 168.5 - 843 - 1.0 - 658 - 658 3289 0.26
3 N->S 169.4 - 847 - 1.0 - 658 - 658 3289 0.26
Line 7
Level 3
Ln7, Lev3 - S->N - - 1667 - - - - - - 9019 -
- N->S - - 1663 - - - - - - 9019 -
Wall 7-1 3 S->N 91.5 121.6 846 - .79 - 495 0.96 495 4579 0.18
3 N->S 91.3 121.3 844 - .79 - 495 0.96 495 4579 0.18
Wall 7-3 3 S->N 121.6 - 821 - 1.0 - 658 - 658 4440 0.18
3 N->S 121.3 - 819 - 1.0 - 658 - 658 4440 0.18
Level 2
Ln7, Lev2 - S->N - - 4892 - - - - - - 21050 -
- N->S - - 4880 - - - - - - 21050 -
Wall 7-1 3 S->N - - 2255 - 1.0 - 658 - - 9703 -
3 N->S - - 2249 - 1.0 - 658 - - 9703 -
Seg. 1 - S->N 209.7 124.4 524 - 1.0 - 658 - 658 1645 0.32
- N->S 209.2 124.1 523 - 1.0 - 658 - 658 1645 0.32
Open. 1 - S->N - 229.3 917 - - - 658 - 658 2631 0.35
- N->S - 228.7 915 - - - 658 - 658 2631 0.35
Seg. 2 - S->N 209.7 124.4 1730 - 1.0 - 658 - 658 5427 0.32
- N->S 209.2 124.1 1726 - 1.0 - 658 - 658 5427 0.32
Wall 7-2 3 S->N 152.9 - 1108 - 1.0 - 658 - 658 4769 0.23
3 N->S 152.5 - 1106 - 1.0 - 658 - 658 4769 0.23
Wall 7-3 3 S->N 152.9 - 1529 - 1.0 - 658 - 658 6578 0.23
3 N->S 152.5 - 1525 - 1.0 - 658 - 658 6578 0.23
Level 1
Ln7, Lev1 - S->N - - 6408 - - - - - - 27569 -
- N->S - - 6398 - - - - - - 27569 -
Wall 7-1 4 S->N - - 2436 - 1.0 - 856 - - 10481 -
4 N->S - - 2432 - 1.0 - 856 - - 10481 -
Seg. 1 - S->N 423.7 86.5 1377 - 1.0 - 856 - 856 2781 0.50
- N->S 423.0 86.3 1375 - 1.0 - 856 - 856 2781 0.49
Open. 1 - S->N - 298.3 1939 - - - 856 - 856 5561 0.35
- N->S - 297.8 1936 - - - 856 - 856 5561 0.35
Seg. 2 - S->N 423.7 86.5 1059 - 1.0 - 856 - 856 2139 0.50
- N->S 423.0 86.3 1057 - 1.0 - 856 - 856 2139 0.49
Wall 7-3 4 S->N 198.9 - 1442 - 1.0 - 856 - 856 6203 0.23
4 N->S 198.5 - 1439 - 1.0 - 856 - 856 6203 0.23
Wall 7-4 4 S->N 198.9 - 1989 - 1.0 - 856 - 856 8556 0.23
4 N->S 198.5 - 1985 - 1.0 - 856 - 856 8556 0.23
Wall 7-5 4 S->N 154.7 - 541 - .78 - 856 - 665 2329 0.23
4 N->S 154.4 - 540 - .78 - 856 - 665 2329 0.23
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 3
LnA, Lev3 - W->E - - 1230 - - - - - - 26970 -
- E->W - - 1235 - - - - - - 26970 -
Wall A-1 3 W->E 30.0 - 375 - 1.0 - 658 - 658 8223 0.05
3 E->W 30.1 - 377 - 1.0 - 658 - 658 8223 0.05
Wall A-4 3 W->E 30.0 - 480 - 1.0 - 658 - 658 10525 0.05
3 E->W 30.1 - 482 - 1.0 - 658 - 658 10525 0.05
Wall A-7 3 W->E 30.0 - 375 - 1.0 - 658 - 658 8223 0.05
3 E->W 30.1 - 377 - 1.0 - 658 - 658 8223 0.05
Level 2
LnA, Lev2 - W->E - - 3295 - - - - - - 24412 -
- E->W - - 3300 - - - - - - 24412 -
Wall A-1 3 W->E 85.2 88.8 937 - .96 - 631 1.00 631 6943 0.13
3 E->W 85.3 88.9 939 - .96 - 631 1.00 631 6943 0.14
Wall A-3 3 W->E 88.8 - 1421 - 1.0 - 658 - 658 10525 0.13
3 E->W 88.9 - 1423 - 1.0 - 658 - 658 10525 0.14
Wall A-5 3 W->E 85.2 88.8 937 - .96 - 631 1.00 631 6943 0.13
3 E->W 85.3 88.9 939 - .96 - 631 1.00 631 6943 0.14
Level 1
LnA, Lev1 - W->E - - 5221 - - - - - - 29683 -
- E->W - - 5226 - - - - - - 29683 -
Wall A-1 1 W->E 197.0 - 2611 - 1.0 - 1120 - 1120 14841 0.18
1 E->W 197.2 - 2613 - 1.0 - 1120 - 1120 14841 0.18
Wall A-3 1 W->E 197.0 - 2611 - 1.0 - 1120 - 1120 14841 0.18
1 E->W 197.2 - 2613 - 1.0 - 1120 - 1120 14841 0.18
Line B
LnB, Lev1 - W->E - - 4805 - - - - - - 22402 -
- E->W - - 4806 - - - - - - 22402 -
Wall B-2 1 Both 240.3 - 1862 - 1.0 - 1120 - 1120 8681 0.21
42
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
SHEAR RESULTS (flexible wind design, continued)
Wall B-5 1 Both 240.3 - 1081 - 1.0 - 1120 - 1120 5040 0.21
Wall B-7 1 Both 240.3 - 1862 - 1.0 - 1120 - 1120 8681 0.21
Line D
Level 3
LnD, Lev3 3 W->E 61.8 64.7 1329 - 1.0 - 628 0.96 628 13507 0.10
3 E->W 61.9 64.8 1331 - 1.0 - 628 0.96 628 13507 0.10
Level 2
LnD, Lev2 - W->E - - 3642 - - - - - - 27134 -
- E->W - - 3644 - - - - - - 27134 -
Wall D-1 3 Both 88.3 - 464 - 1.0 - 658 - 658 3453 0.13
Wall D-3 3 W->E 88.3 88.3 2693 - 1.0 - 658 1.00 658 20063 0.13
3 E->W 88.3 88.3 2694 - 1.0 - 658 1.00 658 20063 0.13
Wall D-5 3 Both 88.3 - 486 - 1.0 - 658 - 658 3618 0.13
Line E
Level 1
LnE, Lev1 - W->E - - 4643 - - - - - - 38363 -
- E->W - - 4645 - - - - - - 38363 -
Wall E-3 1 W->E 135.6 - 4643 - 1.0 - 1120 - 1120 38363 0.12
1 E->W 135.6 - 4645 - 1.0 - 1120 - 1120 38363 0.12
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum
bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls
and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
43
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Hold-Down and Compression Design (flexible wind design)
Level 1 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 0.00 0.12 2 1838 662 1177 HTT4 16d 4235 0.28
1-1 L End 0.00 0.12 2 1835 1103 2937 Compression 10312 0.28
V Elem 0.00 1.63 2 1414 797 617 Refer to upper level
V Elem 0.00 1.63 2 1410 1328 2737 Compression
V Elem 0.00 3.13 2 1015 684 449 Refer to upper level
V Elem 0.00 3.13 2 1013 1140 2035 Compression
t @
Elem 0.00 3.88 2 147 Refer to upper level
t @
Elem 0.00 8.13 2 38 Refer to upper level
1-1 t @ Op
1 0.00 9.87 2 191 191 HTT4 16d 4235 0.05
1-1 R End 0.00 12.13 2 1835 662 1173 HTT4 16d 4235 0.28
1-1 R End 0.00 12.13 2 1838 1103 2941 Compression 11601 0.25
t @
Elem 1.25 13.75 2 169 Refer to upper level
V Elem 1.00 16.13 2 1410 797 613 Refer to upper level
V Elem 1.00 16.13 2 1414 1328 2741 Compression
t @
Elem 1.25 16.25 2 139 Refer to upper level
1-3 L End 0.00 16.38 2 3305 783 2522 HTT5 16d 5090 0.50
1-3 L End 0.00 16.38 2 3297 1305 4602 Compression 10312 0.45
1-4 L End 5.75 16.88 2 3272 3272 HTT5 16d 5090 0.64
1-4 L End 5.75 16.88 2 3265 3265 Compression 10312 0.32
V Elem 5.75 17.13 2 506 342 164 Refer to upper level
V Elem 5.75 17.13 2 508 570 1078 Compression
V Elem 0.00 17.13 2 506 342 164 Refer to upper level
V Elem 0.00 17.13 2 508 570 1078 Compression
V Elem 5.75 20.37 2 513 513 Refer to upper level
V Elem 5.75 20.37 2 512 512 Compression
V Elem 0.00 20.37 2 513 513 Refer to upper level
V Elem 0.00 20.37 2 512 512 Compression
1-3 R End 0.00 23.38 2 3297 783 2514 HTT5 16d 5090 0.49
1-3 R End 0.00 23.38 2 3305 1305 4609 Compression 10312 0.45
1-5 L End 1.50 23.63 2 1508 189 1319 HTT5 16d 5090 0.26
1-5 L End 1.50 23.63 2 1506 315 1821 Compression 10312 0.18
1-4 R End 5.75 26.63 2 3265 3265 HTT5 16d 5090 0.64
1-4 R End 5.75 26.63 2 3272 3272 Compression 10312 0.32
1-5 R End 1.50 26.88 2 2529 189 2340 HTT5 16d 5090 0.46
1-5 R End 1.50 26.88 2 2534 315 2849 Compression 10312 0.28
Line 2
2-1 L End 13.25 0.12 2 1567 1567 HTT4 16d 4235 0.37
2-1 L End 13.25 0.12 2 1575 1575 Compression 10312 0.15
2-1 R End 13.25 10.88 2 1575 1575 HTT4 16d 4235 0.37
2-1 R End 13.25 10.88 2 1567 1567 Compression 10312 0.15
2-2 L End 9.75 27.13 2 1612 270 1342 HTT4 16d 4235 0.32
2-2 L End 9.75 27.13 2 1620 450 2070 Compression 10312 0.20
2-2 R End 9.75 31.88 2 1620 270 1350 HTT4 16d 4235 0.32
2-2 R End 9.75 31.88 2 1612 450 2062 Compression 10312 0.20
Line 4
V Elem 33.75 0.63 1 3635 1877 1758 Refer to upper level
V Elem 33.75 0.63 1 3628 3128 6756 Compression
4-3 L End 33.75 6.13 1 3810 1043 2767 HDU8-SDS 6765 0.41
4-3 L End 33.75 6.13 1 3817 1738 5555 Compression 10312 0.54
V Elem 33.75 24.38 1 902 864 38 Refer to upper level
V Elem 33.75 24.38 1 903 1440 2343 Compression
V Elem 33.75 25.38 1 2726 1013 1714 Refer to upper level
V Elem 33.75 25.38 1 2732 1688 4419 Compression
4-3 R End 33.75 31.63 1 3817 1043 2774 HDU8-SDS 6765 0.41
4-3 R End 33.75 31.63 1 3810 1738 5548 Compression 10312 0.54
Line 6
6-1 L End 54.00 0.12 2 1552 594 958 HTT4 16d 4235 0.23
6-1 L End 54.00 0.12 2 1560 990 2550 Compression 10312 0.25
6-1 R End 54.00 10.88 2 1560 594 966 HTT4 16d 4235 0.23
6-1 R End 54.00 10.88 2 1552 990 2542 Compression 10312 0.25
6-2 L End 57.50 27.13 2 1596 270 1326 HTT4 16d 4235 0.31
6-2 L End 57.50 27.13 2 1605 450 2055 Compression 10312 0.20
6-2 R End 57.50 31.88 2 1605 270 1335 HTT4 16d 4235 0.32
6-2 R End 57.50 31.88 2 1596 450 2046 Compression 10312 0.20
44
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Hold-Down and Compression Design (flexible wind design, continued)
Line 7
7-1 L End 67.25 0.12 2 1827 662 1166 HTT4 16d 4235 0.28
7-1 L End 67.25 0.12 2 1824 1103 2927 Compression 10312 0.28
V Elem 67.25 1.63 2 1399 797 603 Refer to upper level
V Elem 67.25 1.63 2 1396 1328 2723 Compression
V Elem 67.25 3.13 2 1000 684 431 Refer to upper level
V Elem 67.25 3.13 2 997 1140 2022 Compression
t @
Elem 67.25 3.88 2 145 Refer to upper level
t @
Elem 67.25 8.13 2 38 Refer to upper level
7-1 t @ Op
1 67.25 9.87 2 188 188 HTT4 16d 4235 0.04
7-1 R End 67.25 12.13 2 1824 662 1163 HTT4 16d 4235 0.27
7-1 R End 67.25 12.13 2 1827 1103 2929 Compression 11601 0.25
t @
Elem 65.75 13.75 2 167 Refer to upper level
V Elem 66.25 16.13 2 1396 797 600 Refer to upper level
V Elem 66.25 16.13 2 1399 1328 2727 Compression
t @
Elem 65.75 16.25 2 137 Refer to upper level
7-3 L End 67.25 16.38 2 3279 783 2496 HTT5 16d 5090 0.49
7-3 L End 67.25 16.38 2 3272 1305 4577 Compression 10312 0.44
7-4 L End 61.25 16.88 2 3247 810 2437 HTT5 16d 5090 0.48
7-4 L End 61.25 16.88 2 3240 1350 4590 Compression 10312 0.45
V Elem 61.25 17.13 2 499 342 157 Refer to upper level
V Elem 61.25 17.13 2 500 570 1070 Compression
V Elem 67.25 17.13 2 499 342 157 Refer to upper level
V Elem 67.25 17.13 2 500 570 1070 Compression
V Elem 61.25 20.37 2 505 162 343 Refer to upper level
V Elem 61.25 20.37 2 504 270 774 Compression
V Elem 67.25 20.37 2 505 162 343 Refer to upper level
V Elem 67.25 20.37 2 504 270 774 Compression
7-3 R End 67.25 23.38 2 3272 783 2489 HTT5 16d 5090 0.49
7-3 R End 67.25 23.38 2 3279 1305 4583 Compression 10312 0.44
7-5 L End 65.75 23.63 2 1499 189 1310 HTT5 16d 5090 0.26
7-5 L End 65.75 23.63 2 1497 315 1812 Compression 10312 0.18
7-4 R End 61.25 26.63 2 3240 810 2430 HTT5 16d 5090 0.48
7-4 R End 61.25 26.63 2 3247 1350 4597 Compression 10312 0.45
7-5 R End 65.75 26.88 2 2505 513 1992 HTT5 16d 5090 0.39
7-5 R End 65.75 26.88 2 2509 855 3364 Compression 10312 0.33
Line A
A-1 L End 0.12 0.00 2 1807 1013 794 HDU8-SDS 6765 0.12
A-1 L End 0.12 0.00 2 1809 1579 3388 Compression 10312 0.33
V Elem 1.38 0.00 2 1063 1063 0 Refer to upper level
V Elem 1.38 0.00 2 1065 1921 2985 Compression
A-1 R End 13.13 0.00 2 1809 995 814 HDU8-SDS 6765 0.12
A-1 R End 13.13 0.00 2 1807 1791 3599 Compression 10312 0.35
t @
Elem 13.00 1.50 2 122 Refer to upper level
V Elem 13.63 3.00 2 246 246 Refer to upper level
V Elem 13.63 3.00 2 245 245 Compression
V Elem 13.63 1.50 1 0 410 410 Compression
V Elem 16.13 1.50 2 819 819 144 Refer to upper level
V Elem 16.13 1.50 2 818 1231 1905 Compression
V Elem 25.63 0.00 2 1056 1056 0 Refer to upper level
V Elem 25.63 0.00 2 1058 1763 2821 Compression
V Elem 41.37 0.00 2 1058 1058 -0 Refer to upper level
V Elem 41.37 0.00 2 1056 1759 2815 Compression
V Elem 50.88 1.50 2 818 818 155 Refer to upper level
V Elem 50.88 1.50 2 819 1233 1897 Compression
V Elem 53.38 3.00 2 245 245 Refer to upper level
V Elem 53.38 3.00 2 246 246 Compression
V Elem 53.38 1.50 1 0 410 410 Compression
A-3 L End 54.13 0.00 2 1807 996 811 HDU8-SDS 6765 0.12
A-3 L End 54.13 0.00 2 1809 1785 3594 Compression 10312 0.35
t @
Elem 54.00 1.50 2 133 Refer to upper level
V Elem 65.63 0.00 2 1065 1065 -0 Refer to upper level
V Elem 65.63 0.00 2 1063 1917 2980 Compression
A-3 R End 67.12 0.00 2 1809 999 810 HDU8-SDS 6765 0.12
A-3 R End 67.12 0.00 2 1807 1565 3373 Compression 10312 0.33
Line B
B-2 L End 0.12 12.00 2 2234 314 1920 HTT5 16d 5090 0.38
B-2 L End 0.12 12.00 2 2235 523 2758 Compression 10312 0.27
B-2 R End 7.63 12.00 2 2235 314 1921 HTT5 16d 5090 0.38
B-2 R End 7.63 12.00 2 2234 523 2757 Compression 10312 0.27
45
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Hold-Down and Compression Design (flexible wind design, continued)
B-5 L End 35.63 11.00 2 2289 243 2046 HTT5 16d 5090 0.40
B-5 L End 35.63 11.00 2 2290 405 2695 Compression 10312 0.26
B-5 R End 39.88 11.00 2 2290 243 2047 HTT5 16d 5090 0.40
B-5 R End 39.88 11.00 2 2289 405 2694 Compression 10312 0.26
B-7 L End 59.63 12.00 2 2234 314 1920 HTT5 16d 5090 0.38
B-7 L End 59.63 12.00 2 2235 523 2758 Compression 10312 0.27
B-7 R End 67.12 12.00 2 2235 314 1921 HTT5 16d 5090 0.38
B-7 R End 67.12 12.00 2 2234 523 2757 Compression 10312 0.27
Line D
V Elem 0.12 23.50 2 834 284 551 Refer to upper level
V Elem 0.12 23.50 2 835 473 1307 Compression
V Elem 5.13 23.50 2 835 284 551 Refer to upper level
V Elem 5.13 23.50 2 834 473 1307 Compression
V Elem 13.38 26.00 2 801 801 364 Refer to upper level
V Elem 13.38 26.00 2 802 1336 1773 Compression
V Elem 16.38 25.00 2 524 694 Refer to upper level
V Elem 16.38 25.00 2 525 355 Compression
V Elem 16.38 26.00 1 0 875 874 Compression
t @
Elem 21.38 26.00 2 134 Refer to upper level
t @
Elem 21.25 25.00 2 170 Refer to upper level
t @
Elem 26.50 26.00 2 60 Refer to upper level
t @
Elem 31.00 25.00 2 162 Refer to upper level
t @
Elem 35.75 25.00 2 162 Refer to upper level
t @
Elem 40.38 26.00 2 60 Refer to upper level
t @
Elem 45.63 26.00 2 134 Refer to upper level
t @
Elem 45.50 25.00 2 170 Refer to upper level
V Elem 50.63 25.00 2 525 695 Refer to upper level
V Elem 50.63 25.00 2 524 354 Compression
V Elem 50.63 26.00 1 0 875 874 Compression
V Elem 53.63 26.00 2 802 802 364 Refer to upper level
V Elem 53.63 26.00 2 801 1335 1772 Compression
V Elem 61.88 23.50 2 832 297 535 Refer to upper level
V Elem 61.88 23.50 2 833 495 1328 Compression
V Elem 67.12 23.50 2 833 297 536 Refer to upper level
V Elem 67.12 23.50 2 832 495 1327 Compression
Line E
E-3 L End 16.62 32.00 2 1229 1229 0 Not required 4235 0.00
E-3 L End 16.62 32.00 2 1230 2049 3279 Compression 10312 0.32
E-3 R End 50.63 32.00 2 1230 1230 0 Not required 4235 0.00
E-3 R End 50.63 32.00 2 1229 2049 3278 Compression 10312 0.32
Level 2 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 1.25 1.63 2 1414 797 617 CS14 2490 0.25
1-1 L End 1.25 1.63 2 1410 1328 2737 Compression 10312 0.27
V Elem 1.25 3.13 2 1015 684 331 Refer to upper level
V Elem 1.25 3.13 2 1013 1140 2153 Compression
1-1 t @ Op
1 1.25 3.88 2 147 147 CS14 2490 0.06
1-1 t @ Op
1 1.25 8.13 2 38 38 CS14 2490 0.02
1-1 R End 1.25 16.13 2 1410 797 613 CS14 2490 0.25
1-1 R End 1.25 16.13 2 1414 1328 2741 Compression 11601 0.24
t @
Elem 1.25 16.25 2 0 Refer to upper level
1-2 L End 0.00 16.38 2 1439 392 1048 CS14 2490 0.42
1-2 L End 0.00 16.38 2 1436 653 2088 Compression 10312 0.20
1-3 L End 5.75 16.88 2 1425 1425 CS14 2490 0.57
1-3 L End 5.75 16.88 2 1422 1421 Compression 10312 0.14
V Elem 0.00 17.13 2 506 342 164 Refer to upper level
V Elem 0.00 17.13 2 508 570 1078 Compression
V Elem 5.75 17.13 2 506 342 164 Refer to upper level
V Elem 5.75 17.13 2 508 570 1078 Compression
V Elem 5.75 20.37 2 513 513 Refer to upper level
46
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WoodWorks® Shearwalls 25149 SW AB v.1.wswu Nov. 10, 2025 14:58:29
Hold-Down and Compression Design (flexible wind design, continued)
V Elem 5.75 20.37 2 512 512 Compression
V Elem 0.00 20.37 2 513 513 Refer to upper level
V Elem 0.00 20.37 2 512 512 Compression
1-2 R End 0.00 23.38 2 1436 392 1044 CS14 2490 0.42
1-2 R End 0.00 23.38 2 1439 653 2092 Compression 10312 0.20
1-3 R End 5.75 26.63 2 1422 1422 CS14 2490 0.57
1-3 R End 5.75 26.63 2 1425 1425 Compression 10312 0.14
V Elem 5.25 26.88 2 1024 1024 Refer to upper level
V Elem 5.25 26.88 2 1026 1026 Compression
Line 4
4-1 L End 33.75 0.63 1 3635 1877 1758 HDU8-SDS 7870 0.22
4-1 L End 33.75 0.63 1 3628 3128 6756 Compression 15469 0.44
V Elem 33.75 24.38 1 902 864 38 Refer to upper level
V Elem 33.75 24.38 1 903 1440 2343 Compression
4-1 R End 33.75 25.38 1 2726 1013 1714 HTT5 16d 5090 0.34
4-1 R End 33.75 25.38 1 2732 1688 4419 Compression 15469 0.29
Line 7
7-1 L End 65.75 1.63 2 1399 797 603 CS14 2490 0.24
7-1 L End 65.75 1.63 2 1396 1328 2723 Compression 10312 0.26
V Elem 65.75 3.13 2 1000 684 316 Refer to upper level
V Elem 65.75 3.13 2 997 1140 2137 Compression
7-1 t @ Op
1 65.75 3.88 2 145 145 CS14 2490 0.06
7-1 t @ Op
1 65.75 8.13 2 38 38 CS14 2490 0.02
7-1 R End 65.75 16.13 2 1396 797 600 CS14 2490 0.24
7-1 R End 65.75 16.13 2 1399 1328 2727 Compression 11601 0.24
7-2 L End 67.25 16.38 2 1425 392 1033 CS14 2490 0.41
7-2 L End 67.25 16.38 2 1421 653 2074 Compression 10312 0.20
t @
Elem 65.75 16.25 2 0 Refer to upper level
7-3 L End 61.25 16.88 2 1411 405 1006 CS14 2490 0.40
7-3 L End 61.25 16.88 2 1408 675 2082 Compression 10312 0.20
V Elem 61.25 17.13 2 499 342 157 Refer to upper level
V Elem 61.25 17.13 2 500 570 1070 Compression
V Elem 67.25 17.13 2 499 342 157 Refer to upper level
V Elem 67.25 17.13 2 500 570 1070 Compression
V Elem 67.25 20.37 2 505 162 343 Refer to upper level
V Elem 67.25 20.37 2 504 270 774 Compression
V Elem 61.25 20.37 2 505 162 343 Refer to upper level
V Elem 61.25 20.37 2 504 270 774 Compression
7-2 R End 67.25 23.38 2 1421 392 1030 CS14 2490 0.41
7-2 R End 67.25 23.38 2 1425 653 2077 Compression 10312 0.20
7-3 R End 61.25 26.63 2 1408 405 1003 CS14 2490 0.40
7-3 R End 61.25 26.63 2 1411 675 2086 Compression 10312 0.20
V Elem 61.75 26.88 2 1008 324 684 Refer to upper level
V Elem 61.75 26.88 2 1010 540 1550 Compression
Line A
A-1 L End 1.38 1.50 2 1063 1063 0 Not required 4980 0.00
A-1 L End 1.38 1.50 2 1065 1921 2985 Compression 10312 0.29
V Elem 13.63 1.50 2 246 246 0 Refer to upper level
V Elem 13.63 1.50 2 245 408 653 Compression
A-1 R End 16.13 1.50 2 819 819 0 Not required 4980 0.00
A-1 R End 16.13 1.50 2 818 1231 2049 Compression 10312 0.20
A-3 L End 25.63 0.00 2 1056 1056 0 Not required 4980 0.00
A-3 L End 25.63 0.00 2 1058 1763 2821 Compression 10312 0.27
A-3 R End 41.37 0.00 2 1058 1058 0 Not required 4980 0.00
A-3 R End 41.37 0.00 2 1056 1759 2815 Compression 10312 0.27
A-5 L End 50.88 1.50 2 818 818 0 Not required 4980 0.00
A-5 L End 50.88 1.50 2 819 1233 2052 Compression 10312 0.20
V Elem 53.38 1.50 2 245 245 0 Refer to upper level
V Elem 53.38 1.50 2 246 410 656 Compression
A-5 R End 65.63 1.50 2 1065 1065 0 Not required 4980 0.00
A-5 R End 65.63 1.50 2 1063 1917 2980 Compression 10312 0.29
Line D
D-1 L End 0.12 23.50 2 834 284 551 2CS14 4980 0.11
D-1 L End 0.12 23.50 2 835 473 1307 Compression 10312 0.13
D-1 R End 5.13 23.50 2 835 284 551 2CS14 4980 0.11
D-1 R End 5.13 23.50 2 834 473 1307 Compression 10312 0.13
D-3 L End 13.38 26.00 2 801 801 0 Not required 2490 0.00
D-3 L End 13.38 26.00 2 802 1336 2138 Compression 10312 0.21
V Elem 16.38 26.00 2 524 524 0 Refer to upper level
V Elem 16.38 26.00 2 525 875 1399 Compression
D-3 t @ Op
2 21.38 26.00 2 134 134 CS14 2490 0.05
D-3 t @ Op
2 26.63 26.00 2 60 60 CS14 2490 0.02
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Hold-Down and Compression Design (flexible wind design, continued)
D-3 t @ Op
2 40.38 26.00 2 60 60 CS14 2490 0.02
D-3 t @ Op
2 45.63 26.00 2 134 134 CS14 2490 0.05
V Elem 50.63 26.00 2 525 525 -0 Refer to upper level
V Elem 50.63 26.00 2 524 873 1397 Compression
D-3 R End 53.63 26.00 2 802 802 0 Not required 2490 0.00
D-3 R End 53.63 26.00 2 801 1335 2136 Compression 10312 0.21
D-5 L End 61.88 23.50 2 832 297 535 2CS14 4980 0.11
D-5 L End 61.88 23.50 2 833 495 1328 Compression 10312 0.13
D-5 R End 67.12 23.50 2 833 297 536 2CS14 4980 0.11
D-5 R End 67.12 23.50 2 832 495 1327 Compression 10312 0.13
Level 3 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 1.25 3.13 2 1015 684 331 CS14 2490 0.13
1-1 L End 1.25 3.13 2 1013 1140 2153 Compression 10312 0.21
1-1 R End 1.25 17.13 2 1013 684 329 CS14 2490 0.13
1-1 R End 1.25 17.13 2 1015 1140 2155 Compression 10312 0.21
1-3 L End 5.25 20.37 2 1026 1026 2CS14 4980 0.21
1-3 L End 5.25 20.37 2 1024 1023 Compression 10312 0.10
1-3 R End 5.25 26.88 2 1024 1024 2CS14 4980 0.21
1-3 R End 5.25 26.88 2 1026 1026 Compression 10312 0.10
Line 4
4-1 L End 33.75 0.63 1 903 864 39 CS14 2490 0.02
4-1 L End 33.75 0.63 1 902 1440 2342 Compression 10312 0.23
4-1 R End 33.75 24.38 1 902 864 38 CS14 2490 0.02
4-1 R End 33.75 24.38 1 903 1440 2343 Compression 10312 0.23
Line 7
7-1 L End 65.75 3.13 2 1000 684 316 CS14 2490 0.13
7-1 L End 65.75 3.13 2 997 1140 2137 Compression 10312 0.21
7-1 R End 65.75 17.13 2 997 684 313 CS14 2490 0.13
7-1 R End 65.75 17.13 2 1000 1140 2140 Compression 10312 0.21
7-3 L End 61.75 20.37 2 1010 324 686 2CS14 4980 0.14
7-3 L End 61.75 20.37 2 1008 540 1548 Compression 10312 0.15
7-3 R End 61.75 26.88 2 1008 324 684 2CS14 4980 0.14
7-3 R End 61.75 26.88 2 1010 540 1550 Compression 10312 0.15
Line A
A-1 L End 1.38 3.00 2 245 245 0 Not required 2490 0.00
A-1 L End 1.38 3.00 2 246 410 656 Compression 10312 0.06
A-1 R End 13.63 3.00 2 246 246 0 Not required 2490 0.00
A-1 R End 13.63 3.00 2 245 408 653 Compression 10312 0.06
A-4 L End 25.63 0.00 2 244 244 0 Not required 2490 0.00
A-4 L End 25.63 0.00 2 245 408 653 Compression 10312 0.06
A-4 R End 41.37 0.00 2 245 245 0 Not required 2490 0.00
A-4 R End 41.37 0.00 2 244 406 650 Compression 10312 0.06
A-7 L End 53.38 3.00 2 245 245 0 Not required 2490 0.00
A-7 L End 53.38 3.00 2 246 410 656 Compression 10312 0.06
A-7 R End 65.63 3.00 2 246 246 0 Not required 2490 0.00
A-7 R End 65.63 3.00 2 245 408 653 Compression 10312 0.06
Line D
D-3 L End 16.38 25.00 2 524 524 0 Not required 2490 0.00
D-3 L End 16.38 25.00 2 525 875 1399 Compression 10312 0.14
D-3 R End 50.63 25.00 2 525 525 0 Not required 2490 0.00
D-3 R End 50.63 25.00 2 524 873 1397 Compression 10312 0.14
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element – Shearline
Posit'n: Position of stud pack that hold-down is attached to or which is applying compression force:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of nth opening in wall
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Load Case – Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
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ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min"
Hold-down or Compression Force: Upwards tension force on hold-down at one end of the wall or downward compression force on studs at the other
end.
T or C – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7. For perforated walls = V x h / Co sum (bi) from Eqn. 4.3-8. Negative
when it is a tension component of a combined compression force.
V = Force on wall segment, ASD-factored by 0.60.
h = Wall height
beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width).
Dead – Dead load concentrated at wall end, factored for ASD by beff = wall segment length b - 2 x user-input hold-down offset. for tension and
1.0 for compression
Uplift – Wind uplift component (U), factored for ASD by 0.60
Cmb'd – Abs. value of +/- overturning force - dead force + uplift force. May also include the uplift force t from perforated walls from SDPWS
4.3.6.4.2.1 when openings are staggered.
Hold-down Model or Force Type:
At tension end – Model number of device used from hold-down database
At compression end "Compression"
Cap Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details
Crit. Resp: Critical Response = Combined tension force / hold-down capacity or combined compression force / bottom plate resistance.
Notes:
HTT4 (18-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt.
HTT5 (26-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 26 0.162 x 2.5" screws; 5/8" anchor bolt.
HDU8-SDS2.5 for studs with thickness > 3" and depth > 3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt.
HDU8-SDS2.5 for studs with thickness > 4.5" and depth > 3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt.
Forces shown are those arising from both lateral force directions, and include contributions from hold-down and compression forces on upper
levels.
Combined tension force from ASCE 7 2.4.1 load combination 7 = - (0.6D + 0.6W); W = -T - U
Combined compression force from combination 5 = D + 0.6W; W = C. Designer is responsible for checking load combination 6 which includes live
and snow loads not included in Shearwalls.
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, to the Shear Results table for shear force V and perforated factor Co., and to the Seismic Information table for the calculation of Ev.
Designer is also responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
Live and snow loads not included, which ensures maximum effect for hold-down forces but is non-conservative for compression design.
