HomeMy WebLinkAbout123 W Huntington Dr - 2024 - Hilton Hotel EBM SystemsEBM0.1
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
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55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
GENERAL NOTES
1.VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS & SITE CONDITIONS BEFORE STARTING WORK.
NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
2.CONFLICTS: NOTES & DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES &
TYPICAL DETAILS IN CASE OF CONFLICT. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS
OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
3.SUBSTITUTIONS: PROVIDE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS & A LIST OF
ALL PROPOSED SUBSTITUTIONS TO THE ENGINEER FOR REVIEW & WRITTEN APPROVAL BEFORE
FABRICATION.
4.SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE
WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DWGS.
5.CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS & SPECIFICATIONS
REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCES
OF CONSTRUCTION. TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE
STRUCTURE DURING CONSTRUCTION. NEITHER THE OWNER NOR ARCHITECT / ENGINEER WILL ENFORCE
SAFETY MEASURES OR REGULATIONS. CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL
SAFETY DEVICES, INCLUDING SHORING AND BRACING. THE CONTRACTOR SHALL SUPERVISE AND DIRECT
THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES, AND PROCEDURES.
6.CHANGES TO DRAWINGS: OBTAIN PRIOR WRITTEN APPROVAL.
7.OPTIONS: OPTIONS ARE FOR THE CONTRACTOR'S CONVENIENCE. HE SHALL BE RESPONSIBLE FOR ALL
CHANGES NECESSARY IF HE CHOOSES AN OPTION AND SHALL COORDINATE ALL DETAILS. THE COST OF
ADDITIONAL DESIGN WORK NECESSITATED BY THE SELECTION OF AN OPTION SHALL BE BORNE BY THE
CONTRACTOR.
8.ADDITIONAL DESIGN: THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS OR OMISSIONS IN
CONSTRUCTION SHALL BE BORNE BY THE CONTRACTOR.
9.COORDINATION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL
TRADES & SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE
PROCEEDING WITH THE WORK.
10.EXISTING CONDITIONS: ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS
IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL
CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEERS SO THAT
PROPER REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE
WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER.
11.EXISTING STRUCTURE: ADEQUACY OF EXISTING STRUCTURE TO SUPPORT THE IMPOSED LOADS SHALL BE
VERIFIED BY THE PARENT BUILDING STRUCTURAL ENGINEER OF RECORD OR STRUCTURAL ENGINEER FOR
THE PROJECT.
12.WATERPROOFING: GENERAL CONTRACTOR OR DESIGNATED WATERPROOF IS FULLY RESPONSIBLE FOR
WEATHERPROOFING ALL PENETRATIONS IN ROOF AND/OR WALL COVERINGS DUE TO INSTALLATION OF
NEW ASSEMBLIES.
13.COMPLETION: UPON COMPLETION OF THIS SCOPE OF WORK, IT SHALL BECOME THE RESPONSIBILITY OF
THE GENERAL CONTRACTOR OR OWNER TO PROTECT THIS WORK FROM ANY DAMAGE DURING THE
REMAINDER OF CONSTRUCTION OF THIS PROJECT.
14.MODIFICATIONS: ANY MODIFICATIONS TO THE INSTALLED SYSTEM SHALL BE PERFORMED ONLY AND
EXCLUSIVELY BY THE INSTALLING CONTRACTOR RESPONSIBLE FOR THE SYSTEM. MODIFICATIONS MADE
BY ANY OTHER PARTY TRANSFERS LIABILITY TO THAT PARTY MAKING THE MODIFICATIONS.
DESIGN STANDARDS & CODES:
1.ALL MATERIALS, WORK & DESIGN SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
·2022 CALIFORNIA CODE OF REGULATIONS (CCR) - TITLE 24
·2022 CALIFORNIA BUILDING CODE (CBC)
·2021 INTERNATIONAL BUILDING CODE (IBC)
·ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDING AND OTHER STRUCTURES
·CAL/OSHA INDUSTRY SAFETY ORDERS - TITLE 8 INDUSTRIAL RELATIONS
··ARTICLE 5 - WINDOW CLEANING
··ARTICLE 6 - POWERED PLATFORMS AND EQUIPMENT FOR BUILDING MAINTENANCE
·FEDERAL OSHA STANDARDS - 29 CFR 1910.66 POWERED PLATFORMS FOR BUILDING MAINTENANCE
·ASME A120.1-2014 - SAFETY REQUIREMENTS FOR POWERED PLATFORMS AND TRAVELING LADDERS AND
GANTRIES FOR BUILDING MAINTENANCE
·ANSI/ASSP Z359 (LATEST REVISION) SAFETY REQUIREMENTS FOR PERSONAL FALL ARREST SYSTEMS,
SUBSYSTEMS AND COMPONENTS
·APPLICABLE PROVISIONS OF NEMA AND THE NATIONAL ELECTRIC SAFETY CODE
STEEL NOTES:
1.ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN STRICT ACCORDANCE WITH THE LATEST
EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.).
2.THE FOLLOWING STEEL MATERIAL SHALL CONFORM TO THEIR RESPECTIVE ASTM STANDARDS NOTED:
2.A.ANCHOR RODS A307
2.B.OTHER SHAPES A36
2.C.PLATES A572 GR 50
2.D.HSS TUBE A500 GR B OR GR C
2.E.WIRE ROPE A492 (STAINLESS STEEL)
ALUMINUM NOTES:
1.ALL STRUCTURAL ALUMINUM SHALL BE FABRICATED AND ERECTED IN STRICT ACCORDANCE WITH THE
LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.).
2.THE FOLLOWING ALUMINUM MATERIAL SHALL CONFORM TO THEIR RESPECTIVE ASTM STANDARDS NOTED:
2.A.PLATES 6161-T6 B308/B308M
2.B.HSS 6061-T6 B308/B308M
WELDING NOTES:
1.ALL WELDING IS TO COMPLY WITH AWS STANDARDS AND IS TO BE DONE BY WELDERS CERTIFIED FOR THE
TYPE OF WELDING TO BE PERFORMED AS REQUIRED
2.ALL WELDING IS TO BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES, E70-T4 ELECTRODE
IS NOT ALLOWED.
3