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COLLECTOR FORCES (flexible wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 0.00 3.25 -493 492
1-1 Right Opening 1 0.00 9.75 -95 94
1-1 Right Wall End 0.00 12.25 -474 473
1-3 Left Wall End 0.00 16.25 -1429 1427
1-1 Left Opening 1 0.00 3.25 1103 1101
1-1 Right Opening 1 0.00 9.75 848 847
Line 2
2-1 Right Wall End 13.25 11.00 936 -941
2-2 Left Wall End 9.75 27.00 -425 428
Line 4
4-3 Left Wall End 33.75 6.00 -103 103
4-3 Right Wall End 33.75 31.75 103 -103
Line 6
6-1 Right Wall End 54.00 11.00 927 -932
6-2 Left Wall End 57.50 27.00 -421 424
Line 7
7-1 Left Opening 1 67.25 3.25 -490 490
7-1 Right Opening 1 67.25 9.75 -94 94
7-1 Right Wall End 67.25 12.25 -471 470
7-3 Left Wall End 67.25 16.25 -1420 1418
7-1 Left Opening 1 67.25 3.25 1096 1094
7-1 Right Opening 1 67.25 9.75 843 842
Line A
A-1 Right Wall End 13.25 0.00 1582 -1583
A-3 Left Wall End 54.00 0.00 -1582 1583
Line B
B-2 Right Wall End 7.75 12.00 1308 -1308
B-5 Left Wall End 35.50 11.00 -675 675
B-5 Right Wall End 40.00 11.00 85 -85
B-7 Left Wall End 59.50 12.00 -1308 1308
B-7 Right Wall End 67.25 12.00 0
Line E
E-3 Left Wall End 16.50 32.00 -1459 1459
E-3 Right Wall End 50.75 32.00 -146 146
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 1.25 4.00 -170 170
1-1 Right Opening 1 1.25 8.00 -19 19
1-3 Right Wall End 5.75 26.75 -1260 1256
1-1 Left Opening 1 1.25 4.00 215 215
1-1 Right Opening 1 1.25 8.00 711 709
Line 4
4-1 Left Wall End 33.75 0.50 -144 144
4-1 Right Wall End 33.75 25.50 144 -144
Line 7
7-1 Left Opening 1 65.75 4.00 -169 168
7-1 Right Opening 1 65.75 8.00 -19 19
7-3 Right Wall End 61.25 26.75 -1247 1244
7-1 Left Opening 1 65.75 4.00 213 213
7-1 Right Opening 1 65.75 8.00 704 702
Line A
A-1 Left Opening 1 5.25 1.50 136 -137
A-1 Right Opening 1 9.25 1.50 -68 68
A-1 Right Wall End 16.25 1.50 171 -171
A-3 Left Wall End 25.50 0.00 -302 302
A-3 Right Wall End 41.50 0.00 302 -302
A-5 Left Wall End 50.75 1.50 -171 171
A-5 Left Opening 1 57.75 1.50 68 -68
A-5 Right Opening 1 61.75 1.50 -136 137
Line D
D-1 Right Wall End 5.25 23.50 179 -179
D-3 Left Wall End 13.25 26.00 -254 254
D-3 Left Opening 1 21.50 26.00 28 -28
D-3 Right Opening 1 26.50 26.00 -243 243
D-3 Left Opening 2 40.50 26.00 235 -235
D-3 Right Opening 2 45.50 26.00 -36 36
D-3 Right Wall End 53.75 26.00 246 -246
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COLLECTOR FORCES (flexible wind design, continued)
D-5 Left Wall End 61.75 23.50 -188 188
Level 3 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 1.25 5.50 132 -132
1-1 Right Opening 1 1.25 8.00 -167 167
1-1 Left Opening 2 1.25 11.25 -155 154
1-1 Right Opening 2 1.25 13.75 -331 330
1-1 Right Wall End 1.25 17.25 -146 145
1-3 Left Wall End 5.25 20.25 -357 357
Line 4
4-1 Left Wall End 33.75 0.50 -54 54
4-1 Right Wall End 33.75 24.50 54 -54
Line 7
7-1 Left Opening 1 65.75 5.50 65 -65
7-1 Right Opening 1 65.75 8.00 -125 124
7-1 Left Opening 2 65.75 11.25 -61 61
7-1 Right Opening 2 65.75 13.75 -235 234
7-1 Right Wall End 65.75 17.25 -143 143
7-3 Left Wall End 61.75 20.25 -352 351
Line A
A-1 Right Wall End 13.75 3.00 137 -137
A-4 Left Wall End 25.50 0.00 -87 88
A-4 Right Wall End 41.50 0.00 87 -88
A-7 Left Wall End 53.25 3.00 -137 137
Line D
D-3 Left Wall End 16.25 25.00 -259 259
D-3 Left Opening 1 24.50 25.00 81 -81
D-3 Right Opening 1 31.00 25.00 -111 111
D-3 Left Opening 2 36.00 25.00 111 -111
D-3 Right Opening 2 42.50 25.00 -81 81
D-3 Right Wall End 50.75 25.00 259 -259
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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MWFRS DEFLECTION (flexible wind design)
These deflections are used to determine shearwall stiffness for force distribution
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-1 4 W->E - - 12.25 9.00 - - - - - - - 1.07
E->W - - 12.25 9.00 - - - - - - - 1.08
1-1,1 S->N ExtS 426.3 3.25 7.75 16.5 .023 39.6 214 .015 .083 0.83 0.94
N->S ExtS 425.5 3.25 7.75 16.5 .023 39.6 214 .015 .083 0.80 0.91
1-1,2 S->N ExtS 426.3 2.50 7.75 16.5 .030 39.6 214 .015 .083 1.09 1.21
N->S ExtS 425.5 2.50 7.75 16.5 .030 39.6 214 .015 .083 1.14 1.25
1-3 4 S->N ExtS 200.1 7.25 9.00 16.5 .007 39.6 214 .015 .045 0.37 0.43
N->S ExtS 199.7 7.25 9.00 16.5 .007 39.6 214 .015 .045 0.37 0.43
1-4 4 S->N 1S 200.1 10.00 9.00 16.5 .005 39.6 214 .015 .045 0.28 0.33
N->S 1S 199.7 10.00 9.00 16.5 .005 39.6 214 .015 .045 0.28 0.33
1-5 4 S->N ExtS 155.6 3.50 9.00 16.5 .011 39.6 214 .015 .035 0.70 0.75
N->S ExtS 155.3 3.50 9.00 16.5 .011 39.6 214 .015 .035 0.77 0.82
Line 2
2-1 3 S->N ExtS 170.2 11.00 9.00 16.5 .004 32.6 219 .016 .047 0.22 0.27
N->S ExtS 171.0 11.00 9.00 16.5 .004 32.6 219 .016 .047 0.22 0.27
2-2 3 S->N ExtS 170.2 5.00 9.00 16.5 .009 32.6 219 .016 .047 0.48 0.54
N->S ExtS 171.0 5.00 9.00 16.5 .009 32.6 219 .016 .047 0.48 0.54
Line 4
4-3 1 S->N 1S 419.2 25.75 9.00 16.5 .004 54.2 187 .010 .070 0.10 0.17
N->S 1S 420.0 25.75 9.00 16.5 .004 54.2 187 .010 .070 0.10 0.17
Line 6
6-1 3 S->N ExtS 168.5 11.00 9.00 16.5 .004 32.6 219 .016 .047 0.20 0.25
N->S ExtS 169.4 11.00 9.00 16.5 .004 32.6 219 .016 .047 0.20 0.26
6-2 3 S->N ExtS 168.5 5.00 9.00 16.5 .009 32.6 219 .016 .047 0.48 0.54
N->S ExtS 169.4 5.00 9.00 16.5 .009 32.6 219 .016 .047 0.48 0.54
Line 7
7-1 4 W->E - - 12.25 9.00 - - - - - - - 1.07
E->W - - 12.25 9.00 - - - - - - - 1.08
7-1,1 S->N ExtS 423.7 3.25 7.75 16.5 .023 39.6 214 .015 .083 0.83 0.94
N->S ExtS 423.0 3.25 7.75 16.5 .023 39.6 214 .015 .083 0.80 0.90
7-1,2 S->N ExtS 423.7 2.50 7.75 16.5 .029 39.6 214 .015 .083 1.09 1.20
N->S ExtS 423.0 2.50 7.75 16.5 .029 39.6 214 .015 .083 1.13 1.25
7-3 4 S->N ExtS 198.9 7.25 9.00 16.5 .007 39.6 214 .015 .045 0.37 0.42
N->S ExtS 198.5 7.25 9.00 16.5 .007 39.6 214 .015 .045 0.37 0.42
7-4 4 S->N 1S 198.9 10.00 9.00 16.5 .005 39.6 214 .015 .045 0.27 0.32
N->S 1S 198.5 10.00 9.00 16.5 .005 39.6 214 .015 .045 0.27 0.32
7-5 4 S->N ExtS 154.7 3.50 9.00 16.5 .011 39.6 214 .015 .035 0.70 0.75
N->S ExtS 154.4 3.50 9.00 16.5 .011 39.6 214 .015 .035 0.74 0.79
Line A
A-1 1 W->E ExtS 197.0 13.25 9.00 16.5 .004 54.2 187 .010 .033 0.16 0.20
E->W ExtS 197.2 13.25 9.00 16.5 .004 54.2 187 .010 .033 0.16 0.20
A-3 1 W->E ExtS 197.0 13.25 9.00 16.5 .004 54.2 187 .010 .033 0.16 0.20
E->W ExtS 197.2 13.25 9.00 16.5 .004 54.2 187 .010 .033 0.16 0.20
Line B
B-2 1 W->E 1S 240.2 7.75 9.00 16.5 .008 54.2 187 .010 .040 0.32 0.37
E->W 1S 240.3 7.75 9.00 16.5 .008 54.2 187 .010 .040 0.32 0.37
B-5 1 W->E ExtS 240.2 4.50 9.00 16.5 .013 54.2 187 .010 .040 0.58 0.63
E->W ExtS 240.3 4.50 9.00 16.5 .013 54.2 187 .010 .040 0.58 0.63
B-7 1 W->E 1S 240.2 7.75 9.00 16.5 .008 54.2 187 .010 .040 0.32 0.37
E->W 1S 240.3 7.75 9.00 16.5 .008 54.2 187 .010 .040 0.32 0.37
Line E
E-3 1 Both ExtS 135.6 34.25 9.00 16.5 .001 54.2 187 .010 .023 0.00 0.03
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 2
Line 1
1-1 3 W->E - - 14.75 9.00 - - - - - - - 0.72
E->W - - 14.75 9.00 - - - - - - - 0.70
1-1,1 S->N ExtS 211.9 2.50 7.75 16.5 .015 32.6 219 .016 .050 1.04 1.10
N->S ExtS 211.3 2.50 7.75 16.5 .015 32.6 219 .016 .050 1.01 1.07
1-1,2 S->N ExtS 211.9 8.25 7.75 16.5 .004 32.6 219 .016 .050 0.29 0.34
N->S ExtS 211.3 8.25 7.75 16.5 .004 32.6 219 .016 .050 0.28 0.34
1-2 3 S->N ExtS 154.4 7.25 9.00 16.5 .005 32.6 219 .016 .043 0.38 0.43
N->S ExtS 154.0 7.25 9.00 16.5 .005 32.6 219 .016 .043 0.37 0.42
1-3 3 S->N 1S 154.4 10.00 9.00 16.5 .004 32.6 219 .016 .043 0.27 0.32
N->S 1S 154.0 10.00 9.00 16.5 .004 32.6 219 .016 .043 0.27 0.31
Line 4
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MWFRS DEFLECTION (flexible wind design, continued)
4-1 4 S->N 1S 300.5 25.00 9.00 24.8 .002 39.6 214 .015 .068 0.12 0.19
N->S 1S 299.9 25.00 9.00 24.8 .002 39.6 214 .015 .068 0.12 0.19
Line 7
7-1 3 W->E - - 14.75 9.00 - - - - - - - 0.72
E->W - - 14.75 9.00 - - - - - - - 0.70
7-1,1 S->N ExtS 209.7 2.50 7.75 16.5 .015 32.6 219 .016 .050 1.04 1.10
N->S ExtS 209.2 2.50 7.75 16.5 .015 32.6 219 .016 .050 1.01 1.07
7-1,2 S->N ExtS 209.7 8.25 7.75 16.5 .004 32.6 219 .016 .050 0.29 0.34
N->S ExtS 209.2 8.25 7.75 16.5 .004 32.6 219 .016 .050 0.28 0.34
7-2 3 S->N ExtS 152.9 7.25 9.00 16.5 .005 32.6 219 .016 .042 0.38 0.43
N->S ExtS 152.5 7.25 9.00 16.5 .005 32.6 219 .016 .042 0.37 0.42
7-3 3 S->N 1S 152.9 10.00 9.00 16.5 .004 32.6 219 .016 .042 0.27 0.32
N->S 1S 152.5 10.00 9.00 16.5 .004 32.6 219 .016 .042 0.27 0.31
Line A
A-1 3 W->E ExtS 88.8 10.56 9.00 16.5 .002 32.6 219 .016 .025 0.00 0.03
E->W ExtS 88.9 10.56 9.00 16.5 .002 32.6 219 .016 .025 0.01 0.03
A-3 3 W->E ExtS 88.8 16.00 9.00 16.5 .001 32.6 219 .016 .025 0.00 0.03
E->W ExtS 88.9 16.00 9.00 16.5 .001 32.6 219 .016 .025 0.00 0.03
A-5 3 W->E ExtS 88.8 10.56 9.00 16.5 .002 32.6 219 .016 .025 0.01 0.03
E->W ExtS 88.9 10.56 9.00 16.5 .002 32.6 219 .016 .025 0.00 0.03
Line D
D-1 3 Both ExtS 88.3 5.25 9.00 16.5 .004 32.6 219 .016 .024 0.52 0.54
D-3 3 Both ExtS 88.3 30.50 9.00 16.5 .001 32.6 219 .016 .024 0.08 0.11
D-5 3 Both ExtS 88.3 5.50 9.00 16.5 .004 32.6 219 .016 .024 0.49 0.52
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 3
Line 1
1-1 3 S->N ExtS 123.5 7.27 8.00 16.5 .003 32.6 219 .016 .030 0.33 0.36
N->S ExtS 123.2 7.27 8.00 16.5 .003 32.6 219 .016 .030 0.33 0.36
1-3 3 S->N ExtS 123.5 6.75 8.00 16.5 .003 32.6 219 .016 .030 0.35 0.39
N->S ExtS 123.2 6.75 8.00 16.5 .003 32.6 219 .016 .030 0.35 0.38
Line 4
4-1 3 S->N 1S 111.7 24.00 8.00 16.5 .001 32.6 219 .016 .027 0.10 0.13
N->S 1S 111.6 24.00 8.00 16.5 .001 32.6 219 .016 .027 0.10 0.12
Line 7
7-1 3 S->N ExtS 121.6 7.27 8.00 16.5 .003 32.6 219 .016 .030 0.33 0.36
N->S ExtS 121.3 7.27 8.00 16.5 .003 32.6 219 .016 .030 0.33 0.36
7-3 3 S->N ExtS 121.6 6.75 8.00 16.5 .003 32.6 219 .016 .030 0.35 0.39
N->S ExtS 121.3 6.75 8.00 16.5 .003 32.6 219 .016 .030 0.35 0.39
Line A
A-1 3 W->E ExtS 30.0 12.50 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
E->W ExtS 30.1 12.50 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
A-4 3 W->E ExtS 30.0 16.00 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
E->W ExtS 30.1 16.00 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
A-7 3 W->E ExtS 30.0 12.50 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
E->W ExtS 30.1 12.50 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
Line D
D-3 3 W->E ExtS 64.7 21.50 8.00 16.5 .001 32.6 219 .016 .016 0.00 0.02
E->W ExtS 64.8 21.50 8.00 16.5 .001 32.6 219 .016 .016 0.00 0.02
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – ASD shear force per unit distance on wall segment.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 ij / (i + j) x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = vw / (vw / Gvtv + 0.75 en), from SDPWS Ex. C4.3.4-1.
vw = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
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en = Nail slip from Table C4.2.3D of form aVn^b for WSP, varies linearly to value at capacity for other materials.
Vn = Shear force per nail along panel edge at ASD capacity vw.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design)
These displacements are used to determine deflections for force distribution
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-1,1 S->N HTT4 16d 3403 .099 .003 0.102 - - .209 4456 0.012 0.32 0.83
N->S HTT4 16d 3046 .088 .003 0.091 - - .209 3865 0.010 0.31 0.80
1-1,2 S->N HTT4 16d 3320 .096 .003 0.099 - - .209 3671 0.010 0.32 1.09
N->S HTT4 16d 3664 .106 .003 0.110 - - .209 4249 0.011 0.33 1.14
1-3 S->N HTT5 16d 2522 .067 .002 0.069 - - .209 4610 0.012 0.29 0.37
N->S HTT5 16d 2514 .067 .002 0.069 - - .209 4602 0.012 0.29 0.37
1-4 S->N HTT5 16d 3272 .087 .003 0.090 - - .209 3272 0.009 0.31 0.28
N->S HTT5 16d 3265 .087 .003 0.089 - - .209 3265 0.009 0.31 0.28
1-5 S->N HTT5 16d 1319 .035 .001 0.036 - - .209 2849 0.008 0.25 0.70
N->S HTT5 16d 2340 .062 .002 0.064 - - .209 1821 0.005 0.28 0.77
Line 2
2-1 S->N HTT4 16d 1567 .046 .001 0.047 - - .209 1567 0.004 0.26 0.22
N->S HTT4 16d 1575 .046 .001 0.047 - - .209 1575 0.004 0.26 0.22
2-2 S->N HTT4 16d 1342 .039 .001 0.040 - - .209 2062 0.005 0.25 0.48
N->S HTT4 16d 1350 .039 .001 0.040 - - .209 2070 0.005 0.25 0.48
Line 4
4-3 S->N HDU8-SDS 2767 .045 .001 0.046 - - .209 5548 0.015 0.27 0.10
N->S HDU8-SDS 2774 .045 .001 0.046 - - .209 5555 0.015 0.27 0.10
Line 6
6-1 S->N HTT4 16d 958 .028 .001 0.029 - - .209 2542 0.007 0.24 0.20
N->S HTT4 16d 966 .028 .001 0.029 - - .209 2550 0.007 0.24 0.20
6-2 S->N HTT4 16d 1326 .039 .001 0.040 - - .209 2046 0.005 0.25 0.48
N->S HTT4 16d 1335 .039 .001 0.040 - - .209 2055 0.005 0.25 0.48
Line 7
7-1,1 S->N HTT4 16d 3382 .098 .003 0.101 - - .209 4435 0.012 0.32 0.83
N->S HTT4 16d 3025 .088 .003 0.091 - - .209 3844 0.010 0.31 0.80
7-1,2 S->N HTT4 16d 3297 .096 .003 0.099 - - .209 3648 0.010 0.32 1.09
N->S HTT4 16d 3642 .106 .003 0.109 - - .209 4227 0.011 0.33 1.13
7-3 S->N HTT5 16d 2496 .066 .002 0.068 - - .209 4584 0.012 0.29 0.37
N->S HTT5 16d 2489 .066 .002 0.068 - - .209 4577 0.012 0.29 0.37
7-4 S->N HTT5 16d 2437 .065 .002 0.067 - - .209 4597 0.012 0.29 0.27
N->S HTT5 16d 2430 .064 .002 0.067 - - .209 4590 0.012 0.29 0.27
7-5 S->N HTT5 16d 1310 .035 .001 0.036 - - .209 3364 0.009 0.25 0.70
N->S HTT5 16d 1992 .053 .002 0.055 - - .209 1812 0.005 0.27 0.74
Line A
A-1 W->E HDU8-SDS 794 .013 .000 0.013 - - .209 3599 0.010 0.23 0.16
E->W HDU8-SDS 814 .013 .000 0.014 - - .209 3388 0.009 0.23 0.16
A-3 W->E HDU8-SDS 811 .013 .000 0.013 - - .209 3373 0.009 0.23 0.16
E->W HDU8-SDS 810 .013 .000 0.013 - - .209 3595 0.010 0.23 0.16
Line B
B-2 W->E HTT5 16d 1920 .051 .002 0.053 - - .209 2757 0.007 0.27 0.32
E->W HTT5 16d 1921 .051 .002 0.053 - - .209 2758 0.007 0.27 0.32
B-5 W->E HTT5 16d 2046 .054 .002 0.056 - - .209 2694 0.007 0.27 0.58
E->W HTT5 16d 2047 .054 .002 0.056 - - .209 2695 0.007 0.27 0.58
B-7 W->E HTT5 16d 1920 .051 .002 0.053 - - .209 2757 0.007 0.27 0.32
E->W HTT5 16d 1921 .051 .002 0.053 - - .209 2758 0.007 0.27 0.32
Line E
E-3 W->E HTT4 16d 0 .000 .000 0.000 - - .000 3278 0.009 0.01 0.00
E->W HTT4 16d 0 .000 .000 0.000 - - .000 3279 0.009 0.01 0.00
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 2
Line 1
1-1,1 S->N CS14 1825 .015 .000 0.015 - - .281 2185 0.006 0.30 1.04
N->S CS14 1604 .006 .000 0.006 - - .281 1820 0.005 0.29 1.01
1-1,2 S->N CS14 1032 .008 .000 0.008 - - .281 2436 0.006 0.30 0.29
N->S CS14 1243 .005 .000 0.005 - - .281 2791 0.007 0.29 0.28
1-2 S->N CS14 1048 .008 .000 0.008 - - .281 2092 0.006 0.29 0.38
N->S CS14 1044 .004 .000 0.004 - - .281 2088 0.006 0.29 0.37
1-3 S->N CS14 1425 .011 .000 0.011 - - .281 1425 0.004 0.30 0.27
N->S CS14 1422 .006 .000 0.006 - - .281 1422 0.004 0.29 0.27
Line 4
4-1 S->N HDU8-SDS 1758 .050 .000 0.051 - - .281 4419 0.008 0.34 0.12
N->S HTT5 16d 1714 .045 .002 0.048 - - .281 6756 0.012 0.34 0.12
Line 7
7-1,1 S->N CS14 1806 .015 .000 0.015 - - .281 2166 0.006 0.30 1.04
N->S CS14 1586 .006 .000 0.006 - - .281 1802 0.005 0.29 1.01
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MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design, continued)
7-1,2 S->N CS14 1015 .008 .000 0.008 - - .281 2419 0.006 0.30 0.29
N->S CS14 1227 .005 .000 0.005 - - .281 2775 0.007 0.29 0.28
7-2 S->N CS14 1033 .008 .000 0.008 - - .281 2077 0.006 0.29 0.38
N->S CS14 1030 .004 .000 0.004 - - .281 2074 0.006 0.29 0.37
7-3 S->N CS14 1006 .008 .000 0.008 - - .281 2086 0.006 0.29 0.27
N->S CS14 1003 .004 .000 0.004 - - .281 2083 0.006 0.29 0.27
Line A
A-1 W->E 2CS14 0 .000 .000 0.000 - - .000 2049 0.005 0.01 0.00
E->W 2CS14 0 .000 .000 0.000 - - .000 2986 0.008 0.01 0.01
A-3 W->E 2CS14 0 .000 .000 0.000 - - .000 2815 0.007 0.01 0.00
E->W 2CS14 0 .000 .000 0.000 - - .000 2821 0.007 0.01 0.00
A-5 W->E 2CS14 0 .000 .000 0.000 - - .000 2980 0.008 0.01 0.01
E->W 2CS14 0 .000 .000 0.000 - - .000 2052 0.005 0.01 0.00
Line D
D-1 W->E 2CS14 551 .002 .000 0.002 - - .281 1307 0.003 0.29 0.52
E->W 2CS14 551 .001 .000 0.001 - - .281 1307 0.003 0.29 0.51
D-3 W->E CS14 134 .001 .000 0.001 - - .281 -60 0.000 0.28 0.08
E->W CS14 60 .000 .000 0.000 - - .281 -134 0.000 0.28 0.08
D-5 W->E 2CS14 535 .002 .000 0.002 - - .281 1327 0.004 0.29 0.49
E->W 2CS14 536 .001 .000 0.001 - - .281 1328 0.004 0.29 0.49
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 3
Line 1
1-1 S->N CS14 331 .003 .000 0.003 - - .281 2155 0.006 0.29 0.33
N->S CS14 329 .001 .000 0.001 - - .281 2153 0.006 0.29 0.33
1-3 S->N 2CS14 1026 .004 .000 0.004 - - .281 1026 0.003 0.29 0.35
N->S 2CS14 1024 .002 .000 0.002 - - .281 1024 0.003 0.29 0.35
Line 4
4-1 S->N CS14 39 .000 .000 0.000 - - .281 2343 0.006 0.29 0.10
N->S CS14 38 .000 .000 0.000 - - .281 2342 0.006 0.29 0.10
Line 7
7-1 S->N CS14 316 .003 .000 0.003 - - .281 2140 0.006 0.29 0.33
N->S CS14 313 .001 .000 0.001 - - .281 2137 0.006 0.29 0.33
7-3 S->N 2CS14 686 .003 .000 0.003 - - .281 1550 0.004 0.29 0.35
N->S 2CS14 684 .001 .000 0.001 - - .281 1548 0.004 0.29 0.35
Line A
A-1 W->E CS14 0 .000 .000 0.000 - - .000 653 0.002 0.00 0.00
E->W CS14 0 .000 .000 0.000 - - .000 656 0.002 0.00 0.00
A-4 W->E CS14 0 .000 .000 0.000 - - .000 650 0.002 0.00 0.00
E->W CS14 0 .000 .000 0.000 - - .000 653 0.002 0.00 0.00
A-7 W->E CS14 0 .000 .000 0.000 - - .000 653 0.002 0.00 0.00
E->W CS14 0 .000 .000 0.000 - - .000 656 0.002 0.00 0.00
Line D
D-3 W->E CS14 0 .000 .000 0.000 - - .000 1398 0.004 0.00 0.00
E->W CS14 0 .000 .000 0.000 - - .000 1399 0.004 0.00 0.00
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. – Accumulated hold-down tension force T and end stud compression force C from ASD overturning, dead and wind uplift loads.
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (T / ASD hold-down capacity) x max ASD elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
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Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
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Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs]
[lbs] [sq.ft]E-W N-S E-W N-S E-W N-S
Fpx Design Fpx Design
3 60725 1492.5 15595 15595 28912 24160 15595 15595 15595 15595
2 69541 1647.9 12756 12756 36819 45349 15135 15135 15135 15135
1 88983 1610.1 8161 8161 64606 75022 19264 54226 19264 19264
All 219249 - 36513 36513 - - - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12.
Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11.
Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8).
Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3.
Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per
12.10.1.1. Omega = 2.5 as per 12.2-1.
Design force for drag struts are determined on a shearline-by-shearline basis, and can use Fx, Fpx, or “Design” depending on the location of
transfer forces.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Overcapacity:
Overcapacity check from O86 11.8.3.2 not required when IeFaSa < 0.35.
Irregularities:
structure for flexible diaphragm analysis as per NBC 4.1.8.6.
There are no violations of NBC provisions due to irregularities.
Refer to Irregularities Table in these Design Results for more details.
Other Restrictions:
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.55; Ev = 0.309 D unfactored; 0.216 D factored; total dead load factor: 0.6 - 0.216 = 0.384 tension, 1.0 + 0.216 = 1.216
compression.
Weak Story (SDPWS 4.1.8)
The lateral resistance of each story is greater than or equal to that of the story above. This vertical distribution of SFRS is permitted.
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SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 3
Ln1, Lev3 - Both - - 4134 - - - - - - 6442 -
Wall 1-1 3 Both 226.9 301.6 2099 - .79 - 354 0.96 354 3270 0.64
Wall 1-3 3 Both 301.6 - 2036 - 1.0 - 470 - 470 3172 0.64
Level 2
Ln1, Lev2 - Both - - 7716 - - - - - - 15035 -
Wall 1-1 3 Both - - 3557 - 1.0 - 470 - - 6930 -
Seg. 1 - Both 330.9 196.3 827 - 1.0 - 470 - 470 1175 0.70
Open. 1 - Both - 361.7 1447 - - - 470 - 470 1879 0.77
Seg. 2 - Both 330.9 196.3 2730 - 1.0 - 470 - 470 3876 0.70
Wall 1-2 3 Both 241.1 - 1748 - 1.0 - 470 - 470 3406 0.51
Wall 1-3 3 Both 241.1 - 2411 - 1.0 - 470 - 470 4699 0.51
Level 1
Ln1, Lev1 - Both - - 8871 - - - - - - 19692 -
Wall 1-1 4^Both - - 3372 - 1.0 - 611 - - 7487 -
Seg. 1 - Both 586.5 119.7 1906 - 1.0 - 611 - 611 1986 0.96
Open. 1 - Both - 412.9 2684 - - - 611 - 611 3972 0.68
Seg. 2 - Both 586.5 119.7 1466 - 1.0 - 611 - 611 1528 0.96
Wall 1-3 4 Both 275.3 - 1996 - 1.0 - 611 - 611 4431 0.45
Wall 1-4 4 Both 275.3 - 2753 - 1.0 - 611 - 611 6111 0.45
Wall 1-5 4 Both 214.1 - 749 - .78 - 611 - 475 1664 0.45
Line 2
Ln2, Lev1 - Both - - 1731 - - - - - - 7518 -
Wall 2-1 3 Both 108.2 - 1190 - 1.0 - 470 - 470 5168 0.23
Wall 2-2 3 Both 108.2 - 541 - 1.0 - 470 - 470 2349 0.23
Line 4
Level 3
Ln4, Lev3 - Both - - 7401 - - - - - - 11277 -
Wall 4-1 3 Both 308.4 - 7401 - 1.0 - 470 - 470 11277 0.66
Level 2
Ln4, Lev2 - Both - - 13024 - - - - - - 15279 -
Wall 4-1 4 Both 520.9 - 13024 - 1.0 - 611 - 611 15279 0.85
Level 1
Ln4, Lev1 - Both - - 15429 - - - - - - 20602 -
Wall 4-3 1^Both 599.2 - 15429 - 1.0 - 800 - 800 20602 0.75
Line 6
Ln6, Lev1 - Both - - 1716 - - - - - - 7518 -
Wall 6-1 3 Both 107.3 - 1180 - 1.0 - 470 - 470 5168 0.23
Wall 6-2 3 Both 107.3 - 536 - 1.0 - 470 - 470 2349 0.23
Line 7
Level 3
Ln7, Lev3 - Both - - 4060 - - - - - - 6442 -
Wall 7-1 3 Both 222.8 296.1 2061 - .79 - 354 0.96 354 3270 0.63
Wall 7-3 3 Both 296.1 - 1999 - 1.0 - 470 - 470 3172 0.63
Level 2
Ln7, Lev2 - Both - - 7611 - - - - - - 15035 -
Wall 7-1 3 Both - - 3508 - 1.0 - 470 - - 6930 -
Seg. 1 - Both 326.4 193.6 816 - 1.0 - 470 - 470 1175 0.69
Open. 1 - Both - 356.8 1427 - - - 470 - 470 1879 0.76
Seg. 2 - Both 326.4 193.6 2692 - 1.0 - 470 - 470 3876 0.69
Wall 7-2 3 Both 237.9 - 1724 - 1.0 - 470 - 470 3406 0.51
Wall 7-3 3 Both 237.9 - 2379 - 1.0 - 470 - 470 4699 0.51
Level 1
Ln7, Lev1 - Both - - 8766 - - - - - - 19692 -
Wall 7-1 4 Both - - 3333 - 1.0 - 611 - - 7487 -
Seg. 1 - Both 579.6 118.3 1884 - 1.0 - 611 - 611 1986 0.95
Open. 1 - Both - 408.1 2652 - - - 611 - 611 3972 0.67
Seg. 2 - Both 579.6 118.3 1449 - 1.0 - 611 - 611 1528 0.95
Wall 7-3 4 Both 272.0 - 1972 - 1.0 - 611 - 611 4431 0.45
Wall 7-4 4 Both 272.0 - 2720 - 1.0 - 611 - 611 6111 0.45
Wall 7-5 4 Both 211.6 - 741 - .78 - 611 - 475 1664 0.45
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 3
LnA, Lev3 - Both - - 8179 - - - - - - 19264 -
Wall A-1 3 Both 199.5 - 2494 - 1.0 - 470 - 470 5873 0.42
Wall A-4 3 Both 199.5 - 3192 - 1.0 - 470 - 470 7518 0.42
Wall A-7 3 Both 199.5 - 2494 - 1.0 - 470 - 470 5873 0.42
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SHEAR RESULTS (flexible seismic design, continued)
Level 2
LnA, Lev2 - Both - - 14367 - - - - - - 17437 -
Wall A-1 3^Both 371.5 387.1 4086 - .96 - 451 1.00 451 4960 0.82
Wall A-3 3^Both 387.1 - 6194 - 1.0 - 470 - 470 7518 0.82
Wall A-5 3^Both 371.5 387.1 4086 - .96 - 451 1.00 451 4960 0.82
Level 1
LnA, Lev1 - Both - - 15782 - - - - - - 21202 -
Wall A-1 1 Both 595.6 - 7891 - 1.0 - 800 - 800 10601 0.74
Wall A-3 1 Both 595.6 - 7891 - 1.0 - 800 - 800 10601 0.74
Line B
LnB, Lev1 - Both - - 9255 - - - - - - 16001 -
Wall B-2 1 Both 462.7 - 3586 - 1.0 - 800 - 800 6201 0.58
Wall B-5 1 Both 462.7 - 2082 - 1.0 - 800 - 800 3600 0.58
Wall B-7 1 Both 462.7 - 3586 - 1.0 - 800 - 800 6201 0.58
Line D
Level 3
LnD, Lev3 3 Both 344.9 361.2 7416 - 1.0 - 449 0.96 449 9648 0.77
Level 2
LnD, Lev2 - Both - - 13985 - - - - - - 19382 -
Wall D-1 3 Both 339.0 - 1780 - 1.0 - 470 - 470 2467 0.72
Wall D-3 3 Both 339.0 339.0 10340 - 1.0 - 470 1.00 470 14331 0.72
Wall D-5 3 Both 339.0 - 1865 - 1.0 - 470 - 470 2584 0.72
Line E
Level 1
LnE, Lev1 - Both - - 11476 - - - - - - 27402 -
Wall E-3 1 Both 335.1 - 11476 - 1.0 - 800 - 800 27402 0.42
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum
bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls
and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
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Hold-Down and Compression Design (flexible seismic design)
Level 1 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 0.00 0.12 2529 662 239 2106 HTT4 16d 4235 0.50
1-1 L End 0.00 0.12 2529 1103 239 3870 Compression 10312 0.38
V Elem 0.00 1.63 2208 797 287 1699 Refer to upper level
V Elem 0.00 1.63 2208 1328 287 3822 Compression
V Elem 0.00 3.13 2479 684 247 2330 Refer to upper level
V Elem 0.00 3.13 2479 1140 247 3579 Compression
t @ Elem 0.00 3.88 359 Refer to upper level
t @ Elem 0.00 8.13 93 Refer to upper level
1-1 t @ Op 1 0.00 9.87 466 466 HTT4 16d 4235 0.11
1-1 R End 0.00 12.13 2529 662 239 2106 HTT4 16d 4235 0.50
1-1 R End 0.00 12.13 2529 1103 239 3870 Compression 11601 0.33
t @ Elem 1.25 13.75 414 Refer to upper level
V Elem 1.00 16.13 2208 797 287 1699 Refer to upper level
V Elem 1.00 16.13 2208 1328 287 3822 Compression
t @ Elem 1.25 16.25 340 Refer to upper level
1-3 L End 0.00 16.38 4814 783 283 4313 HTT5 16d 5090 0.85
1-3 L End 0.00 16.38 4814 1305 283 6401 Compression 10312 0.62
1-4 L End 5.75 16.88 4767 4767 HTT5 16d 5090 0.94
1-4 L End 5.75 16.88 4767 4767 Compression 10312 0.46
V Elem 5.75 17.13 1240 342 123 1021 Refer to upper level
V Elem 5.75 17.13 1240 570 123 1933 Compression
V Elem 0.00 17.13 1240 342 123 1021 Refer to upper level
V Elem 0.00 17.13 1240 570 123 1933 Compression
V Elem 5.75 20.37 1253 1253 Refer to upper level
V Elem 5.75 20.37 1253 1253 Compression
V Elem 0.00 20.37 1253 1253 Refer to upper level
V Elem 0.00 20.37 1253 1253 Compression
1-3 R End 0.00 23.38 4814 783 283 4313 HTT5 16d 5090 0.85
1-3 R End 0.00 23.38 4814 1305 283 6401 Compression 10312 0.62
1-5 L End 1.50 23.63 2075 189 68 1954 HTT5 16d 5090 0.38
1-5 L End 1.50 23.63 2075 315 68 2458 Compression 10312 0.24
1-4 R End 5.75 26.63 4767 4767 HTT5 16d 5090 0.94
1-4 R End 5.75 26.63 4767 4767 Compression 10312 0.46
1-5 R End 1.50 26.88 4581 189 68 4460 HTT5 16d 5090 0.88
1-5 R End 1.50 26.88 4581 315 68 4964 Compression 10312 0.48
Line 2
2-1 L End 13.25 0.12 996 996 HTT4 16d 4235 0.24
2-1 L End 13.25 0.12 996 996 Compression 10312 0.10
2-1 R End 13.25 10.88 996 996 HTT4 16d 4235 0.24
2-1 R End 13.25 10.88 996 996 Compression 10312 0.10
2-2 L End 9.75 27.13 1025 270 97 852 HTT4 16d 4235 0.20
2-2 L End 9.75 27.13 1025 450 97 1572 Compression 10312 0.15
2-2 R End 9.75 31.88 1025 270 97 852 HTT4 16d 4235 0.20
2-2 R End 9.75 31.88 1025 450 97 1572 Compression 10312 0.15
Line 4
V Elem 33.75 0.63 7229 1877 677 6029 Refer to upper level
V Elem 33.75 0.63 7229 3128 677 11033 Compression
4-3 L End 33.75 6.13 5446 1043 376 4779 HDU8-SDS 6765 0.71
4-3 L End 33.75 6.13 5446 1738 376 7560 Compression 10312 0.73
V Elem 33.75 24.38 2493 864 312 1941 Refer to upper level
V Elem 33.75 24.38 2493 1440 312 4244 Compression
V Elem 33.75 25.38 4736 1013 365 4089 Refer to upper level
V Elem 33.75 25.38 4736 1688 365 6789 Compression
4-3 R End 33.75 31.63 5446 1043 376 4779 HDU8-SDS 6765 0.71
4-3 R End 33.75 31.63 5446 1738 376 7560 Compression 10312 0.73
Line 6
6-1 L End 54.00 0.12 988 594 214 608 HTT4 16d 4235 0.14
6-1 L End 54.00 0.12 988 990 214 2192 Compression 10312 0.21
6-1 R End 54.00 10.88 988 594 214 608 HTT4 16d 4235 0.14
6-1 R End 54.00 10.88 988 990 214 2192 Compression 10312 0.21
6-2 L End 57.50 27.13 1016 270 97 844 HTT4 16d 4235 0.20
6-2 L End 57.50 27.13 1016 450 97 1564 Compression 10312 0.15
6-2 R End 57.50 31.88 1016 270 97 844 HTT4 16d 4235 0.20
6-2 R End 57.50 31.88 1016 450 97 1564 Compression 10312 0.15
Line 7
7-1 L End 67.25 0.12 2499 662 239 2077 HTT4 16d 4235 0.49
7-1 L End 67.25 0.12 2499 1103 239 3840 Compression 10312 0.37
V Elem 67.25 1.63 2178 797 287 1668 Refer to upper level
V Elem 67.25 1.63 2178 1328 287 3792 Compression
61
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Hold-Down and Compression Design (flexible seismic design, continued)
V Elem 67.25 3.13 2435 684 247 2280 Refer to upper level
V Elem 67.25 3.13 2435 1140 247 3539 Compression
t @ Elem 67.25 3.88 353 Refer to upper level
t @ Elem 67.25 8.13 91 Refer to upper level
7-1 t @ Op 1 67.25 9.87 458 458 HTT4 16d 4235 0.11
7-1 R End 67.25 12.13 2499 662 239 2077 HTT4 16d 4235 0.49
7-1 R End 67.25 12.13 2499 1103 239 3840 Compression 11601 0.33
t @ Elem 65.75 13.75 406 Refer to upper level
V Elem 66.25 16.13 2178 797 287 1668 Refer to upper level
V Elem 66.25 16.13 2178 1328 287 3792 Compression
7-3 L End 67.25 16.38 4753 783 283 4252 HTT5 16d 5090 0.84
7-3 L End 67.25 16.38 4753 1305 283 6340 Compression 10312 0.61
t @ Elem 65.75 16.25 334 Refer to upper level
7-4 L End 61.25 16.88 4707 810 292 4189 HTT5 16d 5090 0.82
7-4 L End 61.25 16.88 4707 1350 292 6349 Compression 10312 0.62
V Elem 61.25 17.13 1217 342 123 999 Refer to upper level
V Elem 61.25 17.13 1217 570 123 1911 Compression
V Elem 67.25 17.13 1217 342 123 999 Refer to upper level
V Elem 67.25 17.13 1217 570 123 1911 Compression
V Elem 61.25 20.37 1230 162 58 1126 Refer to upper level
V Elem 61.25 20.37 1230 270 58 1558 Compression
V Elem 67.25 20.37 1230 162 58 1126 Refer to upper level
V Elem 67.25 20.37 1230 270 58 1558 Compression
7-3 R End 67.25 23.38 4753 783 283 4252 HTT5 16d 5090 0.84
7-3 R End 67.25 23.38 4753 1305 283 6340 Compression 10312 0.61
7-5 L End 65.75 23.63 2051 189 68 1930 HTT5 16d 5090 0.38
7-5 L End 65.75 23.63 2051 315 68 2434 Compression 10312 0.24
7-4 R End 61.25 26.63 4707 810 292 4189 HTT5 16d 5090 0.82
7-4 R End 61.25 26.63 4707 1350 292 6349 Compression 10312 0.62
7-5 R End 65.75 26.88 4511 513 185 4183 HTT5 16d 5090 0.82
7-5 R End 65.75 26.88 4511 855 185 5551 Compression 10312 0.54
Line A
A-1 L End 0.12 0.00 5463 716 258 5006 HDU8-SDS 6765 0.74
A-1 L End 0.12 0.00 5463 1193 258 6914 Compression 10312 0.67
V Elem 1.38 0.00 5194 1410 509 4292 Refer to upper level
V Elem 1.38 0.00 5194 2350 509 8052 Compression
A-1 R End 13.13 0.00 5463 716 258 5006 HDU8-SDS 6765 0.74
A-1 R End 13.13 0.00 5463 1193 258 6914 Compression 10312 0.67
t @ Elem 13.00 1.50 533 Refer to upper level
V Elem 13.63 3.00 1628 1628 Refer to upper level
V Elem 13.63 3.00 1628 1628 Compression
V Elem 13.63 1.50 0 1000 216 1216 Compression
V Elem 16.13 1.50 3565 810 292 3675 Refer to upper level
V Elem 16.13 1.50 3565 1350 292 4579 Compression
V Elem 25.63 0.00 5161 1632 589 4117 Refer to upper level
V Elem 25.63 0.00 5161 2720 589 8469 Compression
V Elem 41.37 0.00 5161 1632 589 4117 Refer to upper level
V Elem 41.37 0.00 5161 2720 589 8469 Compression
V Elem 50.88 1.50 3565 810 292 3724 Refer to upper level
V Elem 50.88 1.50 3565 1350 292 4531 Compression
V Elem 53.38 1.50 0 1000 216 1216 Compression
V Elem 53.38 3.00 1628 1628 Refer to upper level
V Elem 53.38 3.00 1628 1628 Compression
A-3 L End 54.13 0.00 5463 716 258 5006 HDU8-SDS 6765 0.74
A-3 L End 54.13 0.00 5463 1193 258 6914 Compression 10312 0.67
t @ Elem 54.00 1.50 582 Refer to upper level
V Elem 65.63 0.00 5194 1410 509 4292 Refer to upper level
V Elem 65.63 0.00 5194 2350 509 8052 Compression
A-3 R End 67.12 0.00 5463 716 258 5006 HDU8-SDS 6765 0.74
A-3 R End 67.12 0.00 5463 1193 258 6914 Compression 10312 0.67
Line B
B-2 L End 0.12 12.00 4303 314 113 4103 HTT5 16d 5090 0.81
B-2 L End 0.12 12.00 4303 523 113 4940 Compression 10312 0.48
B-2 R End 7.63 12.00 4303 314 113 4103 HTT5 16d 5090 0.81
B-2 R End 7.63 12.00 4303 523 113 4940 Compression 10312 0.48
B-5 L End 35.63 11.00 4410 243 88 4254 HTT5 16d 5090 0.84
B-5 L End 35.63 11.00 4410 405 88 4902 Compression 10312 0.48
B-5 R End 39.88 11.00 4410 243 88 4254 HTT5 16d 5090 0.84
B-5 R End 39.88 11.00 4410 405 88 4902 Compression 10312 0.48
B-7 L End 59.63 12.00 4303 314 113 4103 HTT5 16d 5090 0.81
B-7 L End 59.63 12.00 4303 523 113 4940 Compression 10312 0.48
B-7 R End 67.12 12.00 4303 314 113 4103 HTT5 16d 5090 0.81
B-7 R End 67.12 12.00 4303 523 113 4940 Compression 10312 0.48
Line D
V Elem 0.12 23.50 3204 284 102 3023 Refer to upper level
V Elem 0.12 23.50 3204 473 102 3778 Compression
V Elem 5.13 23.50 3204 284 102 3023 Refer to upper level
62
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Hold-Down and Compression Design (flexible seismic design, continued)
V Elem 5.13 23.50 3204 473 102 3778 Compression
V Elem 13.38 26.00 3076 2187 789 3077 Refer to upper level
V Elem 13.38 26.00 3076 3645 789 6112 Compression
V Elem 16.38 25.00 2923 3871 Refer to upper level
V Elem 16.38 25.00 2923 1975 Compression
V Elem 16.38 26.00 0 2760 598 3357 Compression
t @ Elem 21.38 26.00 748 Refer to upper level
t @ Elem 21.25 25.00 948 Refer to upper level
t @ Elem 26.63 26.00 335 Refer to upper level
t @ Elem 31.00 25.00 903 Refer to upper level
t @ Elem 35.75 25.00 903 Refer to upper level
t @ Elem 40.25 26.00 335 Refer to upper level
t @ Elem 45.63 26.00 748 Refer to upper level
t @ Elem 45.50 25.00 948 Refer to upper level
V Elem 50.63 25.00 2923 3871 Refer to upper level
V Elem 50.63 25.00 2923 1975 Compression
V Elem 50.63 26.00 0 2760 598 3357 Compression
V Elem 53.63 26.00 3076 2187 789 3077 Refer to upper level
V Elem 53.63 26.00 3076 3645 789 6112 Compression
V Elem 61.88 23.50 3196 297 107 3007 Refer to upper level
V Elem 61.88 23.50 3196 495 107 3799 Compression
V Elem 67.12 23.50 3196 297 107 3007 Refer to upper level
V Elem 67.12 23.50 3196 495 107 3799 Compression
Line E
E-3 L End 16.62 32.00 3038 1850 667 1856 HTT4 16d 4235 0.44
E-3 L End 16.62 32.00 3038 3083 667 6787 Compression 10312 0.66
E-3 R End 50.63 32.00 3038 1850 667 1856 HTT4 16d 4235 0.44
E-3 R End 50.63 32.00 3038 3083 667 6787 Compression 10312 0.66
Level 2 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 1.25 1.63 2208 797 287 1699 CS14 2490 0.68
1-1 L End 1.25 1.63 2208 1328 287 3822 Compression 10312 0.37
V Elem 1.25 3.13 2479 684 247 2042 Refer to upper level
V Elem 1.25 3.13 2479 1140 247 3866 Compression
1-1 t @ Op 1 1.25 3.88 359 359 CS14 2490 0.14
1-1 t @ Op 1 1.25 8.13 93 93 CS14 2490 0.04
1-1 R End 1.25 16.13 2208 797 287 1699 CS14 2490 0.68
1-1 R End 1.25 16.13 2208 1328 287 3822 Compression 11601 0.33
t @ Elem 1.25 16.25 0 Refer to upper level
1-2 L End 0.00 16.38 2248 392 141 1998 CS14 2490 0.80
1-2 L End 0.00 16.38 2248 653 141 3041 Compression 10312 0.29
1-3 L End 5.75 16.88 2226 2226 CS14 2490 0.89
1-3 L End 5.75 16.88 2226 2226 Compression 10312 0.22
V Elem 5.75 17.13 1240 342 123 1021 Refer to upper level
V Elem 5.75 17.13 1240 570 123 1933 Compression
V Elem 0.00 17.13 1240 342 123 1021 Refer to upper level
V Elem 0.00 17.13 1240 570 123 1933 Compression
V Elem 0.00 20.37 1253 1253 Refer to upper level
V Elem 0.00 20.37 1253 1253 Compression
V Elem 5.75 20.37 1253 1253 Refer to upper level
V Elem 5.75 20.37 1253 1253 Compression
1-2 R End 0.00 23.38 2248 392 141 1998 CS14 2490 0.80
1-2 R End 0.00 23.38 2248 653 141 3041 Compression 10312 0.29
1-3 R End 5.75 26.63 2226 2226 CS14 2490 0.89
1-3 R End 5.75 26.63 2226 2226 Compression 10312 0.22
V Elem 5.25 26.88 2505 2505 Refer to upper level
V Elem 5.25 26.88 2505 2505 Compression
Line 4
4-1 L End 33.75 0.63 7229 1877 677 6029 HDU8-SDS 7870 0.77
4-1 L End 33.75 0.63 7229 3128 677 11033 Compression 15469 0.71
V Elem 33.75 24.38 2493 864 312 1941 Refer to upper level
V Elem 33.75 24.38 2493 1440 312 4244 Compression
4-1 R End 33.75 25.38 4736 1013 365 4089 HTT5 16d 5090 0.80
4-1 R End 33.75 25.38 4736 1688 365 6789 Compression 15469 0.44
Line 7
7-1 L End 65.75 1.63 2178 797 287 1668 CS14 2490 0.67
7-1 L End 65.75 1.63 2178 1328 287 3792 Compression 10312 0.37
V Elem 65.75 3.13 2435 684 247 1998 Refer to upper level
V Elem 65.75 3.13 2435 1140 247 3821 Compression
7-1 t @ Op 1 65.75 3.88 353 353 CS14 2490 0.14
7-1 t @ Op 1 65.75 8.13 91 91 CS14 2490 0.04
63
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Hold-Down and Compression Design (flexible seismic design, continued)
7-1 R End 65.75 16.13 2178 797 287 1668 CS14 2490 0.67
7-1 R End 65.75 16.13 2178 1328 287 3792 Compression 11601 0.33
7-2 L End 67.25 16.38 2217 392 141 1967 CS14 2490 0.79
7-2 L End 67.25 16.38 2217 653 141 3011 Compression 10312 0.29
t @ Elem 65.75 16.25 0 Refer to upper level
7-3 L End 61.25 16.88 2196 405 146 1937 CS14 2490 0.78
7-3 L End 61.25 16.88 2196 675 146 3017 Compression 10312 0.29
V Elem 67.25 17.13 1217 342 123 999 Refer to upper level
V Elem 67.25 17.13 1217 570 123 1911 Compression
V Elem 61.25 17.13 1217 342 123 999 Refer to upper level
V Elem 61.25 17.13 1217 570 123 1911 Compression
V Elem 67.25 20.37 1230 162 58 1126 Refer to upper level
V Elem 67.25 20.37 1230 270 58 1558 Compression
V Elem 61.25 20.37 1230 162 58 1126 Refer to upper level
V Elem 61.25 20.37 1230 270 58 1558 Compression
7-2 R End 67.25 23.38 2217 392 141 1967 CS14 2490 0.79
7-2 R End 67.25 23.38 2217 653 141 3011 Compression 10312 0.29
7-3 R End 61.25 26.63 2196 405 146 1937 CS14 2490 0.78
7-3 R End 61.25 26.63 2196 675 146 3017 Compression 10312 0.29
V Elem 61.75 26.88 2460 324 117 2253 Refer to upper level
V Elem 61.75 26.88 2460 540 117 3117 Compression
Line A
A-1 L End 1.38 1.50 5194 1410 509 4292 2CS14 4980 0.86
A-1 L End 1.38 1.50 5194 2350 509 8052 Compression 10312 0.78
V Elem 13.63 1.50 1628 600 216 1245 Refer to upper level
V Elem 13.63 1.50 1628 1000 216 2845 Compression
A-1 R End 16.13 1.50 3565 810 292 3047 2CS14 4980 0.61
A-1 R End 16.13 1.50 3565 1350 292 5207 Compression 10312 0.50
A-3 L End 25.63 0.00 5161 1632 589 4117 2CS14 4980 0.83
A-3 L End 25.63 0.00 5161 2720 589 8469 Compression 10312 0.82
A-3 R End 41.37 0.00 5161 1632 589 4117 2CS14 4980 0.83
A-3 R End 41.37 0.00 5161 2720 589 8469 Compression 10312 0.82
A-5 L End 50.88 1.50 3565 810 292 3047 2CS14 4980 0.61
A-5 L End 50.88 1.50 3565 1350 292 5207 Compression 10312 0.50
V Elem 53.38 1.50 1628 600 216 1245 Refer to upper level
V Elem 53.38 1.50 1628 1000 216 2845 Compression
A-5 R End 65.63 1.50 5194 1410 509 4292 2CS14 4980 0.86
A-5 R End 65.63 1.50 5194 2350 509 8052 Compression 10312 0.78
Line D
D-1 L End 0.12 23.50 3204 284 102 3023 2CS14 4980 0.61
D-1 L End 0.12 23.50 3204 473 102 3778 Compression 10312 0.37
D-1 R End 5.13 23.50 3204 284 102 3023 2CS14 4980 0.61
D-1 R End 5.13 23.50 3204 473 102 3778 Compression 10312 0.37
D-3 L End 13.38 26.00 3076 2187 789 1679 CS14 2490 0.67
D-3 L End 13.38 26.00 3076 3645 789 7510 Compression 10312 0.73
V Elem 16.38 26.00 2923 1656 598 1865 Refer to upper level
V Elem 16.38 26.00 2923 2760 598 6281 Compression
D-3 t @ Op 2 21.38 26.00 748 748 CS14 2490 0.30
D-3 t @ Op 2 26.63 26.00 335 335 CS14 2490 0.13
D-3 t @ Op 2 40.38 26.00 335 335 CS14 2490 0.13
D-3 t @ Op 2 45.63 26.00 748 748 CS14 2490 0.30
V Elem 50.63 26.00 2923 1656 598 1865 Refer to upper level
V Elem 50.63 26.00 2923 2760 598 6281 Compression
D-3 R End 53.63 26.00 3076 2187 789 1679 CS14 2490 0.67
D-3 R End 53.63 26.00 3076 3645 789 7510 Compression 10312 0.73
D-5 L End 61.88 23.50 3196 297 107 3007 2CS14 4980 0.60
D-5 L End 61.88 23.50 3196 495 107 3799 Compression 10312 0.37
D-5 R End 67.12 23.50 3196 297 107 3007 2CS14 4980 0.60
D-5 R End 67.12 23.50 3196 495 107 3799 Compression 10312 0.37
Level 3 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 1.25 3.13 2479 684 247 2042 CS14 2490 0.82
1-1 L End 1.25 3.13 2479 1140 247 3866 Compression 10312 0.37
1-1 R End 1.25 17.13 2479 684 247 2042 CS14 2490 0.82
1-1 R End 1.25 17.13 2479 1140 247 3866 Compression 10312 0.37
1-3 L End 5.25 20.37 2505 2505 2CS14 4980 0.50
1-3 L End 5.25 20.37 2505 2505 Compression 10312 0.24
1-3 R End 5.25 26.88 2505 2505 2CS14 4980 0.50
1-3 R End 5.25 26.88 2505 2505 Compression 10312 0.24
Line 4
4-1 L End 33.75 0.63 2493 864 312 1941 CS14 2490 0.78
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4-1 L End 33.75 0.63 2493 1440 312 4244 Compression 10312 0.41
4-1 R End 33.75 24.38 2493 864 312 1941 CS14 2490 0.78
4-1 R End 33.75 24.38 2493 1440 312 4244 Compression 10312 0.41
Line 7
7-1 L End 65.75 3.13 2435 684 247 1998 CS14 2490 0.80
7-1 L End 65.75 3.13 2435 1140 247 3821 Compression 10312 0.37
7-1 R End 65.75 17.13 2435 684 247 1998 CS14 2490 0.80
7-1 R End 65.75 17.13 2435 1140 247 3821 Compression 10312 0.37
7-3 L End 61.75 20.37 2460 324 117 2253 2CS14 4980 0.45
7-3 L End 61.75 20.37 2460 540 117 3117 Compression 10312 0.30
7-3 R End 61.75 26.88 2460 324 117 2253 2CS14 4980 0.45
7-3 R End 61.75 26.88 2460 540 117 3117 Compression 10312 0.30
Line A
A-1 L End 1.38 3.00 1628 600 216 1245 CS14 2490 0.50
A-1 L End 1.38 3.00 1628 1000 216 2845 Compression 10312 0.28
A-1 R End 13.63 3.00 1628 600 216 1245 CS14 2490 0.50
A-1 R End 13.63 3.00 1628 1000 216 2845 Compression 10312 0.28
A-4 L End 25.63 0.00 1621 768 277 1130 CS14 2490 0.45
A-4 L End 25.63 0.00 1621 1280 277 3178 Compression 10312 0.31
A-4 R End 41.37 0.00 1621 768 277 1130 CS14 2490 0.45
A-4 R End 41.37 0.00 1621 1280 277 3178 Compression 10312 0.31
A-7 L End 53.38 3.00 1628 600 216 1245 CS14 2490 0.50
A-7 L End 53.38 3.00 1628 1000 216 2845 Compression 10312 0.28
A-7 R End 65.63 3.00 1628 600 216 1245 CS14 2490 0.50
A-7 R End 65.63 3.00 1628 1000 216 2845 Compression 10312 0.28
Line D
D-3 L End 16.38 25.00 2923 1656 598 1865 CS14 2490 0.75
D-3 L End 16.38 25.00 2923 2760 598 6281 Compression 10312 0.61
D-3 R End 50.63 25.00 2923 1656 598 1865 CS14 2490 0.75
D-3 R End 50.63 25.00 2923 2760 598 6281 Compression 10312 0.61
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element – Shearline
Posit'n: Position of stud pack that hold-down is attached to:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of nth opening in wall
Over Op n - Lintel force over the nth opening in wall
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Hold-down, Compression, or Lintel Force: Upwards tension force on hold-down at one end of the wall, downward compression force on studs at the
other end, or lintel design force above opening.
T or C – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7. For perforated walls = V x h / Co sum (bi) from Eqn. 4.3-8. Negative
when it is a tension component of a combined compression force.
V = Force on wall segment, ASD-factored by 0.70.
h = Wall height , beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width).
Dead – Dead load concentrated at wall end, factored for ASD by beff = wall segment length b - 2 x user-input hold-down offset. for tension and 1.0
for compression
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = 0.2 Sds x 0.7 ASD factor x unfactored D = 0.60 Sds D (comp), 0.233 Sds D (tens).
Cmb'd – Abs. value of +/- overturning force - dead force +/- vertical seismic forces. May also include the uplift force t from perforated walls from
SDPWS 4.3.6.4.2.1 when openings are staggered.
Hold-down – Model or Force Type:
At tension end – Model number of device used from hold-down database
At compression end "Compression"
Lintel design force over opening – "Lintel (up)" or "Lintel (down)" depending on direction of force
Cap Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details.
Crit. Resp: Critical Response = Combined tension force / hold-down capacity or combined compression force / bottom plate resistance.
Notes:
HTT4 (18-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt.
HTT5 (26-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 26 0.162 x 2.5" screws; 5/8" anchor bolt.
HDU8-SDS2.5 for studs with thickness > 3" and depth > 3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt.
HDU8-SDS2.5 for studs with thickness > 4.5" and depth > 3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt.
Forces shown are those arising from both lateral force directions, and include contributions from hold-down and compression forces on upper
levels.
Combined tension force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh = -T
Combined compression force from combination 8 = 0.6D + 0.7Ev + 0.7Eh; Eh = C. Designer is responsible for checking load combination 9 which
includes live and snow loads not included in Shearwalls.
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For lintel design force above openings, V for overturning force T or C is multiplied by overstrength factor omega = [3.0, 2.5] as per ASCE 7 12.3.3.3,
12.4.3.1, and Table 12.2.
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, to the Shear Results table for shear force V and perforated factor Co., and to the Seismic Information table for the calculation of Ev.
Designer is also responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
Live and snow loads not included, which ensures maximum effect for hold-down forces but is non-conservative for compression design and for
downwards lintel design forces.
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COLLECTOR FORCES (flexible seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 13051 13051
1-1 Left Opening 1 0.00 3.25 -999 999
1-1 Right Opening 1 0.00 9.75 -191 191
1-1 Right Wall End 0.00 12.25 -960 960
1-3 Left Wall End 0.00 16.25 -2893 2893
1-1 Left Opening 1 0.00 3.25 1517 1517
1-1 Right Opening 1 0.00 9.75 1167 1167
Line 2
Shearline force 5107 5107
2-1 Right Wall End 13.25 11.00 1755 -1755
2-2 Left Wall End 9.75 27.00 -798 798
Line 4
Shearline force 23377 23377
4-3 Left Wall End 33.75 6.00 -223 223
4-3 Right Wall End 33.75 31.75 223 -223
Line 6
Shearline force 5064 5064
6-1 Right Wall End 54.00 11.00 1741 -1741
6-2 Left Wall End 57.50 27.00 -791 791
Line 7
Shearline force 12921 12921
7-1 Left Opening 1 67.25 3.25 -989 989
7-1 Right Opening 1 67.25 9.75 -190 190
7-1 Right Wall End 67.25 12.25 -950 950
7-3 Left Wall End 67.25 16.25 -2864 2864
7-1 Left Opening 1 67.25 3.25 1499 1499
7-1 Right Opening 1 67.25 9.75 1153 1153
Line A
Shearline force 22135 22135
A-1 Right Wall End 13.25 0.00 6706 -6706
A-3 Left Wall End 54.00 0.00 -6706 6706
Line B
Shearline force 28332 28332
B-2 Right Wall End 7.75 12.00 7714 -7714
B-5 Left Wall End 35.50 11.00 -3977 3977
B-5 Right Wall End 40.00 11.00 502 -502
B-7 Left Wall End 59.50 12.00 -7714 7714
Line E
Shearline force 35274 35274
E-3 Left Wall End 16.50 32.00 -11081 11081
E-3 Right Wall End 50.75 32.00 -1108 1108
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 10480 10480
1-1 Left Opening 1 1.25 4.00 -361 361
1-1 Right Opening 1 1.25 8.00 -40 40
1-3 Right Wall End 5.75 26.75 -2671 2671
1-1 Left Opening 1 1.25 4.00 336 336
1-1 Right Opening 1 1.25 8.00 1110 1110
Line 4
Shearline force 17590 17590
4-1 Left Wall End 33.75 0.50 -338 338
4-1 Right Wall End 33.75 25.50 338 -338
Line 7
Shearline force 10342 10342
7-1 Left Opening 1 65.75 4.00 -356 356
7-1 Right Opening 1 65.75 8.00 -39 39
7-3 Right Wall End 61.25 26.75 -2636 2636
7-1 Left Opening 1 65.75 4.00 332 332
7-1 Right Opening 1 65.75 8.00 1095 1095
Line A
Shearline force 19400 19400
A-1 Left Opening 1 5.25 1.50 803 -803
A-1 Right Opening 1 9.25 1.50 -400 400
A-1 Right Wall End 16.25 1.50 1006 -1006
A-3 Left Wall End 25.50 0.00 -1776 1776
A-3 Right Wall End 41.50 0.00 1776 -1776
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COLLECTOR FORCES (flexible seismic design, continued)
A-5 Left Wall End 50.75 1.50 -1006 1006
A-5 Left Opening 1 57.75 1.50 400 -400
A-5 Right Opening 1 61.75 1.50 -803 803
Line D
Shearline force 19012 19012
D-1 Right Wall End 5.25 23.50 935 -935
D-3 Left Wall End 13.25 26.00 -1326 1326
D-3 Left Opening 1 21.50 26.00 144 -144
D-3 Right Opening 1 26.50 26.00 -1270 1270
D-3 Left Opening 2 40.50 26.00 1225 -1225
D-3 Right Opening 2 45.50 26.00 -188 188
D-3 Right Wall End 53.75 26.00 1282 -1282
D-5 Left Wall End 61.75 23.50 -980 980
Level 3 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 5168 5168
1-1 Left Opening 1 1.25 5.50 404 -404
1-1 Right Opening 1 1.25 8.00 -510 510
1-1 Left Opening 2 1.25 11.25 -472 472
1-1 Right Opening 2 1.25 13.75 -1010 1010
1-1 Right Wall End 1.25 17.25 -445 445
1-3 Left Wall End 5.25 20.25 -1091 1091
Line 4
Shearline force 9251 9251
4-1 Left Wall End 33.75 0.50 -185 185
4-1 Right Wall End 33.75 24.50 185 -185
Line 7
Shearline force 5075 5075
7-1 Left Opening 1 65.75 5.50 198 -198
7-1 Right Opening 1 65.75 8.00 -380 380
7-1 Left Opening 2 65.75 11.25 -186 186
7-1 Right Opening 2 65.75 13.75 -714 714
7-1 Right Wall End 65.75 17.25 -437 437
7-3 Left Wall End 61.75 20.25 -1071 1071
Line A
Shearline force 10224 10224
A-1 Right Wall End 13.75 3.00 1136 -1136
A-4 Left Wall End 25.50 0.00 -727 727
A-4 Right Wall End 41.50 0.00 727 -727
A-7 Left Wall End 53.25 3.00 -1136 1136
Line D
Shearline force 9270 9270
D-3 Left Wall End 16.25 25.00 -1805 1805
D-3 Left Opening 1 24.50 25.00 566 -566
D-3 Right Opening 1 31.00 25.00 -772 772
D-3 Left Opening 2 36.00 25.00 772 -772
D-3 Right Opening 2 42.50 25.00 -566 566
D-3 Right Wall End 50.75 25.00 1805 -1805
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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DEFLECTION (flexible seismic design)
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-1 4 W->E - - 12.25 9.00 - - - - - - - 1.59
E->W - - 12.25 9.00 - - - - - - - 1.60
1-1,1 S->N ExtS 837.8 3.25 7.75 16.5 .045 39.6 214 .015 .164 1.19 1.40
N->S ExtS 837.8 3.25 7.75 16.5 .045 39.6 214 .015 .164 1.13 1.34
1-1,2 S->N ExtS 837.8 2.50 7.75 16.5 .058 39.6 214 .015 .164 1.56 1.79
N->S ExtS 837.8 2.50 7.75 16.5 .058 39.6 214 .015 .164 1.64 1.86
1-3 4 Both ExtS 393.3 7.25 9.00 16.5 .014 39.6 214 .015 .089 0.55 0.66
1-4 4 Both 1S 393.3 10.00 9.00 16.5 .010 39.6 214 .015 .089 0.43 0.53
1-5 4 S->N ExtS 305.9 3.50 9.00 16.5 .022 39.6 214 .015 .069 0.89 0.98
N->S ExtS 305.9 3.50 9.00 16.5 .022 39.6 214 .015 .069 1.21 1.30
Line 2
2-1 3 Both ExtS 154.5 11.00 9.00 16.5 .004 32.6 219 .016 .043 0.22 0.26
2-2 3 Both ExtS 154.5 5.00 9.00 16.5 .008 32.6 219 .016 .043 0.47 0.52
Line 4
4-3 1 Both 1S 856.0 25.75 9.00 16.5 .008 54.2 187 .010 .142 0.12 0.27
Line 6
6-1 3 Both ExtS 153.2 11.00 9.00 16.5 .004 32.6 219 .016 .042 0.19 0.24
6-2 3 Both ExtS 153.2 5.00 9.00 16.5 .008 32.6 219 .016 .042 0.47 0.52
Line 7
7-1 4 W->E - - 12.25 9.00 - - - - - - - 1.58
E->W - - 12.25 9.00 - - - - - - - 1.59
7-1,1 S->N ExtS 828.0 3.25 7.75 16.5 .044 39.6 214 .015 .162 1.18 1.39
N->S ExtS 828.0 3.25 7.75 16.5 .044 39.6 214 .015 .162 1.12 1.33
7-1,2 S->N ExtS 828.0 2.50 7.75 16.5 .058 39.6 214 .015 .162 1.55 1.77
N->S ExtS 828.0 2.50 7.75 16.5 .058 39.6 214 .015 .162 1.63 1.85
7-3 4 Both ExtS 388.6 7.25 9.00 16.5 .014 39.6 214 .015 .088 0.55 0.65
7-4 4 Both 1S 388.6 10.00 9.00 16.5 .010 39.6 214 .015 .088 0.39 0.49
7-5 4 S->N ExtS 302.3 3.50 9.00 16.5 .022 39.6 214 .015 .069 0.89 0.98
N->S ExtS 302.3 3.50 9.00 16.5 .022 39.6 214 .015 .069 1.15 1.24
Line A
A-1 1 Both ExtS 850.8 13.25 9.00 16.5 .016 54.2 187 .010 .141 0.24 0.40
A-3 1 Both ExtS 850.8 13.25 9.00 16.5 .016 54.2 187 .010 .141 0.24 0.40
Line B
B-2 1 Both 1S 661.0 7.75 9.00 16.5 .022 54.2 187 .010 .110 0.51 0.64
B-5 1 Both ExtS 661.0 4.50 9.00 16.5 .037 54.2 187 .010 .110 0.92 1.07
B-7 1 Both 1S 661.0 7.75 9.00 16.5 .022 54.2 187 .010 .110 0.51 0.64
Line E
E-3 1 Both ExtS 478.7 34.25 9.00 16.5 .004 54.2 187 .010 .080 0.07 0.15
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 2
Line 1
1-1 3 W->E - - 14.75 9.00 - - - - - - - 0.83
E->W - - 14.75 9.00 - - - - - - - 0.80
1-1,1 S->N ExtS 472.7 2.50 7.75 16.5 .033 32.6 219 .016 .112 1.09 1.23
N->S ExtS 472.7 2.50 7.75 16.5 .033 32.6 219 .016 .112 1.04 1.19
1-1,2 Both ExtS 472.7 8.25 7.75 16.5 .010 32.6 219 .016 .112 0.30 0.42
1-2 3 S->N ExtS 344.5 7.25 9.00 16.5 .012 32.6 219 .016 .095 0.39 0.50
N->S ExtS 344.5 7.25 9.00 16.5 .012 32.6 219 .016 .095 0.38 0.49
1-3 3 S->N 1S 344.5 10.00 9.00 16.5 .009 32.6 219 .016 .095 0.28 0.39
N->S 1S 344.5 10.00 9.00 16.5 .009 32.6 219 .016 .095 0.28 0.38
Line 4
4-1 4 S->N 1S 744.2 25.00 9.00 24.8 .005 39.6 214 .015 .169 0.18 0.36
N->S 1S 744.2 25.00 9.00 24.8 .005 39.6 214 .015 .169 0.18 0.35
Line 7
7-1 3 W->E - - 14.75 9.00 - - - - - - - 0.82
E->W - - 14.75 9.00 - - - - - - - 0.80
7-1,1 S->N ExtS 466.2 2.50 7.75 16.5 .032 32.6 219 .016 .111 1.08 1.23
N->S ExtS 466.2 2.50 7.75 16.5 .032 32.6 219 .016 .111 1.04 1.18
7-1,2 S->N ExtS 466.2 8.25 7.75 16.5 .010 32.6 219 .016 .111 0.30 0.42
N->S ExtS 466.2 8.25 7.75 16.5 .010 32.6 219 .016 .111 0.29 0.41
7-2 3 S->N ExtS 339.8 7.25 9.00 16.5 .012 32.6 219 .016 .094 0.39 0.50
N->S ExtS 339.8 7.25 9.00 16.5 .012 32.6 219 .016 .094 0.38 0.49
7-3 3 Both 1S 339.8 10.00 9.00 16.5 .009 32.6 219 .016 .094 0.28 0.38
Line A
A-1 3 W->E ExtS 553.0 10.56 9.00 16.5 .013 32.6 219 .016 .153 0.27 0.44
E->W ExtS 553.0 10.56 9.00 16.5 .013 32.6 219 .016 .153 0.28 0.45
A-3 3 Both ExtS 553.0 16.00 9.00 16.5 .009 32.6 219 .016 .153 0.19 0.35
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DEFLECTION (flexible seismic design, continued)
A-5 3 W->E ExtS 553.0 10.56 9.00 16.5 .013 32.6 219 .016 .153 0.29 0.45
E->W ExtS 553.0 10.56 9.00 16.5 .013 32.6 219 .016 .153 0.27 0.43
Line D
D-1 3 W->E ExtS 484.3 5.25 9.00 16.5 .023 32.6 219 .016 .134 0.55 0.71
E->W ExtS 484.3 5.25 9.00 16.5 .023 32.6 219 .016 .134 0.54 0.70
D-3 3 Both ExtS 484.3 30.50 9.00 16.5 .004 32.6 219 .016 .134 0.09 0.22
D-5 3 W->E ExtS 484.3 5.50 9.00 16.5 .022 32.6 219 .016 .134 0.52 0.68
E->W ExtS 484.3 5.50 9.00 16.5 .022 32.6 219 .016 .134 0.51 0.67
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 3
Line 1
1-1 3 S->N ExtS 430.8 7.27 8.00 16.5 .011 32.6 219 .016 .106 0.35 0.47
N->S ExtS 430.8 7.27 8.00 16.5 .011 32.6 219 .016 .106 0.34 0.46
1-3 3 S->N ExtS 430.8 6.75 8.00 16.5 .011 32.6 219 .016 .106 0.37 0.49
N->S ExtS 430.8 6.75 8.00 16.5 .011 32.6 219 .016 .106 0.36 0.48
Line 4
4-1 3 Both 1S 440.5 24.00 8.00 16.5 .003 32.6 219 .016 .108 0.10 0.21
Line 7
7-1 3 Both ExtS 423.0 7.27 8.00 16.5 .010 32.6 219 .016 .104 0.35 0.46
7-3 3 Both ExtS 423.0 6.75 8.00 16.5 .011 32.6 219 .016 .104 0.37 0.48
Line A
A-1 3 Both ExtS 285.0 12.50 8.00 16.5 .004 32.6 219 .016 .070 0.19 0.27
A-4 3 Both ExtS 285.0 16.00 8.00 16.5 .003 32.6 219 .016 .070 0.15 0.22
A-7 3 Both ExtS 285.0 12.50 8.00 16.5 .004 32.6 219 .016 .070 0.19 0.27
Line D
D-3 3 Both ExtS 516.0 21.50 8.00 16.5 .004 32.6 219 .016 .127 0.12 0.25
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – Unfactored (strength-level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 ij / (i + j) x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvtv + 0.75 en) from SDPWS Eqn. C4.2.3-3.
vs = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, varies linearly to value at capacity for other materials.
Vn = Strength-level shear force per nail along panel edge at ASD capacity = 1.4 vs.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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HOLD-DOWN DISPLACEMENT (flexible seismic design)
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-1,1 S->N HTT4 16d 6742 .224 .006 0.230 - - .209 7912 0.023 0.46 1.19
N->S HTT4 16d 6157 .205 .005 0.210 - - .209 7327 0.019 0.44 1.13
1-1,2 S->N HTT4 16d 6630 .220 .006 0.226 - - .209 7215 0.019 0.45 1.56
N->S HTT4 16d 7215 .240 .006 0.246 - - .209 7800 0.022 0.48 1.64
1-3 Both HTT5 16d 5572 .192 .005 0.196 - - .209 8182 0.025 0.43 0.55
1-4 Both HTT5 16d 6810 .234 .006 0.240 - - .209 6810 0.018 0.47 0.43
1-5 S->N HTT5 16d 2650 .091 .002 0.093 - - .209 6859 0.018 0.32 0.89
N->S HTT5 16d 6229 .214 .005 0.220 - - .209 3280 0.009 0.44 1.21
Line 2
2-1 Both HTT4 16d 1423 .047 .001 0.049 - - .209 1423 0.004 0.26 0.22
2-2 Both HTT4 16d 1014 .034 .001 0.035 - - .209 1914 0.005 0.25 0.47
Line 4
4-3 Both HDU8-SDS 6041 .101 .002 0.103 - - .209 9518 0.034 0.35 0.12
Line 6
6-1 Both HTT4 16d 421 .014 .000 0.014 - - .209 2401 0.006 0.23 0.19
6-2 Both HTT4 16d 1002 .033 .001 0.034 - - .209 1902 0.005 0.25 0.47
Line 7
7-1,1 S->N HTT4 16d 6659 .221 .006 0.227 - - .209 7829 0.022 0.46 1.18
N->S HTT4 16d 6074 .202 .005 0.207 - - .209 7244 0.019 0.44 1.12
7-1,2 S->N HTT4 16d 6545 .217 .006 0.223 - - .209 7130 0.019 0.45 1.55
N->S HTT4 16d 7130 .237 .006 0.243 - - .209 7715 0.021 0.47 1.63
7-3 Both HTT5 16d 5485 .189 .005 0.193 - - .209 8095 0.024 0.43 0.55
7-4 Both HTT5 16d 5374 .185 .005 0.190 - - .209 8074 0.024 0.42 0.39
7-5 S->N HTT5 16d 2615 .090 .002 0.092 - - .209 7299 0.019 0.32 0.89
N->S HTT5 16d 5589 .192 .005 0.197 - - .209 3245 0.009 0.41 1.15
Line A
A-1 Both HDU8-SDS 6612 .110 .002 0.113 - - .209 8997 0.031 0.35 0.24
A-3 Both HDU8-SDS 6612 .110 .002 0.113 - - .209 8997 0.031 0.35 0.24
Line B
B-2 Both HTT5 16d 5625 .193 .005 0.198 - - .209 6671 0.018 0.42 0.51
B-5 Both HTT5 16d 5894 .203 .005 0.208 - - .209 6704 0.018 0.43 0.92
B-7 Both HTT5 16d 5625 .193 .005 0.198 - - .209 6671 0.018 0.42 0.51
Line E
E-3 Both HTT4 16d 1257 .042 .001 0.043 - - .209 7422 0.020 0.27 0.07
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 2
Line 1
1-1,1 S->N CS14 4070 .023 .000 0.023 - - .281 4430 0.012 0.32 1.09
N->S CS14 3710 .010 .000 0.010 - - .281 4070 0.011 0.30 1.04
1-1,2 S->N CS14 2675 .015 .000 0.015 - - .281 4520 0.012 0.31 0.30
N->S CS14 3035 .009 .000 0.009 - - .281 4880 0.013 0.30 0.29
1-2 S->N CS14 2559 .014 .000 0.014 - - .281 3864 0.010 0.31 0.39
N->S CS14 2559 .007 .000 0.007 - - .281 3864 0.010 0.30 0.38
1-3 S->N CS14 3180 .018 .000 0.018 - - .281 3180 0.008 0.31 0.28
N->S CS14 3180 .009 .000 0.009 - - .281 3180 0.008 0.30 0.28
Line 4
4-1 S->N HDU8-SDS 7199 .206 .002 0.208 - - .281 8453 0.015 0.50 0.18
N->S HTT5 16d 5078 .175 .007 0.181 - - .281 13454 0.030 0.49 0.18
Line 7
7-1,1 S->N CS14 4015 .023 .000 0.023 - - .281 4375 0.012 0.31 1.08
N->S CS14 3655 .010 .000 0.010 - - .281 4015 0.011 0.30 1.04
7-1,2 S->N CS14 2624 .015 .000 0.015 - - .281 4469 0.012 0.31 0.30
N->S CS14 2984 .008 .000 0.008 - - .281 4829 0.013 0.30 0.29
7-2 S->N CS14 2515 .014 .000 0.014 - - .281 3820 0.010 0.31 0.39
N->S CS14 2515 .007 .000 0.007 - - .281 3820 0.010 0.30 0.38
7-3 S->N CS14 2461 .014 .000 0.014 - - .281 3811 0.010 0.30 0.28
N->S CS14 2461 .007 .000 0.007 - - .281 3811 0.010 0.30 0.27
Line A
A-1 W->E 2CS14 5069 .014 .000 0.014 - - .281 6443 0.017 0.31 0.27
E->W 2CS14 3743 .005 .000 0.005 - - .281 9769 0.036 0.32 0.28
A-3 W->E 2CS14 4652 .013 .000 0.013 - - .281 10092 0.038 0.33 0.19
E->W 2CS14 4652 .007 .000 0.007 - - .281 10092 0.038 0.33 0.19
A-5 W->E 2CS14 3743 .011 .000 0.011 - - .281 9769 0.036 0.33 0.29
E->W 2CS14 5069 .007 .000 0.007 - - .281 6443 0.017 0.31 0.27
Line D
D-1 W->E 2CS14 4104 .012 .000 0.012 - - .281 5049 0.013 0.31 0.55
E->W 2CS14 4104 .006 .000 0.006 - - .281 5049 0.013 0.30 0.54
71
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HOLD-DOWN DISPLACEMENT (flexible seismic design, continued)
D-3 W->E CS14 1069 .006 .000 0.006 - - .281 -479 0.000 0.29 0.09
E->W CS14 479 .001 .000 0.001 - - .281 -1069 0.000 0.28 0.08
D-5 W->E 2CS14 4071 .011 .000 0.011 - - .281 5061 0.013 0.31 0.52
E->W 2CS14 4071 .006 .000 0.006 - - .281 5061 0.013 0.30 0.51
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 3
Line 1
1-1 S->N CS14 2402 .014 .000 0.014 - - .281 4682 0.012 0.31 0.35
N->S CS14 2402 .007 .000 0.007 - - .281 4682 0.012 0.30 0.34
1-3 S->N 2CS14 3579 .010 .000 0.010 - - .281 3579 0.010 0.30 0.37
N->S 2CS14 3579 .005 .000 0.005 - - .281 3579 0.010 0.30 0.36
Line 4
4-1 S->N CS14 2121 .012 .000 0.012 - - .281 5001 0.013 0.31 0.10
N->S CS14 2121 .006 .000 0.006 - - .281 5001 0.013 0.30 0.10
Line 7
7-1 S->N CS14 2338 .013 .000 0.013 - - .281 4618 0.012 0.31 0.35
N->S CS14 2338 .007 .000 0.007 - - .281 4618 0.012 0.30 0.34
7-3 S->N 2CS14 2974 .008 .000 0.008 - - .281 4054 0.011 0.30 0.37
N->S 2CS14 2974 .004 .000 0.004 - - .281 4054 0.011 0.30 0.36
Line A
A-1 W->E CS14 1326 .007 .000 0.007 - - .281 3326 0.009 0.30 0.19
E->W CS14 1326 .004 .000 0.004 - - .281 3326 0.009 0.29 0.19
A-4 W->E CS14 1036 .006 .000 0.006 - - .281 3596 0.010 0.30 0.15
E->W CS14 1036 .003 .000 0.003 - - .281 3596 0.010 0.29 0.15
A-7 W->E CS14 1326 .007 .000 0.007 - - .281 3326 0.009 0.30 0.19
E->W CS14 1326 .004 .000 0.004 - - .281 3326 0.009 0.29 0.19
Line D
D-3 W->E CS14 1416 .008 .000 0.008 - - .281 6936 0.018 0.31 0.12
E->W CS14 1416 .004 .000 0.004 - - .281 6936 0.018 0.30 0.11
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. – Accumulated hold-down tension force T and compression end force C from strength-level seismic overturning and unfactored dead
loads, per ASCE 7 12.8.6. Live and snow loads are not considered in C.
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (0.7 T / ASD hold-down capacity) x max strength-level elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
72
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-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'
-30'
-25'
-20'
-15'
-10'
-5'
0'
5'
10'
15'
20'
25'
30'
35'
40'
45'
50'
55'
60'
65'
70'
2-
1
A-1
1-
1
B-4
7-
1
A-3
6-
1
E-2
6-
2
2-
2
1-
5D-1 7-
5D-2
1-
3
1-
2B-1B-3
7-
3
7-
2B-9B-8
E-4E-3
7-
4
1-
4
B-6
A-2
4-
1
4-
2
4-
3
B-7B-2 B-5
E-1 E-5
E-2 E-4
E-1 E-5
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s) Red = Capacity failure.
Level 1 of 3
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WoodWorks® Shearwalls 2023 (v13.3)25149 SW AB v.1.wswu Nov. 10, 2025 14:54:07
-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'
-30'
-25'
-20'
-15'
-10'
-5'
0'
5'
10'
15'
20'
25'
30'
35'
40'
45'
50'
55'
60'
65'
D-2
A-1
1-
1
A-2
D-4
7-
1
A-5
D-3
2-
1
6-
1
D-57-
4
7-
2
B-2
1-
4
1-
2
D-1
B-1
3-
1
5-
1
A-4A-3
4-
1
7-
3
1-
3
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s)
Level 2 of 3
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WoodWorks® Shearwalls 2023 (v13.3)25149 SW AB v.1.wswu Nov. 10, 2025 14:54:07
-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'
-30'
-25'
-20'
-15'
-10'
-5'
0'
5'
10'
15'
20'
25'
30'
35'
40'
45'
50'
55'
60'
D-1
A-2
1-
1
A-3
D-5
7-
1
A-6
D-22-
1
6-
1
3-
1
5-
1
1-
2C-1 7-
2C-2
D-4D-3
A-5A-4
A-7A-1
7-
3
1-
3
4-
1
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s)
Level 3 of 3
Page 175
UNIT CD LATERAL
STRUCTURAL DESIGN
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WoodWorks® Shearwalls 13.3
25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
Project Information
DESIGN SETTINGS
Design Code
IBC 2021/AWC SDPWS 2021
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design and MWFRS Deflection
0.7 Seismic + 0.6 Dead
0.6 Basic wind + 0.6 Dead
For Deflection (Wind:Serviceability)
1.0 Seismic + 1.0 Dead
1.0 MRI wind + 1.0 Dead
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
6.00
Elevation
(between stories)
4.00
Maximum Height-to-width Ratio
Wood panels
Blocked Unblocked
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 2.0 - - - - -
Ignore shear resistance contribution of...
Wall segments Seismic
Side with invalid aspect ratio Any gypsum, lumber, fiberboard
Low-rise H/W based on...
Each block
Shearwall relative rigidity: Wall capacity
Non-identical materials and construction on the shearline: Allowed, except for material type
Deflection Equation: 3-term from SDPWS 4.3-1
Drift limit for wind design: 1 / 500 story height
FTAO strap: Continuous at top of highest opening and bottom of lowest
Dead load in chord force for overturning design
Tension end Compression end When completely counteracts overturning
Wall length / 2 Wall length / 2 Wall length / 2
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure C
Enclosure Partially open
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.691g Ss: 1.933g
Fundamental Period E-W N-S
T Used 0.259s 0.259s
Approximate Ta 0.259s 0.259s
Maximum T 0.362s 0.362s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.70 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 100 mph
1
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Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in]
Ceiling 29.33 0.0
Level 3 21.33 12.0 8.00 15.6 16.35
Level 2 11.33 12.0 9.00 15.6 16.35
Level 1 1.33 8.0 9.00 11.6 12.35
Foundation 0.67
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 3 Story E-W Ridge
Location X,Y =0.00 0.00 North Side 18.4 2.50
Extent X,Y =51.75 28.50 South Side 18.4 2.50
Ridge Y Location, Offset 14.25 0.00 East Hip 18.4 2.50
Ridge Elevation, Height 34.07 4.74 West Hip 18.4 2.50
Block 2 1 Story E-W Ridge
Location X,Y =27.75 28.50 North Side 18.4 2.50
Extent X,Y =24.00 5.00 South Side 18.4 1.00
Ridge Y Location, Offset 31.00 0.00 East Gable 90.0 2.50
Ridge Elevation, Height 12.16 0.83 West Gable 90.0 2.50
2
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SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes
in in lbs/in in in
1 1 Struct I OSB 32/16 15/32 --Horz 83500 10d Common N 2 12 Y 2,7
2 Ext Structural sheath 24/0 3/8 - 3 Horz 25000 8d Common N 6 6 Y 3
3 Ext Struct I OSB 32/16 15/32 - - Horz 83500 10d Common N 4 12 Y 2,7
4 1 Struct I OSB 32/16 15/32 - - Horz 83500 10d Common N 3 12 Y 2,7
5 1 Struct I OSB 32/16 15/32 --Horz 83500 10d Common N 6 12 Y 7
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.3C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal.
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B
Type – Fastener type from SDPWS Tables 4.3A-D:
Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard
nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail
Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown
Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5”
Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5”
Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2”
(wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face)
Cooler or wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2.
Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face
ply.
Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply.
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 (5)
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal. See SDPWS Table 4.3A Note 2.
7. Capacity has been reduced by a factor of 0.92 because of the use of hold-downs on walls with 10d nailing, as per Table 4.3A Note 10.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Fcp Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
5 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Fcp - Compressive strength perpendicular to grain
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
The following factors are applied to Fcp for compressive design and deformation under wall segment end studs :
Bearing area factor Cb from NDS 3.10.4, under window openings.
3
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SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height Studs
Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] S N
Line 1
Level 3
Line 1 3 0.00 0.00 27.50 27.50 19.00 - 8.00 --
Wall 1-1 NSW 0.00 0.00 8.25 8.25 0.00 1.00 - 2 2
Wall 1-2 Seg 3 0.00 8.25 27.50 19.25 19.00 0.42 - 2 2
Level 2
Line 1 4 0.00 0.00 28.50 28.50 10.25 - 9.00 --
Wall 1-1 NSW 0.00 0.00 3.50 3.50 0.00 1.00 - 2 2
Wall 1-2 Seg 4 0.00 3.50 8.50 5.00 4.75 1.80 - 2 2
Wall 1-3 NSW 0.00 8.50 15.00 6.50 0.00 1.00 - 2 2
Wall 1-4 Seg 4 0.00 15.00 20.25 5.25 5.00 1.71 - 2 2
Wall 1-5 NSW 0.00 20.25 28.50 8.25 0.00 1.00 - 2 2
Level 1
Line 1 Seg 3 0.00 0.00 27.00 27.00 26.75 - 9.00 --
Wall 1-1 Seg 3 0.00 0.00 27.00 27.00 26.75 0.33 - 2 2
Line 2
Level 3
Line 2 5 21.00 -1.50 28.50 30.00 28.75 - 8.00 --
Wall 2-1 NSW 20.00 -1.50 0.00 1.50 0.00 1.00 - 2 2
Wall 2-2 Seg 5 21.00 -1.00 28.00 29.00 28.75 0.28 - 2 2
Wall 2-3 NSW 20.50 27.50 28.50 1.00 0.00 1.00 - 2 2
Level 2
Line 2 3 21.00 -1.50 28.50 30.00 28.75 - 9.00 --
Wall 2-1 NSW 20.00 -1.50 0.00 1.50 0.00 1.00 - 2 2
Wall 2-2 Seg 3 21.00 -1.00 28.00 29.00 28.75 0.31 - 2 2
Level 1
Line 2 4 21.00 -1.50 28.50 30.00 28.75 - 9.00 --
Wall 2-1 NSW 15.00 -1.50 0.00 1.50 0.00 1.00 - 2 2
Wall 2-2 Seg 4 21.00 -1.00 28.00 29.00 28.75 0.31 - 4 4
Wall 2-3 NSW 20.50 27.00 28.50 1.50 0.00 1.00 - 2 2
Line 3
Level 3
Line 3 NSW 31.25 -1.50 33.50 35.00 0.00 - 8.00 --
Wall 3-1 NSW 31.25 -1.50 1.50 3.00 0.00 1.00 - 2 2
Level 2
Line 3 NSW 31.25 -1.50 33.50 35.00 0.00 - 9.00 --
Wall 3-1 NSW 31.25 -1.50 1.50 3.00 0.00 1.00 - 2 2
Level 1
Line 3 3 31.25 -1.50 33.50 35.00 13.75 - 9.00 --
Wall 3-1 Seg 3 31.25 -1.50 12.50 14.00 13.75 0.64 - 2 2
Wall 3-2 NSW 27.75 28.50 33.50 5.00 0.00 1.00 - 2 2
Line 4
Level 3
Line 4 39.25 1.50 28.50 27.00 0.00 - 8.00 --
Wall 4-1 NSW 44.50 1.50 5.00 3.50 0.00 1.00 - 2 2
Wall 4-2 NSW 39.25 25.25 28.50 3.25 0.00 1.00 - 2 2
Line 5
Level 3
Line 5 3 51.75 5.00 25.25 20.25 20.25 - 8.00 --
Wall 5-1 FT 3 51.75 5.00 25.25 20.25 20.25 - - 2 2
Segment 1 -- 5.00 15.00 10.00 9.75 0.30 - --
Opening 1 -- 15.00 17.50 2.50 - - 3.00 --
Segment 2 -- 17.50 20.75 3.25 3.00 0.92 - --
Opening 2 -- 20.75 23.25 2.50 - - 3.00 --
Segment 3 -- 23.25 25.25 2.00 - 1.50 - --
Level 2
Line 5 3 51.75 1.50 28.50 27.00 20.50 - 9.00 --
Wall 5-1 Prf 3 51.75 1.50 28.50 27.00 20.50 - - 2 2
Segment 1 -- 1.50 8.00 6.50 6.50 1.38 - --
Opening 1 -- 8.00 14.50 6.50 6.50 - 3.00 --
Segment 2 -- 14.50 28.50 14.00 14.00 0.64 - --
Level 1
Line 5 3 51.75 6.75 33.50 26.75 23.75 - 9.00 --
Wall 5-1 NSW 50.50 6.75 12.50 5.75 0.00 1.00 - 2 2
Wall 5-2 NSW 51.75 6.75 9.50 2.75 0.00 2.40 - 2 2
Wall 5-3 Seg 3 51.75 9.50 33.50 24.00 23.75 0.38 - 2 2
East-west Type Wall Location Extent [ft]Length FHS Aspect Height Studs
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft] W E
Line A
Level 3
4
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Line A 4 -0.34 0.00 44.50 44.50 25.25 - 8.00 --
Wall A-1 NSW 0.00 0.00 4.00 4.00 0.00 1.00 - 2 2
Wall A-2 FT 4 0.00 4.00 12.50 8.50 8.50 - - 2 2
Segment 1 -- 4.00 6.50 2.50 - 1.20 - --
Opening 1 -- 6.50 9.00 2.50 - - 3.00 --
Segment 2 -- 9.00 12.50 3.50 3.25 0.86 - --
Wall A-3 NSW 0.00 12.50 20.00 7.50 0.00 1.00 - 2 2
Wall A-4 FT 4 -1.50 20.00 31.25 11.25 11.25 - - 2 2
Segment 1 -- 20.00 21.75 1.75 - 1.71 - --
Opening 1 -- 21.75 27.00 5.25 - - 3.00 --
Segment 2 -- 27.00 31.25 4.25 4.00 0.71 - --
Wall A-5 NSW 1.50 31.25 34.75 3.50 0.00 1.00 - 2 2
Wall A-6 Seg 4 1.50 34.75 40.25 5.50 5.25 1.45 - 2 2
Wall A-7 NSW 1.50 40.25 44.50 4.25 0.00 1.00 - 2 2
Level 2
Line A 3 0.16 0.00 51.75 51.75 37.25 - 9.00 --
Wall A-1 Prf 3 0.00 0.00 20.00 20.00 16.00 - - 2 2
Segment 1 -- 0.00 11.50 11.50 11.50 0.78 - --
Opening 1 -- 11.50 15.50 4.00 4.00 - 3.00 --
Segment 2 -- 15.50 20.00 4.50 4.50 2.00 - --
Wall A-2 Seg 3 -1.50 20.00 31.25 11.25 11.00 0.80 - 2 2
Wall A-3 Prf 3 1.50 31.25 47.75 16.50 10.00 - - 2 2
Segment 1 -- 31.25 35.75 4.50 4.50 2.00 - --
Opening 1 -- 35.75 42.25 6.50 6.50 - 3.00 --
Segment 2 -- 42.25 47.75 5.50 5.50 1.64 - --
Wall A-4 NSW 1.50 47.75 51.75 4.00 0.00 2.25 - 2 2
Level 1
Line A 1 1.18 0.00 31.25 31.25 22.00 - 9.00 --
Wall A-1 Seg 1 0.00 0.00 11.25 11.25 11.00 0.80 - 4 4
Wall A-2 Seg 1 4.50 4.00 11.00 7.00 6.75 1.29 - 2 2
Wall A-3 NSW 0.00 11.25 15.00 3.75 0.00 1.00 - 2 2
Wall A-4 NSW -1.50 15.00 23.50 8.50 0.00 1.00 - 2 2
Wall A-5 Seg 1 -1.50 23.50 27.25 3.75 3.50 2.40 - 3 3
Wall A-6 NSW -1.50 27.25 31.25 4.00 0.00 1.00 - 2 2
Line B
Level 3
Line B NSW 5.00 44.50 51.75 7.25 0.00 - 8.00 --
Wall B-1 NSW 5.00 44.50 51.75 7.25 0.00 1.00 - 2 2
Line C
Level 1
Line C 3 6.50 0.00 31.25 31.25 4.25 - 9.00 --
Wall C-1 Seg 3 6.50 11.00 15.50 4.50 4.25 2.00 - 2 2
Wall C-2 NSW 6.75 50.50 51.75 1.25 0.00 1.00 - 2 2
Line D
Level 1
Line D 3 17.50 0.00 51.75 51.75 6.75 - 9.00 --
Wall D-1 Seg 3 17.50 21.00 28.00 7.00 6.75 1.29 - 2 2
Wall D-2 NSW 12.50 31.25 50.50 19.25 0.00 1.00 - 2 2
Line E
Level 3
Line E 3 27.32 0.00 51.75 51.75 41.34 - 8.00 --
Wall E-1 Prf 3 27.50 0.00 20.50 20.50 10.09 - - 2 2
Segment 1 -- 0.00 3.50 3.50 3.06 2.29 - --
Opening 1 -- 3.50 6.00 2.50 2.50 - 3.00 --
Segment 2 -- 6.00 9.75 3.75 3.52 2.13 - --
Opening 2 -- 9.75 16.75 7.00 7.00 - 3.00 --
Segment 3 -- 16.75 20.50 3.75 3.52 2.13 - --
Wall E-2 FT 3 28.50 20.50 39.25 18.75 18.75 - - 2 2
Segment 1 -- 20.50 24.00 3.50 3.25 0.86 - --
Opening 1 -- 24.00 31.00 7.00 - - 3.00 --
Segment 2 -- 31.00 35.25 4.25 4.00 0.71 - --
Opening 2 -- 35.25 37.25 2.00 - - 3.00 --
Segment 3 -- 37.25 39.25 2.00 - 1.50 - --
Wall E-3 Seg 3 25.25 39.25 51.75 12.50 12.25 0.64 - 2 2
Level 2
Line E 3 28.50 0.00 51.75 51.75 35.25 - 9.00 --
Wall E-1 Prf 3 28.50 0.00 39.25 39.25 35.25 - - 3 3
Segment 1 -- 0.00 16.25 16.25 16.25 0.55 - --
Opening 1 -- 16.25 18.25 2.00 2.00 - 3.00 --
Segment 2 -- 18.25 24.25 6.00 6.00 1.50 - --
Opening 2 -- 24.25 26.25 2.00 2.00 - 3.00 --
Segment 3 -- 26.25 39.25 13.00 13.00 0.69 - --
Wall E-2 NSW 28.50 39.25 51.75 12.50 0.00 1.00 - 2 2
5
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Level 1
Line E 4 27.28 0.00 51.75 51.75 25.25 - 9.00 --
Wall E-1 Seg 4 27.00 0.00 20.50 20.50 20.25 0.44 - 4 3
Wall E-2 NSW 28.50 20.50 23.00 2.50 0.00 3.00 - 3 3
Wall E-3 Seg 4 28.50 23.00 27.75 4.75 4.50 1.89 - 3 3
Line F
Level 1
Line F 3 33.50 27.75 51.75 24.00 9.75 - 9.00 --
Wall F-1 NSW 33.50 27.75 35.00 7.25 0.00 1.00 - 2 2
Wall F-2 Seg 3 33.50 35.00 45.00 10.00 9.75 0.90 - 2 2
Wall F-3 NSW 33.50 45.00 51.75 6.75 0.00 1.00 - 2 2
Legend:
Type – Seg: Segmented, Prf: Perforated, FT: FTAO (force transfer around openings), NSW: Non-shearwall, NW: Non-wood/Proprietary, ND: Not
designed
Location – Position in structure perpendicular to wall
Length – Shear line: Distance between exterior perpendicular walls defining the shear line extent
Wall, segment, or opening: End-to-end length of the element
FHS – Depending on element, shows different definitions of full-height sheathing length (FHS):
Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear-resisting FHS
Individual wall segments or walls without openings: Distance between hold-downs beff
Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6
Aspect Ratio – Ratio of wall height to segment length (h/b); for FTAO walls, the aspect ratio of the central pier
Wall Group – Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall.
If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design.
6
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Loads
WIND SHEAR LOADS (overlapping loads combined)
Level 3 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W Min W->E Wind Line -2.50 -1.50 0.0 1.3
Block 1 W 1 W->E Wind Line -2.50 -1.50 0.0 -0.6
Block 1 W 2 W->E Wind Line -2.50 -1.50 0.0 -0.5
Block 1 W 1 W->E Wind Line -2.50 -1.50 0.0 -0.6
Block 1 W Min W->E Wind Line -2.50 -1.50 0.0 1.3
Block 1 W 2 W->E Wind Line -2.50 -1.50 0.0 -0.5
Block 1 W Min W->E Wind Line -1.50 0.00 33.3 35.3
Block 1 W 1 W->E Wind Line -1.50 0.00 68.3 67.4
Block 1 W 1 W->E Wind Line -1.50 0.00 68.3 67.4
Block 1 W 2 W->E Wind Line -1.50 0.00 51.3 50.5
Block 1 W Min W->E Wind Line -1.50 0.00 33.3 35.3
Block 1 W 2 W->E Wind Line -1.50 0.00 51.3 50.5
Block 1 W Min W->E Wind Line 0.00 14.25 35.3 54.3
Block 1 W Min W->E Wind Line 0.00 14.25 35.3 54.3
Block 1 W 2 W->E Wind Line 0.00 14.25 50.5 43.8
Block 1 W 1 W->E Wind Line 0.00 14.25 67.4 58.4
Block 1 W 2 W->E Wind Line 0.00 14.25 50.5 43.8
Block 1 W 1 W->E Wind Line 0.00 14.25 67.4 58.4
Block 1 W Min W->E Wind Line 14.25 27.50 54.3 36.7
Block 1 W Min W->E Wind Line 14.25 27.50 54.3 36.7
Block 1 W 1 W->E Wind Line 14.25 27.50 58.4 66.8
Block 1 W 2 W->E Wind Line 14.25 27.50 43.8 50.1
Block 1 W 1 W->E Wind Line 14.25 27.50 58.4 66.8
Block 1 W 2 W->E Wind Line 14.25 27.50 43.8 50.1
Block 1 W 2 W->E Wind Line 27.50 28.50 50.1 50.5
Block 1 W 1 W->E Wind Line 27.50 28.50 66.8 67.4
Block 1 W 1 W->E Wind Line 27.50 28.50 66.8 67.4
Block 1 W Min W->E Wind Line 27.50 28.50 36.7 35.3
Block 1 W 2 W->E Wind Line 27.50 28.50 50.1 50.5
Block 1 W Min W->E Wind Line 27.50 28.50 36.7 35.3
Block 1 W Min W->E Wind Line 28.50 31.00 3.3 0.0
Block 1 W 1 W->E Wind Line 28.50 31.00 -1.6 0.0
Block 1 W Min W->E Wind Line 28.50 31.00 3.3 0.0
Block 1 W 2 W->E Wind Line 28.50 31.00 -1.2 0.0
Block 1 W 2 W->E Wind Line 28.50 31.00 -1.2 0.0
Block 1 W 1 W->E Wind Line 28.50 31.00 -1.6 0.0
Block 1 E 2 W->E Lee Line -2.50 -1.50 0.0 3.2
Block 1 E 1 W->E Lee Line -2.50 -1.50 0.0 4.3
Block 1 E Min W->E Lee Line -2.50 -1.50 0.0 1.3
Block 1 E 2 W->E Lee Line -2.50 -1.50 0.0 3.2
Block 1 E Min W->E Lee Line -2.50 -1.50 0.0 1.3
Block 1 E 1 W->E Lee Line -2.50 -1.50 0.0 4.3
Block 1 E 2 W->E Lee Line -1.50 1.50 25.7 35.2
Block 1 E Min W->E Lee Line -1.50 1.50 33.3 37.3
Block 1 E 1 W->E Lee Line -1.50 1.50 34.2 47.0
Block 1 E 1 W->E Lee Line -1.50 1.50 34.2 47.0
Block 1 E 2 W->E Lee Line -1.50 1.50 25.7 35.2
Block 1 E Min W->E Lee Line -1.50 1.50 33.3 37.3
Block 1 E 1 W->E Lee Line 1.50 5.00 47.0 61.9
Block 1 E 1 W->E Lee Line 1.50 5.00 47.0 61.9
Block 1 E 2 W->E Lee Line 1.50 5.00 35.2 46.4
Block 1 E 2 W->E Lee Line 1.50 5.00 35.2 46.4
Block 1 E Min W->E Lee Line 1.50 5.00 37.3 42.0
Block 1 E Min W->E Lee Line 1.50 5.00 37.3 42.0
Block 1 E 2 W->E Lee Line 5.00 14.25 46.4 75.9
Block 1 E 1 W->E Lee Line 5.00 14.25 61.9 101.2
Block 1 E 2 W->E Lee Line 5.00 14.25 46.4 75.9
Block 1 E 1 W->E Lee Line 5.00 14.25 61.9 101.2
Block 1 E Min W->E Lee Line 5.00 14.25 42.0 54.3
Block 1 E Min W->E Lee Line 5.00 14.25 42.0 54.3
Block 1 E 1 W->E Lee Line 14.25 25.25 101.2 54.4
Block 1 E Min W->E Lee Line 14.25 25.25 54.3 39.7
Block 1 E 1 W->E Lee Line 14.25 25.25 101.2 54.4
Block 1 E 2 W->E Lee Line 14.25 25.25 75.9 40.8
Block 1 E Min W->E Lee Line 14.25 25.25 54.3 39.7
Block 1 E 2 W->E Lee Line 14.25 25.25 75.9 40.8
Block 1 E 1 W->E Lee Line 25.25 28.50 54.4 40.6
Block 1 E 2 W->E Lee Line 25.25 28.50 40.8 30.5
Block 1 E 2 W->E Lee Line 25.25 28.50 40.8 30.5
Block 1 E 1 W->E Lee Line 25.25 28.50 54.4 40.6
7
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 E Min W->E Lee Line 25.25 28.50 39.7 35.3
Block 1 E Min W->E Lee Line 25.25 28.50 39.7 35.3
Block 1 E 1 W->E Lee Line 28.50 31.00 10.6 0.0
Block 1 E 2 W->E Lee Line 28.50 31.00 8.0 0.0
Block 1 E 2 W->E Lee Line 28.50 31.00 8.0 0.0
Block 1 E Min W->E Lee Line 28.50 31.00 3.3 0.0
Block 1 E Min W->E Lee Line 28.50 31.00 3.3 0.0
Block 1 E 1 W->E Lee Line 28.50 31.00 10.6 0.0
Block 1 W 2 E->W Lee Line -2.50 -1.50 0.0 3.2
Block 1 W Min E->W Lee Line -2.50 -1.50 0.0 1.3
Block 1 W 1 E->W Lee Line -2.50 -1.50 0.0 4.3
Block 1 W Min E->W Lee Line -2.50 -1.50 0.0 1.3
Block 1 W 2 E->W Lee Line -2.50 -1.50 0.0 3.2
Block 1 W 1 E->W Lee Line -2.50 -1.50 0.0 4.3
Block 1 W Min E->W Lee Line -1.50 0.00 33.3 35.3
Block 1 W Min E->W Lee Line -1.50 0.00 33.3 35.3
Block 1 W 2 E->W Lee Line -1.50 0.00 25.7 30.5
Block 1 W 1 E->W Lee Line -1.50 0.00 34.2 40.6
Block 1 W 1 E->W Lee Line -1.50 0.00 34.2 40.6
Block 1 W 2 E->W Lee Line -1.50 0.00 25.7 30.5
Block 1 W Min E->W Lee Line 0.00 14.25 35.3 54.3
Block 1 W 2 E->W Lee Line 0.00 14.25 30.5 75.9
Block 1 W Min E->W Lee Line 0.00 14.25 35.3 54.3
Block 1 W 2 E->W Lee Line 0.00 14.25 30.5 75.9
Block 1 W 1 E->W Lee Line 0.00 14.25 40.6 101.2
Block 1 W 1 E->W Lee Line 0.00 14.25 40.6 101.2
Block 1 W Min E->W Lee Line 14.25 27.50 54.3 36.7
Block 1 W 1 E->W Lee Line 14.25 27.50 101.2 44.9
Block 1 W 2 E->W Lee Line 14.25 27.50 75.9 33.6
Block 1 W 1 E->W Lee Line 14.25 27.50 101.2 44.9
Block 1 W 2 E->W Lee Line 14.25 27.50 75.9 33.6
Block 1 W Min E->W Lee Line 14.25 27.50 54.3 36.7
Block 1 W Min E->W Lee Line 27.50 28.50 36.7 35.3
Block 1 W 1 E->W Lee Line 27.50 28.50 44.9 40.6
Block 1 W 2 E->W Lee Line 27.50 28.50 33.6 30.5
Block 1 W 1 E->W Lee Line 27.50 28.50 44.9 40.6
Block 1 W 2 E->W Lee Line 27.50 28.50 33.6 30.5
Block 1 W Min E->W Lee Line 27.50 28.50 36.7 35.3
Block 1 W 1 E->W Lee Line 28.50 31.00 10.6 0.0
Block 1 W Min E->W Lee Line 28.50 31.00 3.3 0.0
Block 1 W 2 E->W Lee Line 28.50 31.00 8.0 0.0
Block 1 W Min E->W Lee Line 28.50 31.00 3.3 0.0
Block 1 W 2 E->W Lee Line 28.50 31.00 8.0 0.0
Block 1 W 1 E->W Lee Line 28.50 31.00 10.6 0.0
Block 1 E Min E->W Wind Line -2.50 -1.50 0.0 1.3
Block 1 E 2 E->W Wind Line -2.50 -1.50 0.0 -0.5
Block 1 E 2 E->W Wind Line -2.50 -1.50 0.0 -0.5
Block 1 E Min E->W Wind Line -2.50 -1.50 0.0 1.3
Block 1 E 1 E->W Wind Line -2.50 -1.50 0.0 -0.6
Block 1 E 1 E->W Wind Line -2.50 -1.50 0.0 -0.6
Block 1 E Min E->W Wind Line -1.50 1.50 33.3 37.3
Block 1 E 2 E->W Wind Line -1.50 1.50 51.3 49.8
Block 1 E 2 E->W Wind Line -1.50 1.50 51.3 49.8
Block 1 E 1 E->W Wind Line -1.50 1.50 68.3 66.4
Block 1 E Min E->W Wind Line -1.50 1.50 33.3 37.3
Block 1 E 1 E->W Wind Line -1.50 1.50 68.3 66.4
Block 1 E 1 E->W Wind Line 1.50 5.00 66.4 64.2
Block 1 E Min E->W Wind Line 1.50 5.00 37.3 42.0
Block 1 E 2 E->W Wind Line 1.50 5.00 49.8 48.2
Block 1 E 2 E->W Wind Line 1.50 5.00 49.8 48.2
Block 1 E 1 E->W Wind Line 1.50 5.00 66.4 64.2
Block 1 E Min E->W Wind Line 1.50 5.00 37.3 42.0
Block 1 E 1 E->W Wind Line 5.00 14.25 64.2 58.4
Block 1 E 1 E->W Wind Line 5.00 14.25 64.2 58.4
Block 1 E 2 E->W Wind Line 5.00 14.25 48.2 43.8
Block 1 E Min E->W Wind Line 5.00 14.25 42.0 54.3
Block 1 E 2 E->W Wind Line 5.00 14.25 48.2 43.8
Block 1 E Min E->W Wind Line 5.00 14.25 42.0 54.3
Block 1 E Min E->W Wind Line 14.25 25.25 54.3 39.7
Block 1 E 2 E->W Wind Line 14.25 25.25 43.8 49.0
Block 1 E 2 E->W Wind Line 14.25 25.25 43.8 49.0
Block 1 E Min E->W Wind Line 14.25 25.25 54.3 39.7
Block 1 E 1 E->W Wind Line 14.25 25.25 58.4 65.3
Block 1 E 1 E->W Wind Line 14.25 25.25 58.4 65.3
Block 1 E Min E->W Wind Line 25.25 28.50 39.7 35.3
Block 1 E 1 E->W Wind Line 25.25 28.50 65.3 67.4
Block 1 E Min E->W Wind Line 25.25 28.50 39.7 35.3
8
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 E 2 E->W Wind Line 25.25 28.50 49.0 50.5
Block 1 E 1 E->W Wind Line 25.25 28.50 65.3 67.4
Block 1 E 2 E->W Wind Line 25.25 28.50 49.0 50.5
Block 1 E Min E->W Wind Line 28.50 31.00 3.3 0.0
Block 1 E Min E->W Wind Line 28.50 31.00 3.3 0.0
Block 1 E 1 E->W Wind Line 28.50 31.00 -1.6 0.0
Block 1 E 1 E->W Wind Line 28.50 31.00 -1.6 0.0
Block 1 E 2 E->W Wind Line 28.50 31.00 -1.2 0.0
Block 1 E 2 E->W Wind Line 28.50 31.00 -1.2 0.0
Block 1 S Min S->N Wind Line -2.50 0.00 0.0 3.3
Block 1 S 2 S->N Wind Line -2.50 0.00 0.0 -2.5
Block 1 S 1 S->N Wind Line -2.50 0.00 0.0 -3.3
Block 1 S 2 S->N Wind Line -2.50 0.00 0.0 -2.5
Block 1 S 1 S->N Wind Line -2.50 0.00 0.0 -3.3
Block 1 S Min S->N Wind Line -2.50 0.00 0.0 3.3
Block 1 S Min S->N Wind Line 0.00 14.25 35.3 54.3
Block 1 S 1 S->N Wind Line 0.00 14.25 65.6 46.7
Block 1 S 2 S->N Wind Line 0.00 14.25 49.2 35.0
Block 1 S 1 S->N Wind Line 0.00 14.25 65.6 46.7
Block 1 S Min S->N Wind Line 0.00 14.25 35.3 54.3
Block 1 S 2 S->N Wind Line 0.00 14.25 49.2 35.0
Block 1 S Min S->N Wind Line 14.25 20.00 54.3
Block 1 S 2 S->N Wind Line 14.25 20.00 35.0
Block 1 S 1 S->N Wind Line 14.25 20.00 46.7
Block 1 S 2 S->N Wind Line 14.25 20.00 35.0
Block 1 S Min S->N Wind Line 14.25 20.00 54.3
Block 1 S 1 S->N Wind Line 14.25 20.00 46.7
Block 1 S 1 S->N Wind Line 20.00 31.25 46.7
Block 1 S Min S->N Wind Line 20.00 31.25 54.3
Block 1 S 2 S->N Wind Line 20.00 31.25 35.0
Block 1 S 1 S->N Wind Line 20.00 31.25 46.7
Block 1 S Min S->N Wind Line 20.00 31.25 54.3
Block 1 S 2 S->N Wind Line 20.00 31.25 35.0
Block 1 S Min S->N Wind Line 31.25 37.50 54.3
Block 1 S Min S->N Wind Line 31.25 37.50 54.3
Block 1 S 2 S->N Wind Line 31.25 37.50 35.0
Block 1 S 2 S->N Wind Line 31.25 37.50 35.0
Block 1 S 1 S->N Wind Line 31.25 37.50 46.7
Block 1 S 1 S->N Wind Line 31.25 37.50 46.7
Block 1 S 2 S->N Wind Line 37.50 44.50 35.0 42.0
Block 1 S Min S->N Wind Line 37.50 44.50 54.3 45.0
Block 1 S Min S->N Wind Line 37.50 44.50 54.3 45.0
Block 1 S 2 S->N Wind Line 37.50 44.50 35.0 42.0
Block 1 S 1 S->N Wind Line 37.50 44.50 46.7 56.0
Block 1 S 1 S->N Wind Line 37.50 44.50 46.7 56.0
Block 1 S 1 S->N Wind Line 44.50 51.75 56.0 65.6
Block 1 S 1 S->N Wind Line 44.50 51.75 56.0 65.6
Block 1 S 2 S->N Wind Line 44.50 51.75 42.0 49.2
Block 1 S 2 S->N Wind Line 44.50 51.75 42.0 49.2
Block 1 S Min S->N Wind Line 44.50 51.75 45.0 35.3
Block 1 S Min S->N Wind Line 44.50 51.75 45.0 35.3
Block 1 S Min S->N Wind Line 51.75 54.25 3.3 0.0
Block 1 S 1 S->N Wind Line 51.75 54.25 -3.3 0.0
Block 1 S 2 S->N Wind Line 51.75 54.25 -2.5 0.0
Block 1 S Min S->N Wind Line 51.75 54.25 3.3 0.0
Block 1 S 2 S->N Wind Line 51.75 54.25 -2.5 0.0
Block 1 S 1 S->N Wind Line 51.75 54.25 -3.3 0.0
Block 1 N 1 S->N Lee Line -2.50 0.00 0.0 11.1
Block 1 N 2 S->N Lee Line -2.50 0.00 0.0 8.3
Block 1 N 2 S->N Lee Line -2.50 0.00 0.0 8.3
Block 1 N Min S->N Lee Line -2.50 0.00 0.0 3.3
Block 1 N 1 S->N Lee Line -2.50 0.00 0.0 11.1
Block 1 N Min S->N Lee Line -2.50 0.00 0.0 3.3
Block 1 N 2 S->N Lee Line 0.00 14.25 41.7 89.1
Block 1 N 1 S->N Lee Line 0.00 14.25 55.6 118.8
Block 1 N Min S->N Lee Line 0.00 14.25 35.3 54.3
Block 1 N 2 S->N Lee Line 0.00 14.25 41.7 89.1
Block 1 N Min S->N Lee Line 0.00 14.25 35.3 54.3
Block 1 N 1 S->N Lee Line 0.00 14.25 55.6 118.8
Block 1 N 1 S->N Lee Line 14.25 20.50 118.8
Block 1 N 1 S->N Lee Line 14.25 20.50 118.8
Block 1 N Min S->N Lee Line 14.25 20.50 54.3
Block 1 N Min S->N Lee Line 14.25 20.50 54.3
Block 1 N 2 S->N Lee Line 14.25 20.50 89.1
Block 1 N 2 S->N Lee Line 14.25 20.50 89.1
Block 1 N 2 S->N Lee Line 20.50 37.50 89.1
Block 1 N 1 S->N Lee Line 20.50 37.50 118.8
9
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 N Min S->N Lee Line 20.50 37.50 54.3
Block 1 N 2 S->N Lee Line 20.50 37.50 89.1
Block 1 N Min S->N Lee Line 20.50 37.50 54.3
Block 1 N 1 S->N Lee Line 20.50 37.50 118.8
Block 1 N Min S->N Lee Line 37.50 39.25 54.3 52.0
Block 1 N Min S->N Lee Line 37.50 39.25 54.3 52.0
Block 1 N 2 S->N Lee Line 37.50 39.25 89.1 83.3
Block 1 N 1 S->N Lee Line 37.50 39.25 118.8 111.1
Block 1 N 1 S->N Lee Line 37.50 39.25 118.8 111.1
Block 1 N 2 S->N Lee Line 37.50 39.25 89.1 83.3
Block 1 N 2 S->N Lee Line 39.25 51.75 83.3 41.7
Block 1 N Min S->N Lee Line 39.25 51.75 52.0 35.3
Block 1 N Min S->N Lee Line 39.25 51.75 52.0 35.3
Block 1 N 1 S->N Lee Line 39.25 51.75 111.1 55.6
Block 1 N 1 S->N Lee Line 39.25 51.75 111.1 55.6
Block 1 N 2 S->N Lee Line 39.25 51.75 83.3 41.7
Block 1 N 2 S->N Lee Line 51.75 54.25 8.3 0.0
Block 1 N Min S->N Lee Line 51.75 54.25 3.3 0.0
Block 1 N Min S->N Lee Line 51.75 54.25 3.3 0.0
Block 1 N 1 S->N Lee Line 51.75 54.25 11.1 0.0
Block 1 N 1 S->N Lee Line 51.75 54.25 11.1 0.0
Block 1 N 2 S->N Lee Line 51.75 54.25 8.3 0.0
Block 1 S 1 N->S Lee Line -2.50 0.00 0.0 11.1
Block 1 S Min N->S Lee Line -2.50 0.00 0.0 3.3
Block 1 S Min N->S Lee Line -2.50 0.00 0.0 3.3
Block 1 S 2 N->S Lee Line -2.50 0.00 0.0 8.3
Block 1 S 2 N->S Lee Line -2.50 0.00 0.0 8.3
Block 1 S 1 N->S Lee Line -2.50 0.00 0.0 11.1
Block 1 S Min N->S Lee Line 0.00 14.25 35.3 54.3
Block 1 S 2 N->S Lee Line 0.00 14.25 41.7 89.1
Block 1 S 2 N->S Lee Line 0.00 14.25 41.7 89.1
Block 1 S Min N->S Lee Line 0.00 14.25 35.3 54.3
Block 1 S 1 N->S Lee Line 0.00 14.25 55.6 118.8
Block 1 S 1 N->S Lee Line 0.00 14.25 55.6 118.8
Block 1 S 1 N->S Lee Line 14.25 20.00 118.8
Block 1 S 2 N->S Lee Line 14.25 20.00 89.1
Block 1 S Min N->S Lee Line 14.25 20.00 54.3
Block 1 S 2 N->S Lee Line 14.25 20.00 89.1
Block 1 S 1 N->S Lee Line 14.25 20.00 118.8
Block 1 S Min N->S Lee Line 14.25 20.00 54.3
Block 1 S Min N->S Lee Line 20.00 31.25 54.3
Block 1 S 2 N->S Lee Line 20.00 31.25 89.1
Block 1 S 1 N->S Lee Line 20.00 31.25 118.8
Block 1 S 1 N->S Lee Line 20.00 31.25 118.8
Block 1 S Min N->S Lee Line 20.00 31.25 54.3
Block 1 S 2 N->S Lee Line 20.00 31.25 89.1
Block 1 S 2 N->S Lee Line 31.25 37.50 89.1
Block 1 S Min N->S Lee Line 31.25 37.50 54.3
Block 1 S Min N->S Lee Line 31.25 37.50 54.3
Block 1 S 2 N->S Lee Line 31.25 37.50 89.1
Block 1 S 1 N->S Lee Line 31.25 37.50 118.8
Block 1 S 1 N->S Lee Line 31.25 37.50 118.8
Block 1 S 2 N->S Lee Line 37.50 44.50 89.1 65.8
Block 1 S 1 N->S Lee Line 37.50 44.50 118.8 87.8
Block 1 S 1 N->S Lee Line 37.50 44.50 118.8 87.8
Block 1 S Min N->S Lee Line 37.50 44.50 54.3 45.0
Block 1 S 2 N->S Lee Line 37.50 44.50 89.1 65.8
Block 1 S Min N->S Lee Line 37.50 44.50 54.3 45.0
Block 1 S Min N->S Lee Line 44.50 51.75 45.0 35.3
Block 1 S 1 N->S Lee Line 44.50 51.75 87.8 55.6
Block 1 S 2 N->S Lee Line 44.50 51.75 65.8 41.7
Block 1 S Min N->S Lee Line 44.50 51.75 45.0 35.3
Block 1 S 2 N->S Lee Line 44.50 51.75 65.8 41.7
Block 1 S 1 N->S Lee Line 44.50 51.75 87.8 55.6
Block 1 S Min N->S Lee Line 51.75 54.25 3.3 0.0
Block 1 S 2 N->S Lee Line 51.75 54.25 8.3 0.0
Block 1 S 2 N->S Lee Line 51.75 54.25 8.3 0.0
Block 1 S Min N->S Lee Line 51.75 54.25 3.3 0.0
Block 1 S 1 N->S Lee Line 51.75 54.25 11.1 0.0
Block 1 S 1 N->S Lee Line 51.75 54.25 11.1 0.0
Block 1 N 1 N->S Wind Line -2.50 0.00 0.0 -3.3
Block 1 N 2 N->S Wind Line -2.50 0.00 0.0 -2.5
Block 1 N 1 N->S Wind Line -2.50 0.00 0.0 -3.3
Block 1 N Min N->S Wind Line -2.50 0.00 0.0 3.3
Block 1 N Min N->S Wind Line -2.50 0.00 0.0 3.3
Block 1 N 2 N->S Wind Line -2.50 0.00 0.0 -2.5
Block 1 N 1 N->S Wind Line 0.00 14.25 65.6 46.7
10
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 N 2 N->S Wind Line 0.00 14.25 49.2 35.0
Block 1 N Min N->S Wind Line 0.00 14.25 35.3 54.3
Block 1 N 1 N->S Wind Line 0.00 14.25 65.6 46.7
Block 1 N Min N->S Wind Line 0.00 14.25 35.3 54.3
Block 1 N 2 N->S Wind Line 0.00 14.25 49.2 35.0
Block 1 N 1 N->S Wind Line 14.25 20.50 46.7
Block 1 N 2 N->S Wind Line 14.25 20.50 35.0
Block 1 N Min N->S Wind Line 14.25 20.50 54.3
Block 1 N 2 N->S Wind Line 14.25 20.50 35.0
Block 1 N Min N->S Wind Line 14.25 20.50 54.3
Block 1 N 1 N->S Wind Line 14.25 20.50 46.7
Block 1 N 2 N->S Wind Line 20.50 37.50 35.0
Block 1 N Min N->S Wind Line 20.50 37.50 54.3
Block 1 N Min N->S Wind Line 20.50 37.50 54.3
Block 1 N 1 N->S Wind Line 20.50 37.50 46.7
Block 1 N 2 N->S Wind Line 20.50 37.50 35.0
Block 1 N 1 N->S Wind Line 20.50 37.50 46.7
Block 1 N 1 N->S Wind Line 37.50 39.25 46.7 49.0
Block 1 N 1 N->S Wind Line 37.50 39.25 46.7 49.0
Block 1 N Min N->S Wind Line 37.50 39.25 54.3 52.0
Block 1 N 2 N->S Wind Line 37.50 39.25 35.0 36.7
Block 1 N Min N->S Wind Line 37.50 39.25 54.3 52.0
Block 1 N 2 N->S Wind Line 37.50 39.25 35.0 36.7
Block 1 N 1 N->S Wind Line 39.25 51.75 49.0 65.6
Block 1 N 1 N->S Wind Line 39.25 51.75 49.0 65.6
Block 1 N 2 N->S Wind Line 39.25 51.75 36.7 49.2
Block 1 N 2 N->S Wind Line 39.25 51.75 36.7 49.2
Block 1 N Min N->S Wind Line 39.25 51.75 52.0 35.3
Block 1 N Min N->S Wind Line 39.25 51.75 52.0 35.3
Block 1 N 2 N->S Wind Line 51.75 54.25 -2.5 0.0
Block 1 N Min N->S Wind Line 51.75 54.25 3.3 0.0
Block 1 N Min N->S Wind Line 51.75 54.25 3.3 0.0
Block 1 N 1 N->S Wind Line 51.75 54.25 -3.3 0.0
Block 1 N 2 N->S Wind Line 51.75 54.25 -2.5 0.0
Block 1 N 1 N->S Wind Line 51.75 54.25 -3.3 0.0
Level 2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W 1 W->E Wind Line -1.50 0.00 154.1
Block 1 W 2 W->E Wind Line -1.50 0.00 115.6
Block 1 W Min W->E Wind Line -1.50 0.00 76.0
Block 1 W Min W->E Wind Line -1.50 0.00 76.0
Block 1 W 2 W->E Wind Line -1.50 0.00 115.6
Block 1 W 1 W->E Wind Line -1.50 0.00 154.1
Block 1 W 1 W->E Wind Line 0.00 27.50 154.1
Block 1 W 2 W->E Wind Line 0.00 27.50 115.6
Block 1 W Min W->E Wind Line 0.00 27.50 76.0
Block 1 W 1 W->E Wind Line 0.00 27.50 154.1
Block 1 W 2 W->E Wind Line 0.00 27.50 115.6
Block 1 W Min W->E Wind Line 0.00 27.50 76.0
Block 1 W Min W->E Wind Line 27.50 28.50 76.0
Block 1 W 1 W->E Wind Line 27.50 28.50 154.1
Block 1 W 2 W->E Wind Line 27.50 28.50 115.6
Block 1 W Min W->E Wind Line 27.50 28.50 76.0
Block 1 W 1 W->E Wind Line 27.50 28.50 154.1
Block 1 W 2 W->E Wind Line 27.50 28.50 115.6
Block 1 E Min W->E Lee Line -1.50 1.50 76.0
Block 1 E 2 W->E Lee Line -1.50 1.50 53.4
Block 1 E Min W->E Lee Line -1.50 1.50 76.0
Block 1 E 2 W->E Lee Line -1.50 1.50 53.4
Block 1 E 1 W->E Lee Line -1.50 1.50 71.2
Block 1 E 1 W->E Lee Line -1.50 1.50 71.2
Block 1 E 2 W->E Lee Line 1.50 5.00 53.4
Block 1 E 2 W->E Lee Line 1.50 5.00 53.4
Block 1 E Min W->E Lee Line 1.50 5.00 76.0
Block 1 E Min W->E Lee Line 1.50 5.00 76.0
Block 1 E 1 W->E Lee Line 1.50 5.00 71.2
Block 1 E 1 W->E Lee Line 1.50 5.00 71.2
Block 1 E Min W->E Lee Line 5.00 25.25 76.0
Block 1 E Min W->E Lee Line 5.00 25.25 76.0
Block 1 E 1 W->E Lee Line 5.00 25.25 71.2
Block 1 E 1 W->E Lee Line 5.00 25.25 71.2
Block 1 E 2 W->E Lee Line 5.00 25.25 53.4
Block 1 E 2 W->E Lee Line 5.00 25.25 53.4
Block 1 E Min W->E Lee Line 25.25 28.50 76.0
Block 1 E 1 W->E Lee Line 25.25 28.50 71.2
11
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 E Min W->E Lee Line 25.25 28.50 76.0
Block 1 E 2 W->E Lee Line 25.25 28.50 53.4
Block 1 E 2 W->E Lee Line 25.25 28.50 53.4
Block 1 E 1 W->E Lee Line 25.25 28.50 71.2
Block 1 W 1 E->W Lee Line -1.50 0.00 71.2
Block 1 W Min E->W Lee Line -1.50 0.00 76.0
Block 1 W 2 E->W Lee Line -1.50 0.00 53.4
Block 1 W 1 E->W Lee Line -1.50 0.00 71.2
Block 1 W 2 E->W Lee Line -1.50 0.00 53.4
Block 1 W Min E->W Lee Line -1.50 0.00 76.0
Block 1 W 1 E->W Lee Line 0.00 27.50 71.2
Block 1 W Min E->W Lee Line 0.00 27.50 76.0
Block 1 W Min E->W Lee Line 0.00 27.50 76.0
Block 1 W 2 E->W Lee Line 0.00 27.50 53.4
Block 1 W 2 E->W Lee Line 0.00 27.50 53.4
Block 1 W 1 E->W Lee Line 0.00 27.50 71.2
Block 1 W 2 E->W Lee Line 27.50 28.50 53.4
Block 1 W 1 E->W Lee Line 27.50 28.50 71.2
Block 1 W 1 E->W Lee Line 27.50 28.50 71.2
Block 1 W 2 E->W Lee Line 27.50 28.50 53.4
Block 1 W Min E->W Lee Line 27.50 28.50 76.0
Block 1 W Min E->W Lee Line 27.50 28.50 76.0
Block 1 E Min E->W Wind Line -1.50 1.50 76.0
Block 1 E Min E->W Wind Line -1.50 1.50 76.0
Block 1 E 1 E->W Wind Line -1.50 1.50 154.1
Block 1 E 2 E->W Wind Line -1.50 1.50 115.6
Block 1 E 1 E->W Wind Line -1.50 1.50 154.1
Block 1 E 2 E->W Wind Line -1.50 1.50 115.6
Block 1 E Min E->W Wind Line 1.50 5.00 76.0
Block 1 E 1 E->W Wind Line 1.50 5.00 154.1
Block 1 E 2 E->W Wind Line 1.50 5.00 115.6
Block 1 E 2 E->W Wind Line 1.50 5.00 115.6
Block 1 E 1 E->W Wind Line 1.50 5.00 154.1
Block 1 E Min E->W Wind Line 1.50 5.00 76.0
Block 1 E Min E->W Wind Line 5.00 25.25 76.0
Block 1 E 1 E->W Wind Line 5.00 25.25 154.1
Block 1 E 1 E->W Wind Line 5.00 25.25 154.1
Block 1 E 2 E->W Wind Line 5.00 25.25 115.6
Block 1 E 2 E->W Wind Line 5.00 25.25 115.6
Block 1 E Min E->W Wind Line 5.00 25.25 76.0
Block 1 E 2 E->W Wind Line 25.25 28.50 115.6
Block 1 E 1 E->W Wind Line 25.25 28.50 154.1
Block 1 E 2 E->W Wind Line 25.25 28.50 115.6
Block 1 E 1 E->W Wind Line 25.25 28.50 154.1
Block 1 E Min E->W Wind Line 25.25 28.50 76.0
Block 1 E Min E->W Wind Line 25.25 28.50 76.0
Block 1 S 1 S->N Wind Line 0.00 20.00 154.1
Block 1 S 2 S->N Wind Line 0.00 20.00 115.6
Block 1 S 2 S->N Wind Line 0.00 20.00 115.6
Block 1 S Min S->N Wind Line 0.00 20.00 76.0
Block 1 S 1 S->N Wind Line 0.00 20.00 154.1
Block 1 S Min S->N Wind Line 0.00 20.00 76.0
Block 1 S 2 S->N Wind Line 20.00 31.25 115.6
Block 1 S Min S->N Wind Line 20.00 31.25 76.0
Block 1 S 2 S->N Wind Line 20.00 31.25 115.6
Block 1 S 1 S->N Wind Line 20.00 31.25 154.1
Block 1 S 1 S->N Wind Line 20.00 31.25 154.1
Block 1 S Min S->N Wind Line 20.00 31.25 76.0
Block 1 S 2 S->N Wind Line 31.25 44.50 115.6
Block 1 S 1 S->N Wind Line 31.25 44.50 154.1
Block 1 S Min S->N Wind Line 31.25 44.50 76.0
Block 1 S 2 S->N Wind Line 31.25 44.50 115.6
Block 1 S Min S->N Wind Line 31.25 44.50 76.0
Block 1 S 1 S->N Wind Line 31.25 44.50 154.1
Block 1 S Min S->N Wind Line 44.50 51.75 76.0
Block 1 S 2 S->N Wind Line 44.50 51.75 115.6
Block 1 S Min S->N Wind Line 44.50 51.75 76.0
Block 1 S 1 S->N Wind Line 44.50 51.75 154.1
Block 1 S 2 S->N Wind Line 44.50 51.75 115.6
Block 1 S 1 S->N Wind Line 44.50 51.75 154.1
Block 1 N Min S->N Lee Line 0.00 20.50 76.0
Block 1 N 1 S->N Lee Line 0.00 20.50 105.6
Block 1 N Min S->N Lee Line 0.00 20.50 76.0
Block 1 N 1 S->N Lee Line 0.00 20.50 105.6
Block 1 N 2 S->N Lee Line 0.00 20.50 79.2
Block 1 N 2 S->N Lee Line 0.00 20.50 79.2
Block 1 N 1 S->N Lee Line 20.50 39.25 105.6
12
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 N 2 S->N Lee Line 20.50 39.25 79.2
Block 1 N Min S->N Lee Line 20.50 39.25 76.0
Block 1 N 2 S->N Lee Line 20.50 39.25 79.2
Block 1 N Min S->N Lee Line 20.50 39.25 76.0
Block 1 N 1 S->N Lee Line 20.50 39.25 105.6
Block 1 N 2 S->N Lee Line 39.25 51.75 79.2
Block 1 N 1 S->N Lee Line 39.25 51.75 105.6
Block 1 N 2 S->N Lee Line 39.25 51.75 79.2
Block 1 N Min S->N Lee Line 39.25 51.75 76.0
Block 1 N 1 S->N Lee Line 39.25 51.75 105.6
Block 1 N Min S->N Lee Line 39.25 51.75 76.0
Block 1 S 2 N->S Lee Line 0.00 20.00 79.2
Block 1 S 2 N->S Lee Line 0.00 20.00 79.2
Block 1 S 1 N->S Lee Line 0.00 20.00 105.6
Block 1 S Min N->S Lee Line 0.00 20.00 76.0
Block 1 S Min N->S Lee Line 0.00 20.00 76.0
Block 1 S 1 N->S Lee Line 0.00 20.00 105.6
Block 1 S 1 N->S Lee Line 20.00 31.25 105.6
Block 1 S Min N->S Lee Line 20.00 31.25 76.0
Block 1 S 1 N->S Lee Line 20.00 31.25 105.6
Block 1 S 2 N->S Lee Line 20.00 31.25 79.2
Block 1 S Min N->S Lee Line 20.00 31.25 76.0
Block 1 S 2 N->S Lee Line 20.00 31.25 79.2
Block 1 S Min N->S Lee Line 31.25 44.50 76.0
Block 1 S 2 N->S Lee Line 31.25 44.50 79.2
Block 1 S 1 N->S Lee Line 31.25 44.50 105.6
Block 1 S 2 N->S Lee Line 31.25 44.50 79.2
Block 1 S Min N->S Lee Line 31.25 44.50 76.0
Block 1 S 1 N->S Lee Line 31.25 44.50 105.6
Block 1 S Min N->S Lee Line 44.50 51.75 76.0
Block 1 S 1 N->S Lee Line 44.50 51.75 105.6
Block 1 S 2 N->S Lee Line 44.50 51.75 79.2
Block 1 S Min N->S Lee Line 44.50 51.75 76.0
Block 1 S 1 N->S Lee Line 44.50 51.75 105.6
Block 1 S 2 N->S Lee Line 44.50 51.75 79.2
Block 1 N Min N->S Wind Line 0.00 20.50 76.0
Block 1 N 2 N->S Wind Line 0.00 20.50 115.6
Block 1 N 2 N->S Wind Line 0.00 20.50 115.6
Block 1 N 1 N->S Wind Line 0.00 20.50 154.1
Block 1 N 1 N->S Wind Line 0.00 20.50 154.1
Block 1 N Min N->S Wind Line 0.00 20.50 76.0
Block 1 N Min N->S Wind Line 20.50 39.25 76.0
Block 1 N 1 N->S Wind Line 20.50 39.25 154.1
Block 1 N Min N->S Wind Line 20.50 39.25 76.0
Block 1 N 2 N->S Wind Line 20.50 39.25 115.6
Block 1 N 2 N->S Wind Line 20.50 39.25 115.6
Block 1 N 1 N->S Wind Line 20.50 39.25 154.1
Block 1 N Min N->S Wind Line 39.25 51.75 76.0
Block 1 N 2 N->S Wind Line 39.25 51.75 115.6
Block 1 N 1 N->S Wind Line 39.25 51.75 154.1
Block 1 N Min N->S Wind Line 39.25 51.75 76.0
Block 1 N 2 N->S Wind Line 39.25 51.75 115.6
Block 1 N 1 N->S Wind Line 39.25 51.75 154.1
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Accum. W 1 W->E Wind Line 28.50 33.50 83.6
Accum. W Min W->E Wind Line 28.50 33.50 44.0
Accum. W 2 W->E Wind Line 28.50 33.50 62.7
Accum. W Min W->E Wind Line 28.50 33.50 44.0
Accum. W 1 W->E Wind Line 28.50 33.50 83.6
Accum. W 2 W->E Wind Line 28.50 33.50 62.7
Accum. W 1 E->W Lee Line 28.50 33.50 20.9
Accum. W Min E->W Lee Line 28.50 33.50 44.0
Accum. W 1 E->W Lee Line 28.50 33.50 20.9
Accum. W Min E->W Lee Line 28.50 33.50 44.0
Accum. W 2 E->W Lee Line 28.50 33.50 15.7
Accum. W 2 E->W Lee Line 28.50 33.50 15.7
Accum. N 2 S->N Lee Line 27.75 51.75 90.9
Accum. N 1 S->N Lee Line 27.75 51.75 121.2
Accum. N Min S->N Lee Line 27.75 51.75 86.7
Accum. N 2 S->N Lee Line 27.75 51.75 90.9
Accum. N Min S->N Lee Line 27.75 51.75 86.7
Accum.N 1 S->N Lee Line 27.75 51.75 121.2
13
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
WIND SHEAR LOADS (overlapping loads combined) (continued)
Accum.N Min S->N Lee Line 51.75 54.25 6.7
Accum. N Min S->N Lee Line 51.75 54.25 6.7
Accum. N 2 S->N Lee Line 51.75 54.25 14.2
Accum. N 1 S->N Lee Line 51.75 54.25 19.0
Accum. N 1 S->N Lee Line 51.75 54.25 19.0
Accum. N 2 S->N Lee Line 51.75 54.25 14.2
Accum. N 1 N->S Wind Line 27.75 51.75 146.4
Accum. N 2 N->S Wind Line 27.75 51.75 109.8
Accum. N 1 N->S Wind Line 27.75 51.75 146.4
Accum. N Min N->S Wind Line 27.75 51.75 86.7
Accum. N Min N->S Wind Line 27.75 51.75 86.7
Accum. N 2 N->S Wind Line 27.75 51.75 109.8
Accum. N Min N->S Wind Line 51.75 54.25 6.7
Accum. N 1 N->S Wind Line 51.75 54.25 -5.7
Accum. N 2 N->S Wind Line 51.75 54.25 -4.3
Accum. N 1 N->S Wind Line 51.75 54.25 -5.7
Accum. N 2 N->S Wind Line 51.75 54.25 -4.3
Accum. N Min N->S Wind Line 51.75 54.25 6.7
Block 1 W 2 W->E Wind Line -1.50 0.00 114.0
Block 1 W 1 W->E Wind Line -1.50 0.00 152.1
Block 1 W 1 W->E Wind Line -1.50 0.00 152.1
Block 1 W Min W->E Wind Line -1.50 0.00 80.0
Block 1 W Min W->E Wind Line -1.50 0.00 80.0
Block 1 W 2 W->E Wind Line -1.50 0.00 114.0
Block 1 W Min W->E Wind Line 0.00 6.75 80.0
Block 1 W 1 W->E Wind Line 0.00 6.75 152.1
Block 1 W 2 W->E Wind Line 0.00 6.75 114.0
Block 1 W 2 W->E Wind Line 0.00 6.75 114.0
Block 1 W Min W->E Wind Line 0.00 6.75 80.0
Block 1 W 1 W->E Wind Line 0.00 6.75 152.1
Block 1 W 2 W->E Wind Line 6.75 12.50 176.7
Block 1 W 1 W->E Wind Line 6.75 12.50 235.7
Block 1 W Min W->E Wind Line 6.75 12.50 124.0
Block 1 W 2 W->E Wind Line 6.75 12.50 176.7
Block 1 W Min W->E Wind Line 6.75 12.50 124.0
Block 1 W 1 W->E Wind Line 6.75 12.50 235.7
Block 1 W 1 W->E Wind Line 12.50 27.00 152.1
Block 1 W Min W->E Wind Line 12.50 27.00 80.0
Block 1 W 1 W->E Wind Line 12.50 27.00 152.1
Block 1 W 2 W->E Wind Line 12.50 27.00 114.0
Block 1 W Min W->E Wind Line 12.50 27.00 80.0
Block 1 W 2 W->E Wind Line 12.50 27.00 114.0
Block 1 W 1 W->E Wind Line 27.00 28.50 152.1
Block 1 W Min W->E Wind Line 27.00 28.50 80.0
Block 1 W 2 W->E Wind Line 27.00 28.50 114.0
Block 1 W 2 W->E Wind Line 27.00 28.50 114.0
Block 1 W 1 W->E Wind Line 27.00 28.50 152.1
Block 1 W Min W->E Wind Line 27.00 28.50 80.0
Block 1 E Min W->E Lee Line -1.50 1.50 80.0
Block 1 E 1 W->E Lee Line -1.50 1.50 74.9
Block 1 E 2 W->E Lee Line -1.50 1.50 56.2
Block 1 E Min W->E Lee Line -1.50 1.50 80.0
Block 1 E 2 W->E Lee Line -1.50 1.50 56.2
Block 1 E 1 W->E Lee Line -1.50 1.50 74.9
Block 1 E 2 W->E Lee Line 1.50 6.75 56.2
Block 1 E Min W->E Lee Line 1.50 6.75 80.0
Block 1 E 2 W->E Lee Line 1.50 6.75 56.2
Block 1 E 1 W->E Lee Line 1.50 6.75 74.9
Block 1 E 1 W->E Lee Line 1.50 6.75 74.9
Block 1 E Min W->E Lee Line 1.50 6.75 80.0
Block 1 E Min W->E Lee Line 6.75 12.50 124.0
Block 1 E 2 W->E Lee Line 6.75 12.50 87.1
Block 1 E 2 W->E Lee Line 6.75 12.50 87.1
Block 1 E 1 W->E Lee Line 6.75 12.50 116.1
Block 1 E 1 W->E Lee Line 6.75 12.50 116.1
Block 1 E Min W->E Lee Line 6.75 12.50 124.0
Block 1 E 1 W->E Lee Line 12.50 28.50 74.9
Block 1 E 1 W->E Lee Line 12.50 28.50 74.9
Block 1 E Min W->E Lee Line 12.50 28.50 80.0
Block 1 E 2 W->E Lee Line 12.50 28.50 56.2
Block 1 E 2 W->E Lee Line 12.50 28.50 56.2
Block 1 E Min W->E Lee Line 12.50 28.50 80.0
Block 1 E 1 W->E Lee Line 28.50 33.50 41.2
14
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 E Min W->E Lee Line 28.50 33.50 44.0
Block 1 E Min W->E Lee Line 28.50 33.50 44.0
Block 1 E 1 W->E Lee Line 28.50 33.50 41.2
Block 1 E 2 W->E Lee Line 28.50 33.50 30.9
Block 1 E 2 W->E Lee Line 28.50 33.50 30.9
Block 1 W 2 E->W Lee Line -1.50 0.00 56.2
Block 1 W 1 E->W Lee Line -1.50 0.00 74.9
Block 1 W 2 E->W Lee Line -1.50 0.00 56.2
Block 1 W Min E->W Lee Line -1.50 0.00 80.0
Block 1 W 1 E->W Lee Line -1.50 0.00 74.9
Block 1 W Min E->W Lee Line -1.50 0.00 80.0
Block 1 W Min E->W Lee Line 0.00 6.75 80.0
Block 1 W 1 E->W Lee Line 0.00 6.75 74.9
Block 1 W Min E->W Lee Line 0.00 6.75 80.0
Block 1 W 2 E->W Lee Line 0.00 6.75 56.2
Block 1 W 2 E->W Lee Line 0.00 6.75 56.2
Block 1 W 1 E->W Lee Line 0.00 6.75 74.9
Block 1 W 1 E->W Lee Line 6.75 12.50 116.1
Block 1 W Min E->W Lee Line 6.75 12.50 124.0
Block 1 W 2 E->W Lee Line 6.75 12.50 87.1
Block 1 W Min E->W Lee Line 6.75 12.50 124.0
Block 1 W 2 E->W Lee Line 6.75 12.50 87.1
Block 1 W 1 E->W Lee Line 6.75 12.50 116.1
Block 1 W 1 E->W Lee Line 12.50 27.00 74.9
Block 1 W 2 E->W Lee Line 12.50 27.00 56.2
Block 1 W 1 E->W Lee Line 12.50 27.00 74.9
Block 1 W Min E->W Lee Line 12.50 27.00 80.0
Block 1 W 2 E->W Lee Line 12.50 27.00 56.2
Block 1 W Min E->W Lee Line 12.50 27.00 80.0
Block 1 W 2 E->W Lee Line 27.00 28.50 56.2
Block 1 W 2 E->W Lee Line 27.00 28.50 56.2
Block 1 W Min E->W Lee Line 27.00 28.50 80.0
Block 1 W 1 E->W Lee Line 27.00 28.50 74.9
Block 1 W 1 E->W Lee Line 27.00 28.50 74.9
Block 1 W Min E->W Lee Line 27.00 28.50 80.0
Block 1 E 1 E->W Wind Line -1.50 1.50 152.1
Block 1 E 1 E->W Wind Line -1.50 1.50 152.1
Block 1 E 2 E->W Wind Line -1.50 1.50 114.0
Block 1 E Min E->W Wind Line -1.50 1.50 80.0
Block 1 E 2 E->W Wind Line -1.50 1.50 114.0
Block 1 E Min E->W Wind Line -1.50 1.50 80.0
Block 1 E 2 E->W Wind Line 1.50 6.75 114.0
Block 1 E Min E->W Wind Line 1.50 6.75 80.0
Block 1 E Min E->W Wind Line 1.50 6.75 80.0
Block 1 E 1 E->W Wind Line 1.50 6.75 152.1
Block 1 E 1 E->W Wind Line 1.50 6.75 152.1
Block 1 E 2 E->W Wind Line 1.50 6.75 114.0
Block 1 E Min E->W Wind Line 6.75 12.50 124.0
Block 1 E 1 E->W Wind Line 6.75 12.50 235.7
Block 1 E 2 E->W Wind Line 6.75 12.50 176.7
Block 1 E 1 E->W Wind Line 6.75 12.50 235.7
Block 1 E Min E->W Wind Line 6.75 12.50 124.0
Block 1 E 2 E->W Wind Line 6.75 12.50 176.7
Block 1 E 1 E->W Wind Line 12.50 28.50 152.1
Block 1 E 2 E->W Wind Line 12.50 28.50 114.0
Block 1 E 2 E->W Wind Line 12.50 28.50 114.0
Block 1 E Min E->W Wind Line 12.50 28.50 80.0
Block 1 E Min E->W Wind Line 12.50 28.50 80.0
Block 1 E 1 E->W Wind Line 12.50 28.50 152.1
Block 1 E 1 E->W Wind Line 28.50 33.50 83.6
Block 1 E Min E->W Wind Line 28.50 33.50 44.0
Block 1 E Min E->W Wind Line 28.50 33.50 44.0
Block 1 E 2 E->W Wind Line 28.50 33.50 62.7
Block 1 E 2 E->W Wind Line 28.50 33.50 62.7
Block 1 E 1 E->W Wind Line 28.50 33.50 83.6
Block 1 S 1 S->N Wind Line 0.00 15.00 152.1
Block 1 S 2 S->N Wind Line 0.00 15.00 114.0
Block 1 S Min S->N Wind Line 0.00 15.00 80.0
Block 1 S Min S->N Wind Line 0.00 15.00 80.0
Block 1 S 2 S->N Wind Line 0.00 15.00 114.0
Block 1 S 1 S->N Wind Line 0.00 15.00 152.1
Block 1 S 2 S->N Wind Line 15.00 20.00 114.0
Block 1 S Min S->N Wind Line 15.00 20.00 80.0
Block 1 S 1 S->N Wind Line 15.00 20.00 152.1
15
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 S 1 S->N Wind Line 15.00 20.00 152.1
Block 1 S Min S->N Wind Line 15.00 20.00 80.0
Block 1 S 2 S->N Wind Line 15.00 20.00 114.0
Block 1 S Min S->N Wind Line 20.00 25.25 80.0
Block 1 S 1 S->N Wind Line 20.00 25.25 152.1
Block 1 S 1 S->N Wind Line 20.00 25.25 152.1
Block 1 S Min S->N Wind Line 20.00 25.25 80.0
Block 1 S 2 S->N Wind Line 20.00 25.25 114.0
Block 1 S 2 S->N Wind Line 20.00 25.25 114.0
Block 1 S Min S->N Wind Line 31.25 50.50 84.7
Block 1 S 1 S->N Wind Line 31.25 50.50 148.1
Block 1 S Min S->N Wind Line 31.25 50.50 84.7
Block 1 S 2 S->N Wind Line 31.25 50.50 111.1
Block 1 S 2 S->N Wind Line 31.25 50.50 111.1
Block 1 S 1 S->N Wind Line 31.25 50.50 148.1
Block 1 S 1 S->N Wind Line 50.50 51.75 148.1
Block 1 S Min S->N Wind Line 50.50 51.75 84.7
Block 1 S 2 S->N Wind Line 50.50 51.75 111.1
Block 1 S 1 S->N Wind Line 50.50 51.75 148.1
Block 1 S Min S->N Wind Line 50.50 51.75 84.7
Block 1 S 2 S->N Wind Line 50.50 51.75 111.1
Block 1 S Min S->N Wind Line 51.75 54.25 4.7
Block 1 S 2 S->N Wind Line 51.75 54.25 -3.0
Block 1 S 1 S->N Wind Line 51.75 54.25 -4.0
Block 1 S 2 S->N Wind Line 51.75 54.25 -3.0
Block 1 S 1 S->N Wind Line 51.75 54.25 -4.0
Block 1 S Min S->N Wind Line 51.75 54.25 4.7
Block 1 N Min S->N Lee Line 0.00 20.50 80.0
Block 1 N 2 S->N Lee Line 0.00 20.50 83.4
Block 1 N 1 S->N Lee Line 0.00 20.50 111.2
Block 1 N Min S->N Lee Line 0.00 20.50 80.0
Block 1 N 2 S->N Lee Line 0.00 20.50 83.4
Block 1 N 1 S->N Lee Line 0.00 20.50 111.2
Block 1 N 2 S->N Lee Line 20.50 25.25 83.4
Block 1 N 1 S->N Lee Line 20.50 25.25 111.2
Block 1 N 1 S->N Lee Line 20.50 25.25 111.2
Block 1 N Min S->N Lee Line 20.50 25.25 80.0
Block 1 N Min S->N Lee Line 20.50 25.25 80.0
Block 1 N 2 S->N Lee Line 20.50 25.25 83.4
Block 1 S Min N->S Lee Line 0.00 15.00 80.0
Block 1 S 1 N->S Lee Line 0.00 15.00 111.2
Block 1 S 2 N->S Lee Line 0.00 15.00 83.4
Block 1 S 1 N->S Lee Line 0.00 15.00 111.2
Block 1 S 2 N->S Lee Line 0.00 15.00 83.4
Block 1 S Min N->S Lee Line 0.00 15.00 80.0
Block 1 S 2 N->S Lee Line 15.00 20.00 83.4
Block 1 S 1 N->S Lee Line 15.00 20.00 111.2
Block 1 S Min N->S Lee Line 15.00 20.00 80.0
Block 1 S 2 N->S Lee Line 15.00 20.00 83.4
Block 1 S 1 N->S Lee Line 15.00 20.00 111.2
Block 1 S Min N->S Lee Line 15.00 20.00 80.0
Block 1 S Min N->S Lee Line 20.00 25.25 80.0
Block 1 S 1 N->S Lee Line 20.00 25.25 111.2
Block 1 S 2 N->S Lee Line 20.00 25.25 83.4
Block 1 S Min N->S Lee Line 20.00 25.25 80.0
Block 1 S 2 N->S Lee Line 20.00 25.25 83.4
Block 1 S 1 N->S Lee Line 20.00 25.25 111.2
Block 1 S 2 N->S Lee Line 31.25 50.50 93.4
Block 1 S 1 N->S Lee Line 31.25 50.50 124.5
Block 1 S Min N->S Lee Line 31.25 50.50 84.7
Block 1 S Min N->S Lee Line 31.25 50.50 84.7
Block 1 S 1 N->S Lee Line 31.25 50.50 124.5
Block 1 S 2 N->S Lee Line 31.25 50.50 93.4
Block 1 S 1 N->S Lee Line 50.50 51.75 124.5
Block 1 S 2 N->S Lee Line 50.50 51.75 93.4
Block 1 S Min N->S Lee Line 50.50 51.75 84.7
Block 1 S 1 N->S Lee Line 50.50 51.75 124.5
Block 1 S 2 N->S Lee Line 50.50 51.75 93.4
Block 1 S Min N->S Lee Line 50.50 51.75 84.7
Block 1 S Min N->S Lee Line 51.75 54.25 4.7
Block 1 S 2 N->S Lee Line 51.75 54.25 10.0
Block 1 S 1 N->S Lee Line 51.75 54.25 13.3
Block 1 S Min N->S Lee Line 51.75 54.25 4.7
Block 1 S 1 N->S Lee Line 51.75 54.25 13.3
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WIND SHEAR LOADS (overlapping loads combined) (continued)
Block 1 S 2 N->S Lee Line 51.75 54.25 10.0
Block 1 N Min N->S Wind Line 0.00 20.50 80.0
Block 1 N 1 N->S Wind Line 0.00 20.50 152.1
Block 1 N 1 N->S Wind Line 0.00 20.50 152.1
Block 1 N Min N->S Wind Line 0.00 20.50 80.0
Block 1 N 2 N->S Wind Line 0.00 20.50 114.0
Block 1 N 2 N->S Wind Line 0.00 20.50 114.0
Block 1 N Min N->S Wind Line 20.50 25.25 80.0
Block 1 N 1 N->S Wind Line 20.50 25.25 152.1
Block 1 N 2 N->S Wind Line 20.50 25.25 114.0
Block 1 N 2 N->S Wind Line 20.50 25.25 114.0
Block 1 N 1 N->S Wind Line 20.50 25.25 152.1
Block 1 N Min N->S Wind Line 20.50 25.25 80.0
Block 2 S Min S->N Wind Line 25.25 31.25 84.7
Block 2 S 1 S->N Wind Line 25.25 31.25 148.1
Block 2 S Min S->N Wind Line 25.25 31.25 84.7
Block 2 S 2 S->N Wind Line 25.25 31.25 111.1
Block 2 S 2 S->N Wind Line 25.25 31.25 111.1
Block 2 S 1 S->N Wind Line 25.25 31.25 148.1
Block 2 N Min S->N Lee Line 25.25 27.75 86.7
Block 2 N 2 S->N Lee Line 25.25 27.75 97.6
Block 2 N 1 S->N Lee Line 25.25 27.75 130.2
Block 2 N 1 S->N Lee Line 25.25 27.75 130.2
Block 2 N Min S->N Lee Line 25.25 27.75 86.7
Block 2 N 2 S->N Lee Line 25.25 27.75 97.6
Block 2 S Min N->S Lee Line 25.25 31.25 84.7
Block 2 S 2 N->S Lee Line 25.25 31.25 93.4
Block 2 S 2 N->S Lee Line 25.25 31.25 93.4
Block 2 S 1 N->S Lee Line 25.25 31.25 124.5
Block 2 S 1 N->S Lee Line 25.25 31.25 124.5
Block 2 S Min N->S Lee Line 25.25 31.25 84.7
Block 2 N 1 N->S Wind Line 25.25 27.75 146.4
Block 2 N 2 N->S Wind Line 25.25 27.75 109.8
Block 2 N Min N->S Wind Line 25.25 27.75 86.7
Block 2 N Min N->S Wind Line 25.25 27.75 86.7
Block 2 N 2 N->S Wind Line 25.25 27.75 109.8
Block 2 N 1 N->S Wind Line 25.25 27.75 146.4
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user-entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Surf Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads
before distributing them to the shearlines.
17
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WIND C&C LOADS
Block Building Wind Level Magnitude [psf]
Face Direction Interior End Zone
Block 1 West Windward 3 33.5 41.3
Block 1 West Windward 3 33.5 41.3
Block 1 East Leeward 3 33.5 41.3
Block 1 East Leeward 3 33.5 41.3
Block 1 East Leeward 3 33.5 41.3
Block 1 West Leeward 3 33.5 41.3
Block 1 West Leeward 3 33.5 41.3
Block 1 East Windward 3 33.5 41.3
Block 1 East Windward 3 33.5 41.3
Block 1 East Windward 3 33.5 41.3
Block 1 South Windward 3 33.5 41.3
Block 1 South Windward 3 33.5 41.3
Block 1 North Leeward 3 33.5 41.3
Block 1 South Leeward 3 33.5 41.3
Block 1 South Leeward 3 33.5 41.3
Block 1 North Windward 3 33.5 41.3
Block 1 West Windward 2 33.5 41.3
Block 1 West Windward 2 33.5 41.3
Block 1 East Leeward 2 33.5 41.3
Block 1 East Leeward 2 33.5 41.3
Block 1 West Leeward 2 33.5 41.3
Block 1 West Leeward 2 33.5 41.3
Block 1 East Windward 2 33.5 41.3
Block 1 East Windward 2 33.5 41.3
Block 1 South Windward 2 33.5 41.3
Block 1 North Leeward 2 33.5 41.3
Block 1 South Leeward 2 33.5 41.3
Block 1 North Windward 2 33.5 41.3
Block 1 West Windward 1 33.5 41.3
Block 1 West Windward 1 33.5 41.3
Block 1 West Windward 1 33.5 41.3
Block 1 East Leeward 1 33.5 41.3
Block 1 East Leeward 1 33.5 41.3
Block 1 West Leeward 1 33.5 41.3
Block 1 West Leeward 1 33.5 41.3
Block 1 West Leeward 1 33.5 41.3
Block 1 East Windward 1 33.5 41.3
Block 1 East Windward 1 33.5 41.3
Block 1 South Windward 1 33.5 41.3
Block 1 South Windward 1 33.5 41.3
Block 1 South Windward 1 33.5 41.3
Block 1 North Leeward 1 33.5 41.3
Block 1 South Leeward 1 33.5 41.3
Block 1 South Leeward 1 33.5 41.3
Block 1 South Leeward 1 33.5 41.3
Block 1 North Windward 1 33.5 41.3
Block 2 West Windward 1 28.6 35.3
Block 2 West Leeward 1 28.6 35.3
Block 2 North Leeward 1 28.6 35.3
Block 2 North Windward 1 28.6 35.3
DEAD LOADS (for hold-down calculations)
Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi]
Line Width [ft] Start End Start End
A 3 Line 20.00 31.25 160.0*
3 Line 0.00 4.00 160.0*
3 Line 4.00 12.50 160.0*
3 Line 12.50 20.00 160.0*
3 Line 31.25 34.75 160.0*
3 Line 34.75 40.25 160.0*
3 Line 40.25 44.50 160.0*
B 3 Line 44.50 51.75 160.0*
E 3 Line 39.25 51.75 160.0*
3 Line 0.00 20.50 160.0*
3 Line 20.50 39.25 160.0*
18
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
DEAD LOADS (for hold-down calculations) (continued)
1 3 Line 0.00 8.25 160.0*
1 3 Line 8.25 27.50 160.0*
3 Line -1.50 0.00 160.0*
3 Line 27.50 28.50 160.0*
2 3 Line -1.00 28.00 120.0*
3 3 Line -1.50 1.50 160.0*
4 3 Line 25.25 28.50 160.0*
3 Line 1.50 5.00 160.0*
5 3 Line 5.00 25.25 160.0*
A 2 Line 20.00 31.25 180.0*
2 Line 0.00 20.00 180.0*
2 Line 31.25 51.75 180.0*
2 Line 0.00 30.75 180.0*
2 Line 30.75 51.75 180.0*
1 2 Line 0.00 3.50 180.0*
1 2 Line 3.50 8.50 180.0*
1 2 Line 8.50 15.00 180.0*
1 2 Line 15.00 20.25 180.0*
1 2 Line 20.25 28.50 180.0*
2 Line -1.50 0.00 180.0*
2 2 Line -1.00 28.00 135.0*
3 2 Line -1.50 1.50 180.0*
5 2 Line 1.50 28.50 180.0*
A 1 Line 15.00 23.50 180.0*
A 1 Line 23.50 27.25 180.0*
A 1 Line 27.25 31.25 180.0*
1 Line 0.00 11.25 180.0*
1 Line 11.25 15.00 180.0*
1 Line 4.00 11.00 135.0*
C 1 Line 11.00 15.50 135.0*
1 Line 50.50 51.75 180.0*
1 Line 31.25 50.50 180.0*
D 1 Line 21.00 28.00 135.0*
1 Line 0.00 20.50 180.0*
1 Line 20.50 27.75 180.0*
F 1 Line 27.75 35.00 180.0*
F 1 Line 35.00 45.00 180.0*
F 1 Line 45.00 51.75 180.0*
1 1 Line 0.00 27.00 180.0*
1 Line -1.50 0.00 180.0*
1 Line 27.00 28.50 180.0*
2 1 Line -1.00 28.00 135.0*
1 Line 28.50 33.50 180.0*
3 1 Line -1.50 12.50 180.0*
1 Line 6.75 12.50 180.0*
5 1 Line 6.75 33.50 180.0*
19
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BUILDING MASSES
Level 3 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 1 1 Line -2.50 31.00 624.2 624.2
E-W Roof Block 1 5 Line -2.50 31.00 624.2 624.2
N-S Roof Block 1 Line -2.50 54.25 368.5 368.5
N-S Roof Block 1 Line -2.50 54.25 368.5 368.5
Both Wall 1-1 n/a 1 Line 0.00 8.25 80.0 80.0
Both Wall 1-2 n/a 1 Line 8.25 27.50 80.0 80.0
Both Wall 2-1 n/a Line -1.50 0.00 80.0 80.0
Both Wall 2-3 n/a Line 27.50 28.50 80.0 80.0
Both Wall 2-2 n/a 2 Line -1.00 28.00 60.0 60.0
Both Wall 3-1 n/a 3 Line -1.50 1.50 80.0 80.0
Both Wall 4-2 n/a 4 Line 25.25 28.50 80.0 80.0
Both Wall 4-1 n/a Line 1.50 5.00 80.0 80.0
Both Wall 5-1 n/a 5 Line 5.00 25.25 80.0 80.0
Both Wall A-4 n/a A Line 20.00 31.25 80.0 80.0
Both Wall A-1 n/a Line 0.00 4.00 80.0 80.0
Both Wall A-2 n/a Line 4.00 12.50 80.0 80.0
Both Wall A-3 n/a Line 12.50 20.00 80.0 80.0
Both Wall A-5 n/a Line 31.25 34.75 80.0 80.0
Both Wall A-6 n/a Line 34.75 40.25 80.0 80.0
Both Wall A-7 n/a Line 40.25 44.50 80.0 80.0
Both Wall B-1 n/a B Line 44.50 51.75 80.0 80.0
Both Wall E-3 n/a E Line 39.25 51.75 80.0 80.0
Both Wall E-1 n/a Line 0.00 20.50 80.0 80.0
Both Wall E-2 n/a Line 20.50 39.25 80.0 80.0
Level 2 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Floor F2 n/a 1 Line 0.00 1.50 312.5 312.5
Both Wall 1-1 n/a 1 Line 0.00 8.25 80.0 80.0
E-W Floor F3 n/a 1 Line 1.50 28.50 517.5 517.5
Both Wall 1-2 n/a 1 Line 8.25 27.50 80.0 80.0
E-W Floor F1 n/a Line -1.50 0.00 112.5 112.5
Both Wall 2-1 n/a Line -1.50 0.00 80.0 80.0
Both Wall 2-3 n/a Line 27.50 28.50 80.0 80.0
Both Wall 2-2 n/a 2 Line -1.00 28.00 60.0 60.0
E-W Floor F1 n/a 3 Line -1.50 0.00 112.5 112.5
Both Wall 3-1 n/a 3 Line -1.50 1.50 80.0 80.0
E-W Floor F2 n/a 3 Line 0.00 1.50 312.5 312.5
Both Wall 4-2 n/a 4 Line 25.25 28.50 80.0 80.0
Both Wall 4-1 n/a Line 1.50 5.00 80.0 80.0
E-W Floor F3 n/a 5 Line 1.50 28.50 517.5 517.5
Both Wall 5-1 n/a 5 Line 5.00 25.25 80.0 80.0
N-S Floor F2 n/a A Line 20.00 31.25 300.0 300.0
Both Wall A-4 n/a A Line 20.00 31.25 80.0 80.0
N-S Floor F1 n/a Line 0.00 20.00 285.0 285.0
Both Wall A-1 n/a Line 0.00 4.00 80.0 80.0
Both Wall A-2 n/a Line 4.00 12.50 80.0 80.0
Both Wall A-3 n/a Line 12.50 20.00 80.0 80.0
N-S Floor F3 n/a Line 31.25 51.75 270.0 270.0
Both Wall A-5 n/a Line 31.25 34.75 80.0 80.0
Both Wall A-6 n/a Line 34.75 40.25 80.0 80.0
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BUILDING MASSES (continued)
Both Wall A-7 n/a Line 40.25 44.50 80.0 80.0
Both Wall B-1 n/a B Line 44.50 51.75 80.0 80.0
Both Wall E-3 n/a E Line 39.25 51.75 80.0 80.0
Both Wall E-1 n/a Line 0.00 20.50 80.0 80.0
N-S Floor F1 n/a Line 0.00 20.00 285.0 285.0
N-S Floor F2 n/a Line 20.00 31.25 300.0 300.0
Both Wall E-2 n/a Line 20.50 39.25 80.0 80.0
N-S Floor F3 n/a Line 31.25 51.75 270.0 270.0
Both Wall 1-1 n/a 1 Line 0.00 3.50 90.0 90.0
Both Wall 1-2 n/a 1 Line 3.50 8.50 90.0 90.0
Both Wall 1-3 n/a 1 Line 8.50 15.00 90.0 90.0
Both Wall 1-4 n/a 1 Line 15.00 20.25 90.0 90.0
Both Wall 1-5 n/a 1 Line 20.25 28.50 90.0 90.0
Both Wall 2-1 n/a Line -1.50 0.00 90.0 90.0
Both Wall 2-2 n/a 2 Line -1.00 28.00 67.5 67.5
Both Wall 3-1 n/a 3 Line -1.50 1.50 90.0 90.0
Both Wall 5-1 n/a 5 Line 1.50 28.50 90.0 90.0
Both Wall A-2 n/a A Line 20.00 31.25 90.0 90.0
Both Wall A-1 n/a Line 0.00 20.00 90.0 90.0
Both Wall A-3 n/a Line 31.25 51.75 90.0 90.0
Both Wall E-1 n/a Line 0.00 30.75 90.0 90.0
Both Wall E-2 n/a Line 30.75 51.75 90.0 90.0
Level 1 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 2 Line 27.50 36.00 319.0 319.0
E-W Roof Block 2 5 Line 27.50 36.00 319.0 319.0
E-W R Gable Block 2 Line 28.50 31.00 16.6 0.0
E-W L Gable Block 2 Line 31.00 33.50 0.0 16.6
E-W L Gable Block 2 5 Line 28.50 31.00 16.6 0.0
E-W R Gable Block 2 5 Line 31.00 33.50 0.0 16.6
Both Wall 1-1 n/a 1 Line 0.00 3.50 90.0 90.0
E-W Floor F2 n/a 1 Line 0.00 12.50 312.5 312.5
Both Wall 1-2 n/a 1 Line 3.50 8.50 90.0 90.0
Both Wall 1-3 n/a 1 Line 8.50 15.00 90.0 90.0
E-W Floor F3 n/a 1 Line 12.50 27.00 517.5 517.5
Both Wall 1-4 n/a 1 Line 15.00 20.25 90.0 90.0
Both Wall 1-5 n/a 1 Line 20.25 28.50 90.0 90.0
E-W Floor F1 n/a Line -1.50 0.00 162.5 162.5
Both Wall 2-1 n/a Line -1.50 0.00 90.0 90.0
E-W Floor F4 n/a Line 27.00 28.50 312.5 312.5
Both Wall 2-2 n/a 2 Line -1.00 28.00 67.5 67.5
E-W Floor F5 n/a Line 28.50 33.50 240.0 240.0
Both Wall 3-1 n/a 3 Line -1.50 1.50 90.0 90.0
E-W Floor F1 n/a 3 Line -1.50 0.00 162.5 162.5
E-W Floor F2 n/a 3 Line 0.00 12.50 312.5 312.5
E-W Floor F6 n/a Line 6.75 12.50 12.5 12.5
Both Wall 5-1 n/a 5 Line 1.50 28.50 90.0 90.0
E-W Floor F6 n/a 5 Line 6.75 12.50 12.5 12.5
E-W Floor F3 n/a 5 Line 12.50 27.00 517.5 517.5
E-W Floor F4 n/a 5 Line 27.00 28.50 312.5 312.5
E-W Floor F5 n/a 5 Line 28.50 33.50 240.0 240.0
N-S Roof Block 2 Line 25.25 54.25 77.0 77.0
N-S Roof Block 2 F Line 25.25 54.25 110.0 110.0
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BUILDING MASSES (continued)
N-S Floor F2 n/a A Line 15.00 20.50 285.0 285.0
Both Wall A-2 n/a A Line 20.00 31.25 90.0 90.0
N-S Floor F3 n/a A Line 20.50 27.75 300.0 300.0
N-S Floor F4 n/a A Line 27.75 31.25 350.0 350.0
N-S Floor F1 n/a Line 0.00 15.00 270.0 270.0
Both Wall A-1 n/a Line 0.00 20.00 90.0 90.0
Both Wall A-3 n/a Line 31.25 51.75 90.0 90.0
N-S Floor F6 n/a Line 50.50 51.75 267.5 267.5
N-S Floor F5 n/a Line 31.25 50.50 210.0 210.0
N-S Floor F1 n/a Line 0.00 15.00 270.0 270.0
N-S Floor F2 n/a Line 15.00 20.50 285.0 285.0
Both Wall E-1 n/a Line 0.00 30.75 90.0 90.0
N-S Floor F3 n/a Line 20.50 27.75 300.0 300.0
Both Wall E-2 n/a Line 30.75 51.75 90.0 90.0
N-S Floor F4 n/a F Line 27.75 31.25 350.0 350.0
N-S Floor F5 n/a F Line 31.25 50.50 210.0 210.0
N-S Floor F6 n/a F Line 50.50 51.75 267.5 267.5
Both Wall 1-1 n/a 1 Line 0.00 27.00 90.0 90.0
Both Wall 2-1 n/a Line -1.50 0.00 90.0 90.0
Both Wall 2-3 n/a Line 27.00 28.50 90.0 90.0
Both Wall 2-2 n/a 2 Line -1.00 28.00 67.5 67.5
Both Wall 3-2 n/a Line 28.50 33.50 90.0 90.0
Both Wall 3-1 n/a 3 Line -1.50 12.50 90.0 90.0
Both Wall 5-1 n/a Line 6.75 12.50 90.0 90.0
Both Wall 5-2 n/a 5 Line 6.75 33.50 90.0 90.0
Both Wall A-4 n/a A Line 15.00 23.50 90.0 90.0
Both Wall A-5 n/a A Line 23.50 27.25 90.0 90.0
Both Wall A-6 n/a A Line 27.25 31.25 90.0 90.0
Both Wall A-1 n/a Line 0.00 11.25 90.0 90.0
Both Wall A-3 n/a Line 11.25 15.00 90.0 90.0
Both Wall A-2 n/a Line 4.00 11.00 67.5 67.5
Both Wall C-1 n/a C Line 11.00 15.50 67.5 67.5
Both Wall C-2 n/a Line 50.50 51.75 90.0 90.0
Both Wall D-2 n/a Line 31.25 50.50 90.0 90.0
Both Wall D-1 n/a D Line 21.00 28.00 67.5 67.5
Both Wall E-1 n/a Line 0.00 20.50 90.0 90.0
Both Wall E-2 n/a Line 20.50 27.75 90.0 90.0
Both Wall F-1 n/a F Line 27.75 35.00 90.0 90.0
Both Wall F-2 n/a F Line 35.00 45.00 90.0 90.0
Both Wall F-3 n/a F Line 45.00 51.75 90.0 90.0
Legend:
Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Shearline that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
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SEISMIC LOADS
Level 3
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Line -2.50 -1.50 443.9 443.9
E-W Point -1.50 -1.50 320 320
E-W Line -1.50 -1.00 500.7 500.7
E-W Line -1.00 0.00 522.1 522.1
E-W Point 0.00 0.00 569 569
E-W Line 0.00 1.50 522.1 522.1
E-W Point 1.50 1.50 377 377
E-W Line 1.50 5.00 522.1 522.1
E-W Point 5.00 5.00 206 206
E-W Line 5.00 8.25 522.1 522.1
E-W Line 8.25 25.25 522.1 522.1
E-W Point 25.25 25.25 356 356
E-W Line 25.25 27.50 522.1 522.1
E-W Point 27.50 27.50 583 583
E-W Line 27.50 28.00 522.1 522.1
E-W Line 28.00 28.50 500.7 500.7
E-W Point 28.50 28.50 533 533
E-W Line 28.50 31.00 443.9 443.9
N-S Line -2.50 0.00 262.0 262.0
N-S Point 0.00 0.00 782 782
N-S Line 0.00 4.00 318.9 318.9
N-S Line 4.00 12.50 318.9 318.9
N-S Line 12.50 20.00 318.9 318.9
N-S Point 20.00 20.00 43 43
N-S Line 20.00 20.50 318.9 318.9
N-S Point 20.50 20.50 28 28
N-S Line 20.50 31.25 318.9 318.9
N-S Point 21.00 21.00 619 619
N-S Point 31.25 31.25 85 85
N-S Line 31.25 34.75 318.9 318.9
N-S Line 34.75 39.25 318.9 318.9
N-S Point 39.25 39.25 92 92
N-S Line 39.25 40.25 318.9 318.9
N-S Line 40.25 44.50 318.9 318.9
N-S Point 44.50 44.50 100 100
N-S Line 44.50 51.75 318.9 318.9
N-S Point 51.75 51.75 576 576
N-S Line 51.75 54.25 262.0 262.0
Level 2
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point -1.50 -1.50 486 486
E-W Line -1.50 -1.00 143.5 143.5
E-W Line -1.00 0.00 175.9 175.9
E-W Point 0.00 0.00 863 863
E-W Line 0.00 1.50 277.4 277.4
E-W Point 1.50 1.50 738 738
E-W Line 1.50 3.50 381.5 381.5
E-W Line 3.50 5.00 381.5 381.5
E-W Point 5.00 5.00 147 147
E-W Line 5.00 8.25 381.5 381.5
E-W Line 8.25 8.50 381.5 381.5
E-W Line 8.50 15.00 381.5 381.5
E-W Line 15.00 20.25 381.5 381.5
E-W Line 20.25 25.25 381.5 381.5
E-W Point 25.25 25.25 254 254
E-W Line 25.25 27.50 381.5 381.5
E-W Point 27.50 27.50 416 416
E-W Line 27.50 28.00 381.5 381.5
E-W Line 28.00 28.50 349.2 349.2
E-W Point 28.50 28.50 1564 1564
N-S Point 0.00 0.00 1210 1210
N-S Line 0.00 4.00 231.1 231.1
N-S Line 4.00 12.50 231.1 231.1
N-S Line 12.50 20.00 231.1 231.1
N-S Point 20.00 20.00 65 65
N-S Line 20.00 20.50 238.7 238.7
N-S Point 20.50 20.50 20 20
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SEISMIC LOADS (continued)
N-S Line 20.50 30.75 238.7 238.7
N-S Point 21.00 21.00 939 939
N-S Line 30.75 31.25 238.7 238.7
N-S Point 31.25 31.25 130 130
N-S Line 31.25 34.75 223.5 223.5
N-S Line 34.75 39.25 223.5 223.5
N-S Point 39.25 39.25 66 66
N-S Line 39.25 40.25 223.5 223.5
N-S Line 40.25 44.50 223.5 223.5
N-S Point 44.50 44.50 71 71
N-S Line 44.50 51.75 223.5 223.5
N-S Point 51.75 51.75 1028 1028
Level 1
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point -1.50 -1.50 314 314
E-W Line -1.50 -1.00 87.0 87.0
E-W Line -1.00 0.00 104.1 104.1
E-W Point 0.00 0.00 400 400
E-W Line 0.00 1.50 142.2 142.2
E-W Point 1.50 1.50 234 234
E-W Line 1.50 3.50 142.2 142.2
E-W Line 3.50 6.75 142.2 142.2
E-W Point 4.50 4.50 60 60
E-W Point 6.50 6.50 39 39
E-W Point 6.75 6.75 14 14
E-W Line 6.75 8.50 168.2 168.2
E-W Line 8.50 12.50 168.2 168.2
E-W Point 12.50 12.50 220 220
E-W Line 12.50 15.00 194.3 194.3
E-W Line 15.00 20.25 194.3 194.3
E-W Point 17.50 17.50 60 60
E-W Line 20.25 27.00 194.3 194.3
E-W Point 27.00 27.00 234 234
E-W Line 27.00 27.50 142.2 142.2
E-W Line 27.50 28.00 223.2 223.2
E-W Line 28.00 28.50 206.1 206.1
E-W Point 28.50 28.50 674 674
E-W Line 28.50 31.00 164.8 169.0
E-W Line 31.00 33.50 169.0 164.8
E-W Point 33.50 33.50 274 274
E-W Line 33.50 36.00 81.0 81.0
N-S Point 0.00 0.00 634 634
N-S Line 0.00 4.00 114.3 114.3
N-S Line 4.00 11.00 122.8 122.8
N-S Line 11.00 11.25 122.8 122.8
N-S Line 11.25 15.00 122.8 122.8
N-S Point 15.00 15.00 17 17
N-S Line 15.00 15.50 126.7 126.7
N-S Line 15.50 20.00 118.1 118.1
N-S Point 20.00 20.00 17 17
N-S Line 20.00 20.50 118.1 118.1
N-S Point 20.50 20.50 17 17
N-S Line 20.50 21.00 121.9 121.9
N-S Point 21.00 21.00 497 497
N-S Line 21.00 23.50 130.5 130.5
N-S Line 23.50 25.25 130.5 130.5
N-S Line 25.25 27.25 154.2 154.2
N-S Line 27.25 27.75 154.2 154.2
N-S Point 27.75 27.75 62 62
N-S Line 27.75 28.00 166.9 166.9
N-S Line 28.00 30.75 158.3 158.3
N-S Line 30.75 31.25 158.3 158.3
N-S Point 31.25 31.25 194 194
N-S Line 31.25 35.00 122.8 122.8
N-S Line 35.00 45.00 122.8 122.8
N-S Line 45.00 50.50 122.8 122.8
N-S Point 50.50 50.50 66 66
N-S Line 50.50 51.75 137.4 137.4
N-S Point 51.75 51.75 619 619
N-S Line 51.75 54.25 23.7 23.7
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SEISMIC LOADS (continued)
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy
factor to seismic loads before distributing them to the shearlines.
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLD-DOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: A-2
COMPRESSION FORCE DESIGN
Wind Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
Seismic Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 12.12 (seismic).
Refer to Story Drift table in this report to verify this design criterion.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D).
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Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 3
Ln1, Lev3 - Both - - 1126 - - - - - - 12663 -
Wall 1-2 3 Both 58.5 - 1126 - 1.0 - 658 - 658 12663 0.09
Level 2
Ln1, Lev2 - Both - - 3064 - - - - - - 8770 -
Wall 1-2 4 Both 299.0 - 1495 - 1.0 - 856 - 856 4278 0.35
Wall 1-4 4 Both 299.0 - 1570 - 1.0 - 856 - 856 4492 0.35
Level 1
Ln1, Lev1 3 Both 193.9 - 5236 - 1.0 - 658 - 658 17761 0.29
Line 2
Level 3
Ln2, Lev3 - Both - - 2497 - - - - - - 12673 -
Wall 2-2 5 Both 86.1 - 2497 - 1.0 - 437 - 437 12673 0.20
Level 2
Ln2, Lev2 - Both - - 6530 - - - - - - 19076 -
Wall 2-2 3 Both 225.2 - 6530 - 1.0 - 658 - 658 19076 0.34
Level 1
Ln2, Lev1 - S->N - - 9010 - - - - - - 24812 -
- N->S - - 9006 - - - - - - 24812 -
Wall 2-2 4 S->N 310.7 - 9010 - 1.0 - 856 - 856 24812 0.36
4 N->S 310.5 - 9006 - 1.0 - 856 - 856 24812 0.36
Line 3
Ln3, Lev1 - S->N - - 2489 - - - - - - 9209 -
- N->S - - 2495 - - - - - - 9209 -
Wall 3-1 3 S->N 177.8 - 2489 - 1.0 - 658 - 658 9209 0.27
3 N->S 178.2 - 2495 - 1.0 - 658 - 658 9209 0.27
Line 5
Level 3
Ln5, Lev3 - Both - - 1713 - - - - - - 13320 -
Wall 5-1 3 Both - - 1713 - 1.0 - 658 - - 13320 -
Seg. 1 - Both 100.6 75.0 1006 - 1.0 - 658 - 658 6578 0.15
Open. 1 - Both - 135.4 338 - - - 658 - 658 1645 0.21
Seg. 2 - Both 140.9 50.9 458 - 1.0 - 658 - 658 2138 0.21
Open. 2 - Both - 135.4 338 - - - 658 - 658 1645 0.21
Seg. 3 - Both 124.9 60.4 250 - 1.0 - 658 - 658 1316 0.19
Level 2
Ln5, Lev2 3 Both 222.0 222.0 4552 - 1.0 - 658 1.00 658 13485 0.34
Level 1
Ln5, Lev1 - S->N - - 6734 - - - - - - 15787 -
- N->S - - 6732 - - - - - - 15787 -
Wall 5-3 3 S->N 280.6 - 6734 - 1.0 - 658 - 658 15787 0.43
3 N->S 280.5 - 6732 - 1.0 - 658 - 658 15787 0.43
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 3
LnA, Lev3 - Both - - 1210 - - - - - - 21604 -
Wall A-2 4 Both - - 407 - 1.0 - 856 - - 7273 -
Seg. 1 - Both 67.9 35.9 170 - 1.0 - 856 - 856 2139 0.08
Open. 1 - Both - 76.7 192 - - - 856 - 856 2139 0.09
Seg. 2 - Both 67.9 35.9 238 - 1.0 - 856 - 856 2995 0.08
Wall A-4 4 Both - - 539 - 1.0 - 856 - - 9626 -
Seg. 1 - Both 89.8 22.8 157 - 1.0 - 856 - 856 1497 0.10
Open. 1 - Both - 76.7 402 - - - 856 - 856 4492 0.09
Seg. 2 - Both 89.8 22.8 382 - 1.0 - 856 - 856 3636 0.10
Wall A-6 4 Both 47.9 - 264 - 1.0 - 856 - 856 4706 0.06
Level 2
LnA, Lev2 - Both - - 3319 - - - - - - 24503 -
Wall A-1 3 Both 89.1 89.1 1425 - 1.0 - 658 1.00 658 10525 0.14
Wall A-2 3 Both 89.1 - 1002 - 1.0 - 658 - 658 7400 0.14
Wall A-3 3 Both 89.1 89.1 891 - 1.0 - 658 1.00 658 6578 0.14
Level 1
LnA, Lev1 - W->E - - 4236 - - - - - - 23942 -
- E->W - - 4239 - - - - - - 23942 -
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SHEAR RESULTS (flexible wind design, continued)
Wall A-1 1 W->E 198.2 - 2229 - 1.0 - 1120 - 1120 12601 0.18
1 E->W 198.3 - 2231 - 1.0 - 1120 - 1120 12601 0.18
Wall A-2 1 W->E 198.2 - 1387 - 1.0 - 1120 - 1120 7841 0.18
1 E->W 198.3 - 1388 - 1.0 - 1120 - 1120 7841 0.18
Wall A-5 1 W->E 165.1 - 619 - .83 - 1120 - 933 3500 0.18
1 E->W 165.3 - 620 - .83 - 1120 - 933 3500 0.18
Line C
LnC, Lev1 - W->E - - 1528 - - - - - - 2960 -
- E->W - - 1527 - - - - - - 2960 -
Wall C-1 3 W->E 339.5 - 1528 - 1.0 - 658 - 658 2960 0.52
3 E->W 339.3 - 1527 - 1.0 - 658 - 658 2960 0.52
Line D
LnD, Lev1 - Both - - 1537 - - - - - - 4605 -
Wall D-1 3 Both 219.6 - 1537 - 1.0 - 658 - 658 4605 0.33
Line E
Level 3
LnE, Lev3 - Both - - 1235 - - - - - - 26832 -
Wall E-1 3 Both 26.3 30.3 289 - .92 - 571 0.95 571 6276 0.05
Wall E-2 3 Both - - 568 - 1.0 - 658 - - 12334 -
Seg. 1 - Both 57.6 13.9 202 - 1.0 - 658 - 658 2302 0.09
Open. 1 - Both - 48.4 339 - - - 658 - 658 4605 0.07
Seg. 2 - Both 67.3 8.1 286 - 1.0 - 658 - 658 2796 0.10
Open. 2 - Both - 48.4 97 - - - 658 - 658 1316 0.07
Seg. 3 - Both 40.0 24.5 80 - 1.0 - 658 - 658 1316 0.06
Wall E-3 3 Both 30.3 - 379 - 1.0 - 658 - 658 8223 0.05
Level 2
LnE, Lev2 3 Both 89.5 89.5 3154 - 1.0 - 658 1.00 658 23187 0.14
Level 1
LnE, Lev1 - W->E - - 4372 - - - - - - 21604 -
- E->W - - 4361 - - - - - - 21604 -
Wall E-1 4 W->E 173.2 - 3550 - 1.0 - 856 - 856 17540 0.20
4 E->W 172.7 - 3541 - 1.0 - 856 - 856 17540 0.20
Wall E-3 4 W->E 173.2 - 823 - 1.0 - 856 - 856 4064 0.20
4 E->W 172.7 - 820 - 1.0 - 856 - 856 4064 0.20
Line F
LnF, Lev1 - W->E - - 363 - - - - - - 6578 -
- E->W - - 313 - - - - - - 6578 -
Wall F-2 3 W->E 36.3 - 363 - 1.0 - 658 - 658 6578 0.06
3 E->W 31.3 - 313 - 1.0 - 658 - 658 6578 0.05
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum
bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls
and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
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Hold-Down and Compression Design (flexible wind design)
Level 1 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 0.00 0.12 2 1762 1762 0 Not required 4235 0.00
1-1 L End 0.00 0.12 2 1762 2450 4212 Compression 10312 0.41
V Elem 0.00 3.63 2 2832 510 2323 Refer to upper level
V Elem 0.00 3.63 2 2832 849 3682 Compression
V Elem 0.00 8.38 2 474 830 1304 Compression
V Elem 0.00 15.13 2 2825 406 2419 Refer to upper level
V Elem 0.00 15.13 2 2825 677 3502 Compression
V Elem 0.00 20.13 2 2825 406 2419 Refer to upper level
V Elem 0.00 20.13 2 2825 677 3502 Compression
1-1 R End 0.00 26.88 2 1762 1762 0 Not required 4235 0.00
1-1 R End 0.00 26.88 2 1762 3518 5280 Compression 10312 0.51
V Elem 0.00 27.38 2 474 474 -0 Refer to upper level
V Elem 0.00 27.38 2 474 790 1264 Compression
Line 2
2-2 L End 21.00 -0.87 1 5560 3393 2167 HDQ8-SDS 9230 0.23
2-2 L End 21.00 -0.87 1 5558 5655 11213 Compression 20625 0.54
2-2 R End 21.00 27.88 1 5558 3393 2165 HDQ8-SDS 9230 0.23
2-2 R End 21.00 27.88 1 5560 5655 11215 Compression 20625 0.54
Line 3
3-1 L End 31.25 -1.37 1 1629 756 873 HTT4 16d 4235 0.21
3-1 L End 31.25 -1.37 1 1633 1260 2893 Compression 10312 0.28
3-1 R End 31.25 12.38 1 1633 756 877 HTT4 16d 4235 0.21
3-1 R End 31.25 12.38 1 1629 1260 2889 Compression 10312 0.28
Line 5
V Elem 51.75 1.63 2 2023 1693 1052 Refer to upper level
V Elem 51.75 1.63 2 2023 2822 4123 Compression
V Elem 51.75 5.13 2 685 685 -0 Refer to upper level
V Elem 51.75 5.13 2 685 1142 1827 Compression
5 t @ Op
1 51.75 7.75 2 722
5-3 L End 51.75 9.63 2 2860 1296 1564 HTT4 16d 4235 0.37
5-3 L End 51.75 9.63 2 2859 2160 5019 Compression 10312 0.49
V Elem 51.75 25.13 2 685 685 0 Refer to upper level
V Elem 51.75 25.13 2 685 1142 1827 Compression
V Elem 51.75 28.38 2 2023 1655 368 Refer to upper level
V Elem 51.75 28.38 2 2023 2758 4781 Compression
5-3 R End 51.75 33.38 2 2859 1296 1563 HTT4 16d 4235 0.37
5-3 R End 51.75 33.38 2 2860 2160 5020 Compression 10312 0.49
Line A
A-1 L End 0.12 0.00 1 2639 1869 770 HDQ8-SDS 9230 0.08
A-1 L End 0.12 0.00 1 2640 3070 5709 Compression 20625 0.28
A-2 L End 4.13 4.50 2 1850 1850 HTT5 16d 5090 0.36
A-2 L End 4.13 4.50 2 1851 1851 Compression 10312 0.18
V Elem 4.13 0.00 1 395 395 0 Refer to upper level
V Elem 4.13 0.00 1 395 658 1053 Compression
A-2 R End 10.88 4.50 2 1851 1851 HTT5 16d 5090 0.36
A-2 R End 10.88 4.50 2 1850 1849 Compression 10312 0.18
A t @ Op
1 10.75 0.00 1 13 13 HDQ8-SDS 9230 0.00
A-1 R End 11.13 0.00 1 2134 1275 213 HDQ8-SDS 9230 0.02
A-1 R End 11.13 0.00 1 2133 2077 4855 Compression 20625 0.24
A t @ Op
1 11.25 0.00 1 32
V Elem 15.63 -1.50 1 86 86 0 Refer to upper level
V Elem 15.63 -1.50 1 86 144 230 Compression
t @
Elem 15.50 0.00 1 200 Refer to upper level
t @
Elem 19.75 0.00 1 200 Refer to upper level
V Elem 19.88 -1.50 1 815 815 -0 Refer to upper level
V Elem 19.88 -1.50 1 815 1478 2293 Compression
V Elem 20.13 -1.50 1 1212 1063 149 Refer to upper level
V Elem 20.13 -1.50 1 1212 1772 2984 Compression
A-5 L End 23.63 -1.50 1 1592 203 1390 HDQ8-SDS 9230 0.15
A-5 L End 23.63 -1.50 1 1594 338 1931 Compression 15469 0.12
A-5 R End 27.13 -1.50 1 1594 203 1391 HDQ8-SDS 9230 0.15
A-5 R End 27.13 -1.50 1 1592 338 1930 Compression 15469 0.12
V Elem 31.13 -1.50 1 1212 1094 118 Refer to upper level
V Elem 31.13 -1.50 1 1212 1823 3035 Compression
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Hold-Down and Compression Design (flexible wind design, continued)
V Elem 31.38 1.50 1 822 822 200 Refer to upper level
V Elem 31.38 1.50 1 822 1510 2132 Compression
V Elem 34.88 1.50 1 402 264 138 Refer to upper level
V Elem 34.88 1.50 1 402 440 841 Compression
V Elem 35.63 1.50 1 131 86 245 Refer to upper level
V Elem 35.63 1.50 1 131 144 75 Compression
V Elem 42.38 1.50 1 270 178 338 Refer to upper level
V Elem 42.38 1.50 1 270 296 321 Compression
V Elem 47.63 1.50 1 822 822 245 Refer to upper level
V Elem 47.63 1.50 1 822 1244 1821 Compression
Line C
C-1 L End 11.13 6.50 2 3235 182 3053 HTT4 16d 4235 0.72
C-1 L End 11.13 6.50 2 3233 304 3537 Compression 10312 0.34
C-1 R End 15.38 6.50 2 3233 182 3051 HTT4 16d 4235 0.72
C-1 R End 15.38 6.50 2 3235 304 3539 Compression 10312 0.34
Line D
D-1 L End 21.13 17.50 1 2050 284 1766 HTT4 16d 4235 0.42
D-1 L End 21.13 17.50 1 2050 473 2522 Compression 10312 0.24
D-1 R End 27.88 17.50 1 2050 284 1766 HTT4 16d 4235 0.42
D-1 R End 27.88 17.50 1 2050 473 2522 Compression 10312 0.24
Line E
E-1 L End 0.12 27.00 2 2637 2637 0 Not required 9230 0.00
E-1 L End 0.12 27.00 2 2633 4537 7170 Compression 20625 0.35
t @
Elem 16.13 27.00 2 18 Refer to upper level
t @
Elem 18.38 27.00 2 28 Refer to upper level
E-1 R End 20.37 27.00 2 1822 1822 0 Not required 9230 0.00
E-1 R End 20.37 27.00 2 1826 3043 4868 Compression 15469 0.31
t @
Elem 20.25 28.50 2 112 Refer to upper level
V Elem 20.63 28.50 2 246 246 0 Refer to upper level
V Elem 20.63 28.50 2 246 409 655 Compression
E-3 L End 23.13 28.50 2 1645 499 1258 HDQ8-SDS 9230 0.14
E-3 L End 23.13 28.50 2 1641 817 2346 Compression 15469 0.15
E-3 R End 27.63 28.50 2 1641 450 1695 HDQ8-SDS 9230 0.18
E-3 R End 27.63 28.50 2 1645 761 1903 Compression 15469 0.12
V Elem 39.13 28.50 2 1057 1057 526 Refer to upper level
V Elem 39.13 28.50 2 1057 1627 2158 Compression
V Elem 39.38 28.50 1 0 412 412 Compression
V Elem 39.38 25.25 2 247 247 Refer to upper level
V Elem 39.38 25.25 2 247 247 Compression
V Elem 51.63 28.50 1 0 412 412 Compression
V Elem 51.63 25.25 2 247 247 Refer to upper level
V Elem 51.63 25.25 2 247 247 Compression
Line F
F-2 L End 35.12 33.50 2 335 335 0 Not required 4235 0.00
F-2 L End 35.12 33.50 2 289 482 771 Compression 10312 0.07
F-2 R End 44.88 33.50 2 289 289 0 Not required 4235 0.00
F-2 R End 44.88 33.50 2 335 558 893 Compression 10312 0.09
Level 2 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-2 L End 0.00 3.63 2 2832 510 2323 3CS14 7470 0.31
1-2 L End 0.00 3.63 2 2832 849 3682 Compression 10312 0.36
1-2 R End 0.00 8.38 2 2832 498 2334 3CS14 7470 0.31
1-2 R End 0.00 8.38 2 2832 830 3662 Compression 10312 0.36
1-4 L End 0.00 15.13 2 2825 406 2419 3CS14 7470 0.32
1-4 L End 0.00 15.13 2 2825 677 3502 Compression 10312 0.34
1-4 R End 0.00 20.13 2 2825 406 2419 3CS14 7470 0.32
1-4 R End 0.00 20.13 2 2825 677 3502 Compression 10312 0.34
V Elem 0.00 27.38 2 474 474 -0 Refer to upper level
V Elem 0.00 27.38 2 474 790 1264 Compression
Line 2
2-2 L End 21.00 -0.87 1 2739 2219 520 2CS14 4980 0.10
2-2 L End 21.00 -0.87 1 2739 3698 6436 Compression 10312 0.62
2-2 R End 21.00 27.88 1 2739 2219 520 2CS14 4980 0.10
2-2 R End 21.00 27.88 1 2739 3698 6436 Compression 10312 0.62
Line 5
5-1 L End 51.75 1.63 2 2023 1693 330 2CS14 4980 0.07
5-1 L End 51.75 1.63 2 2023 2822 4844 Compression 10312 0.47
V Elem 51.75 5.13 2 685 685 -0 Refer to upper level
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
Hold-Down and Compression Design (flexible wind design, continued)
V Elem 51.75 5.13 2 685 1142 1827 Compression
V Elem 51.75 25.13 2 685 685 0 Refer to upper level
V Elem 51.75 25.13 2 685 1142 1827 Compression
5-1 R End 51.75 28.38 2 2023 1655 368 2CS14 4980 0.07
5-1 R End 51.75 28.38 2 2023 2758 4781 Compression 10312 0.46
Line A
A-1 L End 0.12 0.00 1 815 815 0 Not required 2490 0.00
A-1 L End 0.12 0.00 1 815 1247 2061 Compression 10312 0.20
V Elem 4.13 0.00 1 395 395 0 Refer to upper level
V Elem 4.13 0.00 1 395 658 1053 Compression
V Elem 11.38 0.00 1 309 309 0 Refer to upper level
V Elem 11.38 0.00 1 309 514 823 Compression
V Elem 15.63 0.00 1 86 86 0 Refer to upper level
V Elem 15.63 0.00 1 86 144 230 Compression
A-1 R End 19.88 0.00 1 815 815 0 Not required 2490 0.00
A-1 R End 19.88 0.00 1 815 1478 2293 Compression 10312 0.22
A-2 L End 20.13 -1.50 1 1212 1063 149 2CS14 4980 0.03
A-2 L End 20.13 -1.50 1 1212 1772 2984 Compression 10312 0.29
A-2 R End 31.13 -1.50 1 1212 1094 118 2CS14 4980 0.02
A-2 R End 31.13 -1.50 1 1212 1823 3035 Compression 10312 0.29
A-3 L End 31.38 1.50 1 822 822 0 Not required 2490 0.00
A-3 L End 31.38 1.50 1 822 1510 2333 Compression 10312 0.23
V Elem 34.88 1.50 1 402 264 138 Refer to upper level
V Elem 34.88 1.50 1 402 440 841 Compression
V Elem 35.63 1.50 1 131 86 45 Refer to upper level
V Elem 35.63 1.50 1 131 144 275 Compression
V Elem 42.38 1.50 1 270 178 93 Refer to upper level
V Elem 42.38 1.50 1 270 296 566 Compression
A-3 R End 47.63 1.50 1 822 822 0 Not required 2490 0.00
A-3 R End 47.63 1.50 1 822 1244 2066 Compression 10312 0.20
Line E
E-1 L End 0.12 28.50 2 1059 1059 0 Not required 4980 0.00
E-1 L End 0.12 28.50 2 1059 1914 2973 Compression 15469 0.19
E-1 t @ Op
2 16.13 28.50 2 18 18 2CS14 4980 0.00
E-1 t @ Op
2 18.38 28.50 2 28 28 2CS14 4980 0.01
V Elem 20.37 28.50 2 248 248 -0 Refer to upper level
V Elem 20.37 28.50 2 248 413 661 Compression
V Elem 20.63 28.50 2 246 246 0 Refer to upper level
V Elem 20.63 28.50 2 246 409 655 Compression
E-1 R End 39.13 28.50 2 1057 1057 0 Not required 4980 0.00
E-1 R End 39.13 28.50 2 1057 1627 2683 Compression 15469 0.17
V Elem 39.38 28.50 2 247 247 0 Refer to upper level
V Elem 39.38 28.50 2 247 412 659 Compression
V Elem 51.63 28.50 2 247 247 -0 Refer to upper level
V Elem 51.63 28.50 2 247 412 659 Compression
Level 3 Hold-down or Compression
Line- Location [ft] Load Force [lbs]Cap Crit
Wall Posit'n X Y Case T or C Dead Uplift Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-2 L End 0.00 8.38 2 474 474 0 Not required 2490 0.00
1-2 L End 0.00 8.38 2 474 790 1264 Compression 10312 0.12
1-2 R End 0.00 27.38 2 474 474 0 Not required 2490 0.00
1-2 R End 0.00 27.38 2 474 790 1264 Compression 10312 0.12
Line 2
2-2 L End 21.00 -0.87 1 695 695 0 Not required 2490 0.00
2-2 L End 21.00 -0.87 1 695 1158 1853 Compression 10312 0.18
2-2 R End 21.00 27.88 1 695 695 0 Not required 2490 0.00
2-2 R End 21.00 27.88 1 695 1158 1853 Compression 10312 0.18
Line 5
5-1 L End 51.75 5.13 2 685 685 0 Not required 2490 0.00
5-1 L End 51.75 5.13 2 685 1142 1827 Compression 10312 0.18
5-1 R End 51.75 25.13 2 685 685 0 Not required 2490 0.00
5-1 R End 51.75 25.13 2 685 1142 1827 Compression 11601 0.16
Line A
A-2 L End 4.13 0.00 2 395 395 0 Not required 2490 0.00
A-2 L End 4.13 0.00 2 395 658 1053 Compression 10312 0.10
A-2 R End 12.38 0.00 2 395 395 0 Not required 2490 0.00
A-2 R End 12.38 0.00 2 395 658 1053 Compression 11601 0.09
A-4 L End 20.13 -1.50 2 392 392 0 Not required 2490 0.00
A-4 L End 20.13 -1.50 2 392 653 1045 Compression 10312 0.10
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Hold-Down and Compression Design (flexible wind design, continued)
A-4 R End 31.13 -1.50 2 392 392 0 Not required 2490 0.00
A-4 R End 31.13 -1.50 2 392 653 1045 Compression 11601 0.09
A-6 L End 34.88 1.50 2 402 264 138 CS14 2490 0.06
A-6 L End 34.88 1.50 2 402 440 841 Compression 10312 0.08
A-6 R End 40.12 1.50 2 402 264 138 CS14 2490 0.06
A-6 R End 40.12 1.50 2 402 440 841 Compression 10312 0.08
Line E
E-1 L End 0.12 27.50 2 248 248 0 Not required 2490 0.00
E-1 L End 0.12 27.50 2 248 413 661 Compression 10312 0.06
E-1 R End 20.37 27.50 2 248 248 0 Not required 2490 0.00
E-1 R End 20.37 27.50 2 248 413 661 Compression 10312 0.06
E-2 L End 20.63 28.50 2 246 246 0 Not required 2490 0.00
E-2 L End 20.63 28.50 2 246 409 655 Compression 10312 0.06
E-2 R End 39.13 28.50 2 246 246 0 Not required 2490 0.00
E-2 R End 39.13 28.50 2 246 409 655 Compression 11601 0.06
E-3 L End 39.38 25.25 2 247 247 0 Not required 2490 0.00
E-3 L End 39.38 25.25 2 247 412 659 Compression 10312 0.06
E-3 R End 51.63 25.25 2 247 247 0 Not required 2490 0.00
E-3 R End 51.63 25.25 2 247 412 659 Compression 10312 0.06
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element – Shearline
Posit'n: Position of stud pack that hold-down is attached to or which is applying compression force:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of nth opening in wall
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Load Case – Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min"
Hold-down or Compression Force: Upwards tension force on hold-down at one end of the wall or downward compression force on studs at the other
end.
T or C – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7. For perforated walls = V x h / Co sum (bi) from Eqn. 4.3-8. Negative
when it is a tension component of a combined compression force.
V = Force on wall segment, ASD-factored by 0.60.
h = Wall height
beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width).
Dead – Dead load concentrated at wall end, factored for ASD by beff = wall segment length b - 2 x user-input hold-down offset. for tension and
1.0 for compression
Uplift – Wind uplift component (U), factored for ASD by 0.60
Cmb'd – Abs. value of +/- overturning force - dead force + uplift force. May also include the uplift force t from perforated walls from SDPWS
4.3.6.4.2.1 when openings are staggered.
Hold-down Model or Force Type:
At tension end – Model number of device used from hold-down database
At compression end "Compression"
Cap Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details
Crit. Resp: Critical Response = Combined tension force / hold-down capacity or combined compression force / bottom plate resistance.
Notes:
HTT4 (18-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt.
HDQ8-SDS3 for studs with thickness > 4.5" and depth > 3.5" : Uses 20 1/4" x 3" SDS heavy-duty screws; 7/8" anchor bolt.
HTT5 (26-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 26 0.162 x 2.5" screws; 5/8" anchor bolt.
Forces shown are those arising from both lateral force directions, and include contributions from hold-down and compression forces on upper
levels.
Combined tension force from ASCE 7 2.4.1 load combination 7 = - (0.6D + 0.6W); W = -T - U
Combined compression force from combination 5 = D + 0.6W; W = C. Designer is responsible for checking load combination 6 which includes live
and snow loads not included in Shearwalls.
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, to the Shear Results table for shear force V and perforated factor Co., and to the Seismic Information table for the calculation of Ev.
Designer is also responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
Live and snow loads not included, which ensures maximum effect for hold-down forces but is non-conservative for compression design.
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
COLLECTOR FORCES (flexible wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 2
2-2 Left Wall End 21.00 -1.00 -150 150
2-2 Right Wall End 21.00 28.00 150 -150
Line 3
3-1 Right Wall End 31.25 12.50 1493 -1497
Line 5
5-3 Left Wall End 51.75 9.50 -692 692
Line A
A-1 Right Wall End 11.25 0.00 2092 -2093
A-5 Left Wall End 23.50 -1.50 397 -398
A-5 Right Wall End 27.25 -1.50 508 -509
Line C
C-1 Left Wall End 11.00 6.50 -538 537
C-1 Right Wall End 15.50 6.50 770 -770
Line D
D-1 Left Wall End 21.00 17.50 -624 624
D-1 Right Wall End 28.00 17.50 706 -706
Line E
E-1 Right Wall End 20.50 27.00 1818 -1813
E-3 Left Wall End 23.00 28.50 1607 -1603
E-3 Right Wall End 27.75 28.50 2028 -2023
Line F
F-2 Left Wall End 35.00 33.50 -110 95
F-2 Right Wall End 45.00 33.50 102 -88
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-2 Left Wall End 0.00 3.50 -376 376
1-2 Right Wall End 0.00 8.50 581 -581
1-4 Left Wall End 0.00 15.00 -118 118
1-4 Right Wall End 0.00 20.25 887 -887
Line 2
2-2 Left Wall End 21.00 -1.00 -109 109
2-2 Right Wall End 21.00 28.00 109 -109
Line 5
5-1 Left Opening 1 51.75 8.00 347 -347
5-1 Right Opening 1 51.75 14.50 -748 748
Line A
A-1 Left Opening 1 11.50 0.00 287 -287
A-1 Right Opening 1 15.50 0.00 31 -31
A-3 Left Opening 1 35.75 1.50 536 -536
A-3 Right Opening 1 42.25 1.50 119 -119
A-3 Right Wall End 47.75 1.50 257 -257
Line E
E-1 Left Opening 1 16.25 28.50 464 -464
E-1 Right Opening 1 18.25 28.50 342 -342
E-1 Left Opening 2 24.25 28.50 513 -513
E-1 Right Opening 2 26.25 28.50 391 -391
E-1 Right Wall End 39.25 28.50 762 -762
Level 3 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-2 Left Wall End 0.00 8.25 -338 338
Line 2
2-2 Left Wall End 21.00 -1.00 -42 42
2-2 Right Wall End 21.00 28.00 42 -42
Line 5
5-1 Left Opening 1 51.75 15.00 -96 96
5-1 Right Opening 1 51.75 17.50 31 -31
5-1 Left Opening 2 51.75 20.75 -79 79
5-1 Right Opening 2 51.75 23.25 48 -48
5-1 Left Opening 1 51.75 15.00 255 255
5-1 Right Opening 1 51.75 17.50 83 83
5-1 Left Opening 2 51.75 20.75 209 209
5-1 Right Opening 2 51.75 23.25 129 129
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
COLLECTOR FORCES (flexible wind design, continued)
Line A
A-2 Left Wall End 4.00 0.00 -109 109
A-2 Left Opening 1 6.50 0.00 -87 87
A-2 Right Opening 1 9.00 0.00 37 -37
A-2 Right Wall End 12.50 0.00 67 -67
A-4 Left Wall End 20.00 -1.50 -136 136
A-4 Left Opening 1 21.75 -1.50 -144 144
A-4 Right Opening 1 27.00 -1.50 116 -116
A-4 Right Wall End 31.25 -1.50 97 -97
A-6 Left Wall End 34.75 1.50 2 -2
A-6 Right Wall End 40.25 1.50 116 -116
A-2 Left Opening 1 6.50 0.00 80 80
A-2 Right Opening 1 9.00 0.00 112 112
A-4 Left Opening 1 21.75 -1.50 117 117
A-4 Right Opening 1 27.00 -1.50 285 285
Line E
E-1 Left Opening 1 3.50 27.50 14 -14
E-1 Right Opening 1 6.00 27.50 -54 54
E-1 Left Opening 2 9.75 27.50 -48 48
E-1 Right Opening 2 16.75 27.50 -215 215
E-2 Left Opening 1 24.00 28.50 -235 235
E-2 Right Opening 1 31.00 28.50 -63 63
E-2 Left Opening 2 35.25 28.50 -131 131
E-2 Right Opening 2 37.25 28.50 -81 81
E-2 Left Opening 1 24.00 28.50 153 153
E-2 Right Opening 1 31.00 28.50 186 186
E-2 Left Opening 2 35.25 28.50 66 66
E-2 Right Opening 2 37.25 28.50 31 31
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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WoodWorks® Shearwalls 25149 SW CD v.1.wswu Nov. 11, 2025 15:16:30
MWFRS DEFLECTION (flexible wind design)
These deflections are used to determine shearwall stiffness for force distribution
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-1 3 Both ExtS 193.9 27.00 9.00 16.5 .002 32.6 219 .016 .054 0.00 0.06
Line 2
2-2 4 S->N 1S 310.7 29.00 9.00 33.0 .001 39.6 214 .015 .071 0.08 0.15
N->S 1S 310.5 29.00 9.00 33.0 .001 39.6 214 .015 .071 0.08 0.15
Line 3
3-1 3 S->N ExtS 177.8 14.00 9.00 16.5 .003 32.6 219 .016 .049 0.16 0.21
N->S ExtS 178.2 14.00 9.00 16.5 .003 32.6 219 .016 .049 0.16 0.21
Line 5
5-3 3 S->N ExtS 280.6 24.00 9.00 16.5 .003 32.6 219 .016 .077 0.10 0.18
N->S ExtS 280.5 24.00 9.00 16.5 .003 32.6 219 .016 .077 0.10 0.18
Line A
A-1 1 W->E ExtS 198.2 11.25 9.00 33.0 .002 54.2 187 .010 .033 0.18 0.22
E->W ExtS 198.3 11.25 9.00 33.0 .002 54.2 187 .010 .033 0.18 0.21
A-2 1 W->E 1S 198.2 7.00 9.00 16.5 .007 54.2 187 .010 .033 0.35 0.39
E->W 1S 198.3 7.00 9.00 16.5 .007 54.2 187 .010 .033 0.35 0.39
A-5 1 W->E ExtS 165.1 3.75 9.00 24.8 .007 54.2 187 .010 .027 0.58 0.62
E->W ExtS 165.3 3.75 9.00 24.8 .007 54.2 187 .010 .027 0.58 0.62
Line C
C-1 3 W->E 1S 339.5 4.50 9.00 16.5 .019 32.6 219 .016 .094 0.66 0.77
E->W 1S 339.3 4.50 9.00 16.5 .019 32.6 219 .016 .094 0.66 0.77
Line D
D-1 3 Both 1S 219.6 7.00 9.00 16.5 .008 32.6 219 .016 .061 0.36 0.43
Line E
E-1 4 W->E ExtS 173.2 20.50 9.00 28.3 .001 39.6 214 .015 .039 0.00 0.04
E->W ExtS 172.7 20.50 9.00 28.3 .001 39.6 214 .015 .039 0.00 0.04
E-3 4 W->E ExtS 173.2 4.75 9.00 24.8 .006 39.6 214 .015 .039 0.45 0.50
E->W ExtS 172.7 4.75 9.00 24.8 .006 39.6 214 .015 .039 0.46 0.51
Line F
F-2 3 W->E ExtS 36.3 10.00 9.00 16.5 .001 32.6 219 .016 .010 0.00 0.01
E->W ExtS 31.3 10.00 9.00 16.5 .001 32.6 219 .016 .009 0.00 0.01
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 2
Line 1
1-2 4 S->N ExtS 299.0 5.00 9.00 16.5 .015 39.6 214 .015 .068 0.56 0.65
N->S ExtS 299.0 5.00 9.00 16.5 .015 39.6 214 .015 .068 0.56 0.64
1-4 4 S->N ExtS 299.0 5.25 9.00 16.5 .014 39.6 214 .015 .068 0.53 0.62
N->S ExtS 299.0 5.25 9.00 16.5 .014 39.6 214 .015 .068 0.53 0.61
Line 2
2-2 3 Both 1S 225.2 29.00 9.00 16.5 .002 32.6 219 .016 .062 0.09 0.16
Line 5
5-1 3 S->N ExtS 222.0 20.50 9.00 16.5 .003 32.6 219 .016 .061 0.13 0.20
N->S ExtS 222.0 20.50 9.00 16.5 .003 32.6 219 .016 .061 0.13 0.19
Line A
A-1 3 Both ExtS 89.1 16.00 9.00 16.5 .001 32.6 219 .016 .025 0.00 0.03
A-2 3 Both ExtS 89.1 11.25 9.00 16.5 .002 32.6 219 .016 .025 0.24 0.26
A-3 3 Both ExtS 89.1 10.00 9.00 16.5 .002 32.6 219 .016 .025 0.01 0.03
Line E
E-1 3 Both ExtS 89.5 35.25 9.00 24.8 .000 32.6 219 .016 .025 0.07 0.10
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 3
Line 1
1-2 3 Both ExtS 58.5 19.25 8.00 16.5 .001 32.6 219 .016 .014 0.00 0.02
Line 2
2-2 5 Both 1S 86.1 29.00 8.00 16.5 .001 25.1 219 .016 .027 0.00 0.03
Line 5
5-1 3 Both - - - - - - 0.64
5-1,1 Both ExtS 100.6 10.00 6.75 16.5 .001 32.6 219 .016 .021 0.20 0.22
5-1,2 S->N ExtS 140.9 3.25 5.50 16.5 .002 32.6 219 .016 .024 0.53 0.56
N->S ExtS 140.9 3.25 5.50 16.5 .002 32.6 219 .016 .024 0.53 0.55
5-1,3 S->N ExtS 124.9 2.00 6.75 16.5 .007 32.6 219 .016 .026 1.12 1.15
N->S ExtS 124.9 2.00 6.75 16.5 .007 32.6 219 .016 .026 1.11 1.14
Line A
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MWFRS DEFLECTION (flexible wind design, continued)
A-2 4 Both - - - - - - 0.74
A-2,1 Both ExtS 67.9 2.50 6.75 16.5 .003 39.6 214 .015 .012 0.86 0.87
A-2,2 W->E ExtS 67.9 3.50 6.75 16.5 .002 39.6 214 .015 .012 0.59 0.60
E->W ExtS 67.9 3.50 6.75 16.5 .002 39.6 214 .015 .012 0.59 0.61
A-4 4 W->E - - 11.25 8.00 - - - - - - - 0.91
E->W - - 11.25 8.00 - - - - - - - 0.90
A-4,1 W->E ExtS 89.8 1.75 6.75 16.5 .006 39.6 214 .015 .015 1.30 1.32
E->W ExtS 89.8 1.75 6.75 16.5 .006 39.6 214 .015 .015 1.28 1.30
A-4,2 Both ExtS 89.8 4.25 6.75 16.5 .002 39.6 214 .015 .015 0.48 0.50
A-6 4 Both ExtS 47.9 5.50 8.00 16.5 .002 39.6 214 .015 .010 0.43 0.44
Line E
E-1 3 Both ExtS 30.3 10.09 8.00 16.5 .001 32.6 219 .016 .007 0.00 0.01
E-2 3 W->E - - 18.75 8.00 - - - - - - - 0.58
E->W - - 18.75 8.00 - - - - - - - 0.51
E-2,1 W->E ExtS 57.6 3.50 6.75 16.5 .002 32.6 219 .016 .012 0.59 0.61
E->W ExtS 57.6 3.50 6.75 16.5 .002 32.6 219 .016 .012 0.00 0.02
E-2,2 W->E ExtS 67.3 4.25 5.50 16.5 .001 32.6 219 .016 .011 0.00 0.02
E->W ExtS 67.3 4.25 5.50 16.5 .001 32.6 219 .016 .011 0.39 0.40
E-2,3 Both ExtS 40.0 2.00 6.75 16.5 .002 32.6 219 .016 .008 1.09 1.10
E-3 3 Both ExtS 30.3 12.50 8.00 16.5 .000 32.6 219 .016 .007 0.00 0.01
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – ASD shear force per unit distance on wall segment.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 ij / (i + j) x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = vw / (vw / Gvtv + 0.75 en), from SDPWS Ex. C4.3.4-1.
vw = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
en = Nail slip from Table C4.2.3D of form aVn^b for WSP, varies linearly to value at capacity for other materials.
Vn = Shear force per nail along panel edge at ASD capacity vw.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design)
These displacements are used to determine deflections for force distribution
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-1 S->N HTT4 16d 0 .000 .000 0.000 - - .000 5280 0.014 0.01 0.00
N->S HTT4 16d 0 .000 .000 0.000 - - .000 4212 0.011 0.01 0.00
Line 2
2-2 S->N HDQ8-SDS 2167 .022 .001 0.023 - - .209 11215 0.015 0.25 0.08
N->S HDQ8-SDS 2165 .022 .001 0.023 - - .209 11213 0.015 0.25 0.08
Line 3
3-1 S->N HTT4 16d 873 .025 .001 0.026 - - .209 2889 0.008 0.24 0.16
N->S HTT4 16d 877 .025 .001 0.026 - - .209 2893 0.008 0.24 0.16
Line 5
5-3 S->N HTT4 16d 1564 .045 .001 0.047 - - .209 5020 0.013 0.27 0.10
N->S HTT4 16d 1563 .045 .001 0.047 - - .209 5019 0.013 0.27 0.10
Line A
A-1 W->E HDQ8-SDS 770 .008 .000 0.008 - - .209 4855 0.006 0.22 0.18
E->W HDQ8-SDS 213 .002 .000 0.002 - - .209 5709 0.008 0.22 0.18
A-2 W->E HTT5 16d 1850 .049 .002 0.051 - - .209 1850 0.005 0.26 0.35
E->W HTT5 16d 1851 .049 .002 0.051 - - .209 1851 0.005 0.26 0.35
A-5 W->E HDQ8-SDS 1390 .014 .001 0.015 - - .209 1930 0.003 0.23 0.58
E->W HDQ8-SDS 1391 .014 .001 0.015 - - .209 1931 0.003 0.23 0.58
Line C
C-1 W->E HTT4 16d 3053 .089 .003 0.091 - - .209 3539 0.009 0.31 0.66
E->W HTT4 16d 3051 .089 .003 0.091 - - .209 3537 0.009 0.31 0.66
Line D
D-1 Both HTT4 16d 1766 .051 .002 0.053 - - .209 2522 0.007 0.27 0.36
Line E
E-1 W->E HDQ8-SDS 0 .000 .000 0.000 - - .000 4868 0.009 0.01 0.00
E->W HDQ8-SDS 0 .000 .000 0.000 - - .000 7170 0.010 0.01 0.00
E-3 W->E HDQ8-SDS 1258 .013 .000 0.013 - - .209 1903 0.003 0.23 0.45
E->W HDQ8-SDS 1695 .017 .001 0.018 - - .209 2346 0.004 0.23 0.46
Line F
F-2 W->E HTT4 16d 0 .000 .000 0.000 - - .000 893 0.002 0.00 0.00
E->W HTT4 16d 0 .000 .000 0.000 - - .000 771 0.002 0.00 0.00
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 2
Line 1
1-2 S->N 3CS14 2323 .006 .000 0.006 - - .281 3662 0.010 0.30 0.56
N->S 3CS14 2334 .003 .000 0.003 - - .281 3682 0.010 0.29 0.56
1-4 S->N 3CS14 2419 .006 .000 0.006 - - .281 3502 0.009 0.30 0.53
N->S 3CS14 2419 .003 .000 0.003 - - .281 3502 0.009 0.29 0.53
Line 2
2-2 S->N 2CS14 520 .002 .000 0.002 - - .281 6436 0.017 0.30 0.09
N->S 2CS14 520 .001 .000 0.001 - - .281 6436 0.017 0.30 0.09
Line 5
5-1 S->N 2CS14 330 .001 .000 0.001 - - .281 4781 0.013 0.29 0.13
N->S 2CS14 368 .001 .000 0.001 - - .281 4844 0.013 0.29 0.13
Line A
A-1 W->E CS14 0 .000 .000 0.000 - - .000 2293 0.006 0.01 0.00
E->W CS14 0 .000 .000 0.000 - - .000 2061 0.005 0.01 0.00
A-2 W->E 2CS14 149 .001 .000 0.001 - - .281 3035 0.008 0.29 0.24
E->W 2CS14 118 .000 .000 0.000 - - .281 2984 0.008 0.29 0.24
A-3 W->E CS14 0 .000 .000 0.000 - - .000 2066 0.005 0.01 0.01
E->W CS14 0 .000 .000 0.000 - - .000 2333 0.006 0.01 0.01
Line E
E-1 W->E 2CS14 28 .000 .000 0.000 - - .281 -17 0.000 0.28 0.07
E->W 2CS14 18 .000 .000 0.000 - - .281 -28 0.000 0.28 0.07
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 3
Line 1
1-2 Both CS14 0 .000 .000 0.000 - - .000 1264 0.003 0.00 0.00
Line 2
2-2 Both CS14 0 .000 .000 0.000 - - .000 1853 0.005 0.00 0.00
Line 5
5-1,1 S->N CS14 216 .002 .000 0.002 - - .281 1696 0.005 0.29 0.20
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MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design, continued)
N->S CS14 96 .000 .000 0.000 - - .281 1496 0.004 0.29 0.20
5-1,2 S->N CS14 563 .005 .000 0.005 - - .281 1299 0.003 0.29 0.53
N->S CS14 563 .002 .000 0.002 - - .281 1299 0.003 0.29 0.53
5-1,3 S->N CS14 843 .007 .000 0.007 - - .281 963 0.003 0.29 1.12
N->S CS14 963 .004 .000 0.004 - - .281 1163 0.003 0.29 1.11
Line A
A-2,1 W->E CS14 389 .003 .000 0.003 - - .281 909 0.002 0.29 0.86
E->W CS14 269 .001 .000 0.001 - - .281 709 0.002 0.28 0.85
A-2,2 W->E CS14 205 .002 .000 0.002 - - .281 773 0.002 0.28 0.59
E->W CS14 325 .001 .000 0.001 - - .281 973 0.003 0.28 0.59
A-4,1 W->E CS14 707 .006 .000 0.006 - - .281 1127 0.003 0.29 1.30
E->W CS14 455 .002 .000 0.002 - - .281 707 0.002 0.28 1.28
A-4,2 W->E CS14 188 .002 .000 0.002 - - .281 984 0.003 0.28 0.48
E->W CS14 440 .002 .000 0.002 - - .281 1404 0.004 0.29 0.48
A-6 Both CS14 138 .001 .000 0.001 - - .281 842 0.002 0.28 0.43
Line E
E-1 Both CS14 0 .000 .000 0.000 - - .000 661 0.002 0.00 0.00
E-2,1 W->E CS14 251 .002 .000 0.002 - - .281 1259 0.003 0.29 0.59
E->W CS14 0 .000 .000 0.000 - - .000 699 0.002 0.00 0.00
E-2,2 W->E CS14 0 .000 .000 0.000 - - .000 893 0.002 0.00 0.00
E->W CS14 93 .000 .000 0.000 - - .281 1293 0.003 0.28 0.39
E-2,3 W->E CS14 212 .002 .000 0.002 - - .281 308 0.001 0.28 1.09
E->W CS14 308 .001 .000 0.001 - - .281 468 0.001 0.28 1.09
E-3 Both CS14 0 .000 .000 0.000 - - .000 659 0.002 0.00 0.00
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. – Accumulated hold-down tension force T and end stud compression force C from ASD overturning, dead and wind uplift loads.
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (T / ASD hold-down capacity) x max ASD elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
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Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs]
[lbs] [sq.ft]E-W N-S E-W N-S E-W N-S
Fpx Design Fpx Design
3 56645 1374.5 14097 14097 34597 27612 14097 14097 14097 14097
2 60713 1461.0 10792 10792 34065 29522 13144 13144 13144 13144
1 68824 1339.4 6117 6117 42635 48264 14900 14900 14900 14900
All 186181 - 31006 31006 - - - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12.
Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11.
Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8).
Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3.
Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per
12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Overcapacity:
Overcapacity check from O86 11.8.3.2 not required when IeFaSa < 0.35.
Irregularities:
structure for flexible diaphragm analysis as per NBC 4.1.8.6.
There are no violations of NBC provisions due to irregularities.
Refer to Irregularities Table in these Design Results for more details.
Other Restrictions:
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.55; Ev = 0.309 D unfactored; 0.216 D factored; total dead load factor: 0.6 - 0.216 = 0.384 tension, 1.0 + 0.216 = 1.216
compression.
Weak Story (SDPWS 4.1.8)
The lateral resistance Vr of story 2 is less than that of story 3.
Vr2 / Vr3 = 0.985, but V2 / Vr2 = 0.731, so the weak story is permitted.
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SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 3
Ln1, Lev3 - Both - - 3352 - - - - - - 9045 -
Wall 1-2 3 Both 174.1 - 3352 - 1.0 - 470 - 470 9045 0.37
Level 2
Ln1, Lev2 - Both - - 5900 - - - - - - 6264 -
Wall 1-2 4^Both 575.6 - 2878 - 1.0 - 611 - 611 3056 0.94
Wall 1-4 4^Both 575.6 - 3022 - 1.0 - 611 - 611 3209 0.94
Level 1
Ln1, Lev1 3 Both 267.7 - 7227 - 1.0 - 470 - 470 12686 0.57
Line 2
Level 3
Ln2, Lev3 - Both - - 6339 - - - - - - 9052 -
Wall 2-2 5^Both 218.6 - 6339 - 1.0 - 312 - 312 9052 0.70
Level 2
Ln2, Lev2 - Both - - 11345 - - - - - - 13626 -
Wall 2-2 3 Both 391.2 - 11345 - 1.0 - 470 - 470 13626 0.83
Level 1
Ln2, Lev1 - Both - - 13126 - - - - - - 17723 -
Wall 2-2 4 Both 452.6 - 13126 - 1.0 - 611 - 611 17723 0.74
Line 3
Ln3, Lev1 - Both - - 1597 - - - - - - 6578 -
Wall 3-1 3 Both 114.1 - 1597 - 1.0 - 470 - 470 6578 0.24
Line 5
Level 3
Ln5, Lev3 - Both - - 4405 - - - - - - 9515 -
Wall 5-1 3 Both - - 4405 - 1.0 - 470 - - 9515 -
Seg. 1 - Both 258.6 192.9 2586 - 1.0 - 470 - 470 4699 0.55
Open. 1 - Both - 348.1 870 - - - 470 - 470 1175 0.74
Seg. 2 - Both 362.2 130.8 1177 - 1.0 - 470 - 470 1527 0.77
Open. 2 - Both - 348.1 870 - - - 470 - 470 1175 0.74
Seg. 3 - Both 321.1 155.4 642 - 1.0 - 470 - 470 940 0.68
Level 2
Ln5, Lev2 3 Both 372.9 372.9 7644 - 1.0 - 470 1.00 470 9632 0.79
Level 1
Ln5, Lev1 - Both - - 9056 - - - - - - 11277 -
Wall 5-3 3 Both 377.3 - 9056 - 1.0 - 470 - 470 11277 0.80
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 3
LnA, Lev3 - Both - - 6779 - - - - - - 15431 -
Wall A-2 4 Both - - 2282 - 1.0 - 611 - - 5195 -
Seg. 1 - Both 380.4 201.4 951 - 1.0 - 611 - 611 1528 0.62
Open. 1 - Both - 429.6 1074 - - - 611 - 611 1528 0.70
Seg. 2 - Both 380.4 201.4 1331 - 1.0 - 611 - 611 2139 0.62
Wall A-4 4 Both - - 3021 - 1.0 - 611 - - 6875 -
Seg. 1 - Both 503.4 127.5 881 - 1.0 - 611 - 611 1070 0.82
Open. 1 - Both - 429.6 2255 - - - 611 - 611 3209 0.70
Seg. 2 - Both 503.4 127.5 2140 - 1.0 - 611 - 611 2597 0.82
Wall A-6 4 Both 268.5 - 1477 - 1.0 - 611 - 611 3361 0.44
Level 2
LnA, Lev2 - Both - - 12226 - - - - - - 17502 -
Wall A-1 3 Both 328.2 328.2 5251 - 1.0 - 470 1.00 470 7518 0.70
Wall A-2 3 Both 328.2 - 3692 - 1.0 - 470 - 470 5286 0.70
Wall A-3 3 Both 328.2 328.2 3282 - 1.0 - 470 1.00 470 4699 0.70
Level 1
LnA, Lev1 - Both - - 13381 - - - - - - 17102 -
Wall A-1 1^Both 626.0 - 7043 - 1.0 - 800 - 800 9001 0.78
Wall A-2 1^Both 626.0 - 4382 - 1.0 - 800 - 800 5601 0.78
Wall A-5 1^Both 521.7 - 1956 - .83 - 800 - 667 2500 0.78
Line C
LnC, Lev1 - Both - - 1072 - - - - - - 2114 -
Wall C-1 3 Both 238.2 - 1072 - 1.0 - 470 - 470 2114 0.51
Line D
LnD, Lev1 - Both - - 1514 - - - - - - 3289 -
Wall D-1 3 Both 216.3 - 1514 - 1.0 - 470 - 470 3289 0.46
Line E
Level 3
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WSWH LOADING
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SHEAR RESULTS (flexible seismic design, continued)
LnE, Lev3 - Both - - 7317 - - - - - - 19166 -
Wall E-1 3 Both 155.6 179.4 1712 - .92 - 408 0.95 408 4483 0.38
Wall E-2 3^Both - - 3363 - 1.0 - 470 - - 8810 -
Seg. 1 - Both 341.4 82.2 1195 - 1.0 - 470 - 470 1645 0.73
Open. 1 - Both - 287.0 2009 - - - 470 - 470 3289 0.61
Seg. 2 - Both 398.8 47.7 1695 - 1.0 - 470 - 470 1997 0.85
Open. 2 - Both - 287.0 574 - - - 470 - 470 940 0.61
Seg. 3 - Both 236.8 144.9 474 - 1.0 - 470 - 470 940 0.50
Wall E-3 3 Both 179.4 - 2242 - 1.0 - 470 - 470 5873 0.38
Level 2
LnE, Lev2 3 Both 359.2 359.2 12663 - 1.0 - 470 1.00 470 16562 0.76
Level 1
LnE, Lev1 - Both - - 14246 - - - - - - 15431 -
Wall E-1 4 Both 564.2 - 11566 - 1.0 - 611 - 611 12528 0.92
Wall E-3 4 Both 564.2 - 2680 - 1.0 - 611 - 611 2903 0.92
Line F
LnF, Lev1 - Both - - 793 - - - - - - 4699 -
Wall F-2 3 Both 79.3 - 793 - 1.0 - 470 - 470 4699 0.17
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum
bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls
and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
41
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Hold-Down and Compression Design (flexible seismic design)
Level 1 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-1 L End 0.00 0.12 2432 2613 943 761 HTT4 16d 4235 0.18
1-1 L End 0.00 0.12 2432 4356 943 7730 Compression 10312 0.75
V Elem 0.00 3.63 5453 509 184 5127 Refer to upper level
V Elem 0.00 3.63 5453 849 184 6486 Compression
V Elem 0.00 8.38 1411 487 176 1100 Refer to upper level
V Elem 0.00 8.38 1411 811 176 2398 Compression
V Elem 0.00 15.13 5439 284 102 5258 Refer to upper level
V Elem 0.00 15.13 5439 473 102 6014 Compression
V Elem 0.00 20.13 5439 284 102 5258 Refer to upper level
V Elem 0.00 20.13 5439 473 102 6014 Compression
1-1 R End 0.00 26.88 2432 2448 883 867 HTT4 16d 4235 0.20
1-1 R End 0.00 26.88 2432 4079 883 7394 Compression 10312 0.72
V Elem 0.00 27.38 1411 924 333 821 Refer to upper level
V Elem 0.00 27.38 1411 1540 333 3285 Compression
Line 2
2-2 L End 21.00 -0.87 9424 3393 1224 7256 HDQ8-SDS 9230 0.79
2-2 L End 21.00 -0.87 9424 5655 1224 16303 Compression 20625 0.79
2-2 R End 21.00 27.88 9424 3393 1224 7256 HDQ8-SDS 9230 0.79
2-2 R End 21.00 27.88 9424 5655 1224 16303 Compression 20625 0.79
Line 3
3-1 L End 31.25 -1.37 1045 756 273 562 HTT4 16d 4235 0.13
3-1 L End 31.25 -1.37 1045 1260 273 2578 Compression 10312 0.25
3-1 R End 31.25 12.38 1045 756 273 562 HTT4 16d 4235 0.13
3-1 R End 31.25 12.38 1045 1260 273 2578 Compression 10312 0.25
Line 5
V Elem 51.75 1.63 3397 1458 526 3677 Refer to upper level
V Elem 51.75 1.63 3397 2430 526 5142 Compression
V Elem 51.75 5.13 1762 972 351 1141 Refer to upper level
V Elem 51.75 5.13 1762 1620 351 3733 Compression
5 t @ Op 1 51.75 7.75 1212
5-3 L End 51.75 9.63 3846 1296 468 3018 HTT4 16d 4235 0.71
5-3 L End 51.75 9.63 3846 2160 468 6474 Compression 10312 0.63
V Elem 51.75 25.13 1762 972 351 1141 Refer to upper level
V Elem 51.75 25.13 1762 1620 351 3733 Compression
V Elem 51.75 28.38 3397 1458 526 2466 Refer to upper level
V Elem 51.75 28.38 3397 2430 526 6353 Compression
5-3 R End 51.75 33.38 3846 1296 468 3018 HTT4 16d 4235 0.71
5-3 R End 51.75 33.38 3846 2160 468 6474 Compression 10312 0.63
Line A
A-1 L End 0.12 0.00 8763 2168 782 7377 HDQ8-SDS 9230 0.80
A-1 L End 0.12 0.00 8763 3614 782 13159 Compression 20625 0.64
V Elem 4.13 0.00 2213 408 147 1952 Refer to upper level
V Elem 4.13 0.00 2213 680 147 3040 Compression
A-2 L End 4.13 4.50 5843 5843 HTT5 16d 5090 1.15*
A-2 L End 4.13 4.50 5843 5843 Compression 10312 0.57
A-2 R End 10.88 4.50 5843 5843 HTT5 16d 5090 1.15*
A-2 R End 10.88 4.50 5843 5843 Compression 10312 0.57
A t @ Op 1 10.75 0.00 46 46 HDQ8-SDS 9230 0.00
A-1 R End 11.13 0.00 7491 926 334 4520 HDQ8-SDS 9230 0.49
A-1 R End 11.13 0.00 7491 1544 334 11749 Compression 20625 0.57
A t @ Op 1 11.25 0.00 118
V Elem 15.63 -1.50 484 89 32 427 Refer to upper level
V Elem 15.63 -1.50 484 149 32 665 Compression
t @ Elem 15.50 0.00 738 Refer to upper level
V Elem 19.88 -1.50 3001 1703 615 1912 Refer to upper level
V Elem 19.88 -1.50 3001 2839 615 6454 Compression
t @ Elem 19.75 0.00 738 Refer to upper level
V Elem 20.13 -1.50 5218 1148 414 4484 Refer to upper level
V Elem 20.13 -1.50 5218 1913 414 7544 Compression
A-5 L End 23.63 -1.50 5031 203 73 4901 HDQ8-SDS 9230 0.53
A-5 L End 23.63 -1.50 5031 338 73 5441 Compression 15469 0.35
A-5 R End 27.13 -1.50 5031 203 73 4901 HDQ8-SDS 9230 0.53
A-5 R End 27.13 -1.50 5031 338 73 5441 Compression 15469 0.35
V Elem 31.13 -1.50 5218 1148 414 4484 Refer to upper level
V Elem 31.13 -1.50 5218 1913 414 7544 Compression
V Elem 31.38 1.50 3030 1324 478 2922 Refer to upper level
V Elem 31.38 1.50 3030 2207 478 4976 Compression
V Elem 34.88 1.50 2250 264 95 2081 Refer to upper level
V Elem 34.88 1.50 2250 440 95 2785 Compression
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Hold-Down and Compression Design (flexible seismic design, continued)
V Elem 35.63 1.50 736 86 31 1419 Refer to upper level
V Elem 35.63 1.50 736 144 31 172 Compression
V Elem 42.38 1.50 1515 178 64 2304 Refer to upper level
V Elem 42.38 1.50 1515 296 64 972 Compression
V Elem 47.63 1.50 3030 1202 434 3164 Refer to upper level
V Elem 47.63 1.50 3030 2003 434 4563 Compression
Line C
C-1 L End 11.13 6.50 2270 182 66 2153 HTT4 16d 4235 0.51
C-1 L End 11.13 6.50 2270 304 66 2639 Compression 10312 0.26
C-1 R End 15.38 6.50 2270 182 66 2153 HTT4 16d 4235 0.51
C-1 R End 15.38 6.50 2270 304 66 2639 Compression 10312 0.26
Line D
D-1 L End 21.13 17.50 2019 284 102 1837 HTT4 16d 4235 0.43
D-1 L End 21.13 17.50 2019 473 102 2593 Compression 10312 0.25
D-1 R End 27.88 17.50 2019 284 102 1837 HTT4 16d 4235 0.43
D-1 R End 27.88 17.50 2019 473 102 2593 Compression 10312 0.25
Line E
E-1 L End 0.12 27.00 9865 4211 1519 7174 HDQ8-SDS 9230 0.78
E-1 L End 0.12 27.00 9865 7018 1519 18402 Compression 20625 0.89
t @ Elem 16.13 27.00 105 Refer to upper level
t @ Elem 18.38 27.00 164 Refer to upper level
E-1 R End 20.37 27.00 6609 2091 754 5272 HDQ8-SDS 9230 0.57
E-1 R End 20.37 27.00 6609 3485 754 10848 Compression 15469 0.70
t @ Elem 20.25 28.50 449 Refer to upper level
V Elem 20.63 28.50 1454 900 325 879 Refer to upper level
V Elem 20.63 28.50 1454 1500 325 3279 Compression
E-3 L End 23.13 28.50 5360 257 93 5645 HDQ8-SDS 9230 0.61
E-3 L End 23.13 28.50 5360 428 93 5431 Compression 15469 0.35
E-3 R End 27.63 28.50 5360 257 93 7217 HDQ8-SDS 9230 0.78
E-3 R End 27.63 28.50 5360 428 93 3859 Compression 15469 0.25
V Elem 39.13 28.50 4711 3020 1090 4891 Refer to upper level
V Elem 39.13 28.50 4711 5033 1090 8722 Compression
V Elem 39.38 25.25 1464 1464 Refer to upper level
V Elem 39.38 25.25 1464 1464 Compression
V Elem 39.38 28.50 0 1000 216 1216 Compression
V Elem 51.63 28.50 0 1000 216 1216 Compression
V Elem 51.63 25.25 1464 1464 Refer to upper level
V Elem 51.63 25.25 1464 1464 Compression
Line F
F-2 L End 35.12 33.50 732 540 195 387 HTT4 16d 4235 0.09
F-2 L End 35.12 33.50 732 900 195 1827 Compression 10312 0.18
F-2 R End 44.88 33.50 732 540 195 387 HTT4 16d 4235 0.09
F-2 R End 44.88 33.50 732 900 195 1827 Compression 10312 0.18
Level 2 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-2 L End 0.00 3.63 5453 509 184 5127 3CS14 7470 0.69
1-2 L End 0.00 3.63 5453 849 184 6486 Compression 10312 0.63
1-2 R End 0.00 8.38 5453 487 176 5142 3CS14 7470 0.69
1-2 R End 0.00 8.38 5453 811 176 6440 Compression 10312 0.62
1-4 L End 0.00 15.13 5439 284 102 5258 3CS14 7470 0.70
1-4 L End 0.00 15.13 5439 473 102 6014 Compression 10312 0.58
1-4 R End 0.00 20.13 5439 284 102 5258 3CS14 7470 0.70
1-4 R End 0.00 20.13 5439 473 102 6014 Compression 10312 0.58
V Elem 0.00 27.38 1411 924 333 821 Refer to upper level
V Elem 0.00 27.38 1411 1540 333 3285 Compression
Line 2
2-2 L End 21.00 -0.87 5315 2219 800 3897 2CS14 4980 0.78
2-2 L End 21.00 -0.87 5315 3698 800 9813 Compression 10312 0.95
2-2 R End 21.00 27.88 5315 2219 800 3897 2CS14 4980 0.78
2-2 R End 21.00 27.88 5315 3698 800 9813 Compression 10312 0.95
Line 5
5-1 L End 51.75 1.63 3397 1458 526 2466 2CS14 4980 0.50
5-1 L End 51.75 1.63 3397 2430 526 6353 Compression 10312 0.62
V Elem 51.75 5.13 1762 972 351 1141 Refer to upper level
V Elem 51.75 5.13 1762 1620 351 3733 Compression
V Elem 51.75 25.13 1762 972 351 1141 Refer to upper level
V Elem 51.75 25.13 1762 1620 351 3733 Compression
5-1 R End 51.75 28.38 3397 1458 526 2466 2CS14 4980 0.50
5-1 R End 51.75 28.38 3397 2430 526 6353 Compression 10312 0.62
Line A
A-1 L End 0.12 0.00 3001 1561 563 2003 CS14 2490 0.80
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Hold-Down and Compression Design (flexible seismic design, continued)
A-1 L End 0.12 0.00 3001 2601 563 6165 Compression 10312 0.60
V Elem 4.13 0.00 2213 408 147 1952 Refer to upper level
V Elem 4.13 0.00 2213 680 147 3040 Compression
V Elem 11.38 0.00 1729 319 115 1525 Refer to upper level
V Elem 11.38 0.00 1729 531 115 2375 Compression
A-1 On Op 1 12.38 0.00 5533 408 147 5272 Lintel (up)
A-1 On Op 1 12.38 0.00 5533 680 147 6360 Lintel (down)
V Elem 15.63 0.00 484 89 32 427 Refer to upper level
V Elem 15.63 0.00 484 149 32 665 Compression
A-1 R End 19.88 0.00 3001 1703 615 1912 CS14 2490 0.77
A-1 R End 19.88 0.00 3001 2839 615 6454 Compression 10312 0.63
A-2 L End 20.13 -1.50 5218 1148 414 4484 2CS14 4980 0.90
A-2 L End 20.13 -1.50 5218 1913 414 7544 Compression 10312 0.73
A-2 R End 31.13 -1.50 5218 1148 414 4484 2CS14 4980 0.90
A-2 R End 31.13 -1.50 5218 1913 414 7544 Compression 10312 0.73
A-3 L End 31.38 1.50 3030 1324 478 2183 CS14 2490 0.88
A-3 L End 31.38 1.50 3030 2207 478 5715 Compression 10312 0.55
V Elem 34.88 1.50 2250 264 95 2081 Refer to upper level
V Elem 34.88 1.50 2250 440 95 2785 Compression
V Elem 35.63 1.50 736 86 31 680 Refer to upper level
V Elem 35.63 1.50 736 144 31 911 Compression
A-3 On Op 1 40.12 1.50 5626 264 95 5457 Lintel (up)
A-3 On Op 1 40.12 1.50 5626 440 95 6161 Lintel (down)
V Elem 42.38 1.50 1515 178 64 1401 Refer to upper level
V Elem 42.38 1.50 1515 296 64 1875 Compression
A-3 R End 47.63 1.50 3030 1202 434 2262 CS14 2490 0.91
A-3 R End 47.63 1.50 3030 2003 434 5466 Compression 10312 0.53
Line E
E-1 L End 0.12 28.50 4725 3104 1120 2741 2CS14 4980 0.55
E-1 L End 0.12 28.50 4725 5173 1120 11017 Compression 15469 0.71
E-1 t @ Op 2 16.13 28.50 105 105 2CS14 4980 0.02
E-1 t @ Op 2 18.38 28.50 164 164 2CS14 4980 0.03
V Elem 20.37 28.50 1468 984 355 839 Refer to upper level
V Elem 20.37 28.50 1468 1640 355 3463 Compression
V Elem 20.63 28.50 1454 900 325 879 Refer to upper level
V Elem 20.63 28.50 1454 1500 325 3279 Compression
E-1 R End 39.13 28.50 4711 3020 1090 2781 2CS14 4980 0.56
E-1 R End 39.13 28.50 4711 5033 1090 10832 Compression 15469 0.70
V Elem 39.38 28.50 1464 600 216 1081 Refer to upper level
V Elem 39.38 28.50 1464 1000 216 2681 Compression
V Elem 51.63 28.50 1464 600 216 1081 Refer to upper level
V Elem 51.63 28.50 1464 1000 216 2681 Compression
Level 3 Hold-down, Compression
Line- Location [ft]or Lintel Force [lbs]Cap Crit
Wall Posit'n X Y T or C Dead Ev Cmb'd
Hold-down
Model or Force
Type
[lbs]Resp.
Line 1
1-2 L End 0.00 8.38 1411 924 333 821 CS14 2490 0.33
1-2 L End 0.00 8.38 1411 1540 333 3285 Compression 10312 0.32
1-2 R End 0.00 27.38 1411 924 333 821 CS14 2490 0.33
1-2 R End 0.00 27.38 1411 1540 333 3285 Compression 10312 0.32
Line 2
2-2 L End 21.00 -0.87 1764 1044 377 1097 CS14 2490 0.44
2-2 L End 21.00 -0.87 1764 1740 377 3881 Compression 10312 0.38
2-2 R End 21.00 27.88 1764 1044 377 1097 CS14 2490 0.44
2-2 R End 21.00 27.88 1764 1740 377 3881 Compression 10312 0.38
Line 5
5-1 L End 51.75 5.13 1762 972 351 1141 CS14 2490 0.46
5-1 L End 51.75 5.13 1762 1620 351 3733 Compression 10312 0.36
5-1 R End 51.75 25.13 1762 972 351 1141 CS14 2490 0.46
5-1 R End 51.75 25.13 1762 1620 351 3733 Compression 11601 0.32
Line A
A-2 L End 4.13 0.00 2213 408 147 1952 CS14 2490 0.78
A-2 L End 4.13 0.00 2213 680 147 3040 Compression 10312 0.29
A-2 R End 12.38 0.00 2213 408 147 1952 CS14 2490 0.78
A-2 R End 12.38 0.00 2213 680 147 3040 Compression 11601 0.26
A-4 L End 20.13 -1.50 2197 540 195 1852 CS14 2490 0.74
A-4 L End 20.13 -1.50 2197 900 195 3291 Compression 10312 0.32
A-4 R End 31.13 -1.50 2197 540 195 1852 CS14 2490 0.74
A-4 R End 31.13 -1.50 2197 900 195 3291 Compression 11601 0.28
A-6 L End 34.88 1.50 2250 264 95 2081 CS14 2490 0.84
A-6 L End 34.88 1.50 2250 440 95 2785 Compression 10312 0.27
A-6 R End 40.12 1.50 2250 264 95 2081 CS14 2490 0.84
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Hold-Down and Compression Design (flexible seismic design, continued)
A-6 R End 40.12 1.50 2250 440 95 2785 Compression 10312 0.27
Line E
E-1 L End 0.12 27.50 1468 984 355 839 CS14 2490 0.34
E-1 L End 0.12 27.50 1468 1640 355 3463 Compression 10312 0.34
E-1 R End 20.37 27.50 1468 984 355 839 CS14 2490 0.34
E-1 R End 20.37 27.50 1468 1640 355 3463 Compression 10312 0.34
E-2 L End 20.63 28.50 1454 900 325 879 CS14 2490 0.35
E-2 L End 20.63 28.50 1454 1500 325 3279 Compression 10312 0.32
E-2 R End 39.13 28.50 1454 900 325 879 CS14 2490 0.35
E-2 R End 39.13 28.50 1454 1500 325 3279 Compression 11601 0.28
E-3 L End 39.38 25.25 1464 600 216 1081 CS14 2490 0.43
E-3 L End 39.38 25.25 1464 1000 216 2681 Compression 10312 0.26
E-3 R End 51.63 25.25 1464 600 216 1081 CS14 2490 0.43
E-3 R End 51.63 25.25 1464 1000 216 2681 Compression 10312 0.26
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element – Shearline
Posit'n: Position of stud pack that hold-down is attached to:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of nth opening in wall
Over Op n - Lintel force over the nth opening in wall
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Hold-down, Compression, or Lintel Force: Upwards tension force on hold-down at one end of the wall, downward compression force on studs at the
other end, or lintel design force above opening.
T or C – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7. For perforated walls = V x h / Co sum (bi) from Eqn. 4.3-8. Negative
when it is a tension component of a combined compression force.
V = Force on wall segment, ASD-factored by 0.70.
h = Wall height , beff = wall segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width).
Dead – Dead load concentrated at wall end, factored for ASD by beff = wall segment length b - 2 x user-input hold-down offset. for tension and 1.0
for compression
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = 0.2 Sds x 0.7 ASD factor x unfactored D = 0.60 Sds D (comp), 0.233 Sds D (tens).
Cmb'd – Abs. value of +/- overturning force - dead force +/- vertical seismic forces. May also include the uplift force t from perforated walls from
SDPWS 4.3.6.4.2.1 when openings are staggered.
Hold-down – Model or Force Type:
At tension end – Model number of device used from hold-down database
At compression end "Compression"
Lintel design force over opening – "Lintel (up)" or "Lintel (down)" depending on direction of force
Cap Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details.
Crit. Resp: Critical Response = Combined tension force / hold-down capacity or combined compression force / bottom plate resistance.
Notes:
HTT4 (18-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 18 0.162" x 2.5" screws; 5/8" anchor bolt.
HDQ8-SDS3 for studs with thickness > 4.5" and depth > 3.5" : Uses 20 1/4" x 3" SDS heavy-duty screws; 7/8" anchor bolt.
HTT5 (26-16d x 2.5) for studs with thickness > 3" and depth > 3.5" : Uses 26 0.162 x 2.5" screws; 5/8" anchor bolt.
Forces shown are those arising from both lateral force directions, and include contributions from hold-down and compression forces on upper
levels.
Combined tension force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh = -T
Combined compression force from combination 8 = 0.6D + 0.7Ev + 0.7Eh; Eh = C. Designer is responsible for checking load combination 9 which
includes live and snow loads not included in Shearwalls.
For lintel design force above openings, V for overturning force T or C is multiplied by overstrength factor omega = [3.0, 2.5] as per ASCE 7 12.3.3.3,
12.4.3.1, and Table 12.2.
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, to the Shear Results table for shear force V and perforated factor Co., and to the Seismic Information table for the calculation of Ev.
Designer is also responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
Live and snow loads not included, which ensures maximum effect for hold-down forces but is non-conservative for compression design and for
downwards lintel design forces.
45
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COLLECTOR FORCES (flexible seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 2
Shearline force 19604 19604
2-2 Left Wall End 21.00 -1.00 -327 327
2-2 Right Wall End 21.00 28.00 327 -327
Line 3
Shearline force 4862 4862
3-1 Right Wall End 31.25 12.50 2917 -2917
Line 5
Shearline force 13854 13854
5-3 Left Wall End 51.75 9.50 -1424 1424
Line A
Shearline force 18800 18800
A-1 Right Wall End 11.25 0.00 9283 -9283
A-5 Left Wall End 23.50 -1.50 1763 -1763
A-5 Right Wall End 27.25 -1.50 2256 -2256
Line C
Shearline force 3264 3264
C-1 Left Wall End 11.00 6.50 -1149 1149
C-1 Right Wall End 15.50 6.50 1645 -1645
Line D
Shearline force 4610 4610
D-1 Left Wall End 21.00 17.50 -1871 1871
D-1 Right Wall End 28.00 17.50 2116 -2116
Line E
Shearline force 20649 20649
E-1 Right Wall End 20.50 27.00 8585 -8585
E-3 Left Wall End 23.00 28.50 7587 -7587
E-3 Right Wall End 27.75 28.50 9576 -9576
Line F
Shearline force 2414 2414
F-2 Left Wall End 35.00 33.50 -729 729
F-2 Right Wall End 45.00 33.50 679 -679
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 8069 8069
1-2 Left Wall End 0.00 3.50 -991 991
1-2 Right Wall End 0.00 8.50 1530 -1530
1-4 Left Wall End 0.00 15.00 -311 311
1-4 Right Wall End 0.00 20.25 2336 -2336
Line 2
Shearline force 15544 15544
2-2 Left Wall End 21.00 -1.00 -259 259
2-2 Right Wall End 21.00 28.00 259 -259
Line 5
Shearline force 10438 10438
5-1 Left Opening 1 51.75 8.00 797 -797
5-1 Right Opening 1 51.75 14.50 -1716 1716
Line A
Shearline force 16766 16766
A-1 Left Opening 1 11.50 0.00 1450 -1450
A-1 Right Opening 1 15.50 0.00 154 -154
A-3 Left Opening 1 35.75 1.50 2708 -2708
A-3 Right Opening 1 42.25 1.50 602 -602
A-3 Right Wall End 47.75 1.50 1296 -1296
Line E
Shearline force 17284 17284
E-1 Left Opening 1 16.25 28.50 2541 -2541
E-1 Right Opening 1 18.25 28.50 1873 -1873
E-1 Left Opening 2 24.25 28.50 2811 -2811
E-1 Right Opening 2 26.25 28.50 2143 -2143
E-1 Right Wall End 39.25 28.50 4175 -4175
Level 3 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 4190 4190
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COLLECTOR FORCES (flexible seismic design, continued)
1-2 Left Wall End 0.00 8.25 -1257 1257
Line 2
Shearline force 7924 7924
2-2 Left Wall End 21.00 -1.00 -132 132
2-2 Right Wall End 21.00 28.00 132 -132
Line 5
Shearline force 5507 5507
5-1 Left Opening 1 51.75 15.00 -308 308
5-1 Right Opening 1 51.75 17.50 100 -100
5-1 Left Opening 2 51.75 20.75 -253 253
5-1 Right Opening 2 51.75 23.25 155 -155
5-1 Left Opening 1 51.75 15.00 657 657
5-1 Right Opening 1 51.75 17.50 213 213
5-1 Left Opening 2 51.75 20.75 539 539
5-1 Right Opening 2 51.75 23.25 332 332
Line A
Shearline force 8474 8474
A-2 Left Wall End 4.00 0.00 -762 762
A-2 Left Opening 1 6.50 0.00 -609 609
A-2 Right Opening 1 9.00 0.00 258 -258
A-2 Right Wall End 12.50 0.00 472 -472
A-4 Left Wall End 20.00 -1.50 -956 956
A-4 Left Opening 1 21.75 -1.50 -1010 1010
A-4 Right Opening 1 27.00 -1.50 809 -809
A-4 Right Wall End 31.25 -1.50 677 -677
A-6 Left Wall End 34.75 1.50 11 -11
A-6 Right Wall End 40.25 1.50 809 -809
A-2 Left Opening 1 6.50 0.00 447 447
A-2 Right Opening 1 9.00 0.00 626 626
A-4 Left Opening 1 21.75 -1.50 658 658
A-4 Right Opening 1 27.00 -1.50 1598 1598
Line E
Shearline force 9147 9147
E-1 Left Opening 1 3.50 27.50 102 -102
E-1 Right Opening 1 6.00 27.50 -400 400
E-1 Left Opening 2 9.75 27.50 -355 355
E-1 Right Opening 2 16.75 27.50 -1593 1593
E-2 Left Opening 1 24.00 28.50 -1743 1743
E-2 Right Opening 1 31.00 28.50 -469 469
E-2 Left Opening 2 35.25 28.50 -966 966
E-2 Right Opening 2 37.25 28.50 -602 602
E-2 Left Opening 1 24.00 28.50 907 907
E-2 Right Opening 1 31.00 28.50 1102 1102
E-2 Left Opening 2 35.25 28.50 390 390
E-2 Right Opening 2 37.25 28.50 184 184
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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DEFLECTION (flexible seismic design)
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-1 3 Both ExtS 382.4 27.00 9.00 16.5 .004 32.6 219 .016 .106 0.08 0.19
Line 2
2-2 4 Both 1S 646.6 29.00 9.00 33.0 .003 39.6 214 .015 .147 0.10 0.25
Line 3
3-1 3 Both ExtS 162.9 14.00 9.00 16.5 .003 32.6 219 .016 .045 0.15 0.19
Line 5
5-3 3 Both ExtS 539.0 24.00 9.00 16.5 .006 32.6 219 .016 .149 0.13 0.28
Line A
A-1 1 W->E ExtS 894.3 11.25 9.00 33.0 .010 54.2 187 .010 .149 0.26 0.42
E->W ExtS 894.3 11.25 9.00 33.0 .010 54.2 187 .010 .149 0.24 0.40
A-2 1 Both 1S 894.3 7.00 9.00 16.5 .032 54.2 187 .010 .149 0.71 0.89
A-5 1 Both ExtS 745.3 3.75 9.00 24.8 .033 54.2 187 .010 .124 0.75 0.91
Line C
C-1 3 Both 1S 340.3 4.50 9.00 16.5 .019 32.6 219 .016 .094 0.67 0.79
Line D
D-1 3 Both 1S 309.0 7.00 9.00 16.5 .011 32.6 219 .016 .085 0.40 0.50
Line E
E-1 4 Both ExtS 806.0 20.50 9.00 28.3 .006 39.6 214 .015 .183 0.14 0.33
E-3 4 W->E ExtS 806.0 4.75 9.00 24.8 .029 39.6 214 .015 .183 0.60 0.81
E->W ExtS 806.0 4.75 9.00 24.8 .029 39.6 214 .015 .183 0.65 0.86
Line F
F-2 3 Both ExtS 113.3 10.00 9.00 16.5 .003 32.6 219 .016 .031 0.20 0.24
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 2
Line 1
1-2 4 S->N ExtS 822.3 5.00 9.00 16.5 .042 39.6 214 .015 .187 0.61 0.84
N->S ExtS 822.3 5.00 9.00 16.5 .042 39.6 214 .015 .187 0.60 0.83
1-4 4 S->N ExtS 822.3 5.25 9.00 16.5 .040 39.6 214 .015 .187 0.58 0.80
N->S ExtS 822.3 5.25 9.00 16.5 .040 39.6 214 .015 .187 0.56 0.79
Line 2
2-2 3 Both 1S 558.8 29.00 9.00 16.5 .005 32.6 219 .016 .154 0.11 0.27
Line 5
5-1 3 Both ExtS 532.7 20.50 9.00 16.5 .007 32.6 219 .016 .147 0.14 0.29
Line A
A-1 3 Both ExtS 468.9 16.00 9.00 16.5 .007 32.6 219 .016 .129 0.18 0.31
A-2 3 W->E ExtS 468.9 11.25 9.00 16.5 .011 32.6 219 .016 .129 0.27 0.41
E->W ExtS 468.9 11.25 9.00 16.5 .011 32.6 219 .016 .129 0.26 0.40
A-3 3 W->E ExtS 468.9 10.00 9.00 16.5 .012 32.6 219 .016 .129 0.29 0.43
E->W ExtS 468.9 10.00 9.00 16.5 .012 32.6 219 .016 .129 0.28 0.42
Line E
E-1 3 Both ExtS 513.2 35.25 9.00 24.8 .002 32.6 219 .016 .142 0.07 0.22
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 3
Line 1
1-2 3 Both ExtS 248.7 19.25 8.00 16.5 .002 32.6 219 .016 .061 0.12 0.19
Line 2
2-2 5 Both 1S 312.3 29.00 8.00 16.5 .002 25.1 219 .016 .099 0.08 0.18
Line 5
5-1 3 W->E - - 20.25 8.00 - - - - - - - 0.75
E->W - - 20.25 8.00 - - - - - - - 0.74
5-1,1 S->N ExtS 369.4 10.00 6.75 16.5 .004 32.6 219 .016 .076 0.21 0.29
N->S ExtS 369.4 10.00 6.75 16.5 .004 32.6 219 .016 .076 0.20 0.28
5-1,2 S->N ExtS 517.4 3.25 5.50 16.5 .009 32.6 219 .016 .087 0.56 0.66
N->S ExtS 517.4 3.25 5.50 16.5 .009 32.6 219 .016 .087 0.55 0.64
5-1,3 S->N ExtS 458.8 2.00 6.75 16.5 .027 32.6 219 .016 .095 1.19 1.31
N->S ExtS 458.8 2.00 6.75 16.5 .027 32.6 219 .016 .095 1.16 1.28
Line A
A-2 4 W->E - - 8.50 8.00 - - - - - - - 0.91
E->W - - 8.50 8.00 - - - - - - - 0.88
A-2,1 W->E ExtS 543.4 2.50 6.75 16.5 .026 39.6 214 .015 .093 0.94 1.06
E->W ExtS 543.4 2.50 6.75 16.5 .026 39.6 214 .015 .093 0.91 1.03
A-2,2 W->E ExtS 543.4 3.50 6.75 16.5 .018 39.6 214 .015 .093 0.65 0.76
E->W ExtS 543.4 3.50 6.75 16.5 .018 39.6 214 .015 .093 0.63 0.74
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DEFLECTION (flexible seismic design, continued)
A-4 4 W->E - - 11.25 8.00 - - - - - - - 1.17
E->W - - 11.25 8.00 - - - - - - - 1.12
A-4,1 W->E ExtS 719.2 1.75 6.75 16.5 .048 39.6 214 .015 .122 1.48 1.65
E->W ExtS 719.2 1.75 6.75 16.5 .048 39.6 214 .015 .122 1.40 1.57
A-4,2 W->E ExtS 719.2 4.25 6.75 16.5 .020 39.6 214 .015 .122 0.54 0.68
E->W ExtS 719.2 4.25 6.75 16.5 .020 39.6 214 .015 .122 0.52 0.67
A-6 4 W->E ExtS 383.6 5.50 8.00 16.5 .012 39.6 214 .015 .077 0.47 0.56
E->W ExtS 383.6 5.50 8.00 16.5 .012 39.6 214 .015 .077 0.45 0.54
Line E
E-1 3 W->E ExtS 256.3 10.09 8.00 16.5 .005 32.6 219 .016 .063 0.24 0.31
E->W ExtS 256.3 10.09 8.00 16.5 .005 32.6 219 .016 .063 0.24 0.30
E-2 3 W->E - - 18.75 8.00 - - - - - - - 0.85
E->W - - 18.75 8.00 - - - - - - - 0.83
E-2,1 W->E ExtS 487.7 3.50 6.75 16.5 .016 32.6 219 .016 .101 0.65 0.76
E->W ExtS 487.7 3.50 6.75 16.5 .016 32.6 219 .016 .101 0.62 0.74
E-2,2 Both ExtS 569.7 4.25 5.50 16.5 .008 32.6 219 .016 .096 0.42 0.52
E-2,3 W->E ExtS 338.3 2.00 6.75 16.5 .020 32.6 219 .016 .070 1.16 1.25
E->W ExtS 338.3 2.00 6.75 16.5 .020 32.6 219 .016 .070 1.14 1.23
E-3 3 Both ExtS 256.3 12.50 8.00 16.5 .004 32.6 219 .016 .063 0.19 0.26
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – Unfactored (strength-level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 ij / (i + j) x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvtv + 0.75 en) from SDPWS Eqn. C4.2.3-3.
vs = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, varies linearly to value at capacity for other materials.
Vn = Strength-level shear force per nail along panel edge at ASD capacity = 1.4 vs.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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HOLD-DOWN DISPLACEMENT (flexible seismic design)
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-1 S->N HTT4 16d 0 .000 .000 0.000 - - .209 6727 0.018 0.23 0.08
N->S HTT4 16d 0 .000 .000 0.000 - - .209 7183 0.019 0.23 0.08
Line 2
2-2 Both HDQ8-SDS 7808 .077 .003 0.080 - - .209 19118 0.035 0.32 0.10
Line 3
3-1 Both HTT4 16d 233 .008 .000 0.008 - - .209 2753 0.007 0.22 0.15
Line 5
5-3 Both HTT4 16d 3335 .111 .003 0.114 - - .209 7655 0.021 0.34 0.13
Line A
A-1 W->E HDQ8-SDS 8905 .088 .003 0.091 - - .209 15645 0.022 0.32 0.26
E->W HDQ8-SDS 5759 .057 .002 0.059 - - .209 16132 0.024 0.29 0.24
A-2 Both HTT5 16d 8347 .287 .007 0.294 - - .209 8347 0.026 0.53 0.71
A-5 Both HDQ8-SDS 6849 .068 .002 0.070 - - .209 7524 0.013 0.29 0.75
Line C
C-1 Both HTT4 16d 2939 .098 .003 0.100 - - .209 3546 0.009 0.32 0.67
Line D
D-1 Both HTT4 16d 2411 .080 .002 0.082 - - .209 3356 0.009 0.30 0.40
Line E
E-1 W->E HDQ8-SDS 7075 .070 .003 0.072 - - .209 12926 0.028 0.31 0.14
E->W HDQ8-SDS 5956 .059 .002 0.061 - - .209 21110 0.043 0.31 0.14
E-3 W->E HDQ8-SDS 7871 .078 .003 0.080 - - .209 5197 0.009 0.30 0.60
E->W HDQ8-SDS 10116 .100 .004 0.103 - - .209 7443 0.013 0.33 0.65
Line F
F-2 Both HTT4 16d 146 .005 .000 0.005 - - .209 1946 0.005 0.22 0.20
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 2
Line 1
1-2 S->N 3CS14 6941 .013 .000 0.013 - - .281 8601 0.028 0.32 0.61
N->S 3CS14 6979 .007 .000 0.007 - - .281 8639 0.028 0.32 0.60
1-4 S->N 3CS14 7298 .014 .000 0.014 - - .281 8243 0.025 0.32 0.58
N->S 3CS14 7298 .007 .000 0.007 - - .281 8243 0.025 0.31 0.56
Line 2
2-2 S->N 2CS14 3896 .011 .000 0.011 - - .281 11291 0.053 0.34 0.11
N->S 2CS14 3896 .005 .000 0.005 - - .281 11291 0.053 0.34 0.11
Line 5
5-1 S->N 2CS14 2423 .007 .000 0.007 - - .281 7283 0.019 0.31 0.14
N->S 2CS14 2423 .003 .000 0.003 - - .281 7283 0.019 0.30 0.13
Line A
A-1 W->E CS14 1686 .009 .000 0.009 - - .281 7126 0.019 0.31 0.18
E->W CS14 1448 .008 .000 0.008 - - .281 6888 0.018 0.31 0.18
A-2 W->E 2CS14 5542 .016 .000 0.016 - - .281 9367 0.033 0.33 0.27
E->W 2CS14 5542 .008 .000 0.008 - - .281 9367 0.033 0.32 0.26
A-3 W->E CS14 2121 .012 .000 0.012 - - .281 6331 0.017 0.31 0.29
E->W CS14 2325 .007 .000 0.007 - - .281 6535 0.017 0.30 0.28
Line E
E-1 W->E 2CS14 235 .001 .000 0.001 - - .281 -149 0.000 0.28 0.07
E->W 2CS14 149 .000 .000 0.000 - - .281 -235 0.000 0.28 0.07
Wall,Hold-Tens.Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 3
Line 1
1-2 S->N CS14 476 .003 .000 0.003 - - .281 3556 0.009 0.29 0.12
N->S CS14 476 .001 .000 0.001 - - .281 3556 0.009 0.29 0.12
Line 2
2-2 S->N CS14 780 .004 .000 0.004 - - .281 4260 0.011 0.30 0.08
N->S CS14 780 .002 .000 0.002 - - .281 4260 0.011 0.29 0.08
Line 5
5-1,1 S->N CS14 1758 .010 .000 0.010 - - .281 3558 0.009 0.30 0.21
N->S CS14 1558 .004 .000 0.004 - - .281 3358 0.009 0.29 0.20
5-1,2 S->N CS14 2623 .015 .000 0.015 - - .281 3543 0.009 0.30 0.56
N->S CS14 2623 .007 .000 0.007 - - .281 3543 0.009 0.30 0.55
5-1,3 S->N CS14 3339 .019 .000 0.019 - - .281 3539 0.009 0.31 1.19
N->S CS14 3539 .010 .000 0.010 - - .281 3739 0.010 0.30 1.16
Line A
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HOLD-DOWN DISPLACEMENT (flexible seismic design, continued)
A-2,1 W->E CS14 3875 .022 .000 0.022 - - .281 4475 0.012 0.31 0.94
E->W CS14 3675 .010 .000 0.010 - - .281 4275 0.011 0.30 0.91
A-2,2 W->E CS14 3470 .020 .000 0.020 - - .281 4230 0.011 0.31 0.65
E->W CS14 3670 .010 .000 0.010 - - .281 4430 0.012 0.30 0.63
A-4,1 W->E CS14 5663 .032 .000 0.032 - - .281 6083 0.016 0.33 1.48
E->W CS14 5243 .015 .000 0.015 - - .281 5663 0.015 0.31 1.40
A-4,2 W->E CS14 4398 .025 .000 0.025 - - .281 5498 0.015 0.32 0.54
E->W CS14 4818 .014 .000 0.014 - - .281 5918 0.016 0.31 0.52
A-6 W->E CS14 2775 .016 .000 0.016 - - .281 3655 0.010 0.31 0.47
E->W CS14 2775 .008 .000 0.008 - - .281 3655 0.010 0.30 0.45
Line E
E-1 W->E CS14 458 .003 .000 0.003 - - .281 3738 0.010 0.29 0.24
E->W CS14 458 .001 .000 0.001 - - .281 3738 0.010 0.29 0.24
E-2,1 W->E CS14 3265 .018 .000 0.018 - - .281 4385 0.012 0.31 0.65
E->W CS14 2705 .008 .000 0.008 - - .281 3825 0.010 0.30 0.62
E-2,2 W->E CS14 2429 .014 .000 0.014 - - .281 3829 0.010 0.30 0.42
E->W CS14 2829 .008 .000 0.008 - - .281 4229 0.011 0.30 0.41
E-2,3 W->E CS14 2449 .014 .000 0.014 - - .281 2609 0.007 0.30 1.16
E->W CS14 2609 .007 .000 0.007 - - .281 2769 0.007 0.30 1.14
E-3 W->E CS14 1092 .006 .000 0.006 - - .281 3092 0.008 0.30 0.19
E->W CS14 1092 .003 .000 0.003 - - .281 3092 0.008 0.29 0.19
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. – Accumulated hold-down tension force T and compression end force C from strength-level seismic overturning and unfactored dead
loads, per ASCE 7 12.8.6. Live and snow loads are not considered in C.
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (0.7 T / ASD hold-down capacity) x max strength-level elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
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0'
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5-
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E-1
2-
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F-3F-2
2-
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A-3
A-6A-5
A-2
C-1
D-1
E-2
5-
2
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s)
Level 1 of 3
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
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1
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2-
2
1-
5
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A-4
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s)
Level 2 of 3
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A-4
2-
1 3-
1
2-
3
E-34-
2
B-1
4-
1
A-3A-2
A-7A-6
1-
2
2-
2
Segmented Perforated FTAO Non-shearwall Non-wood / Proprietary Orange = Selected wall(s)
Level 3 of 3
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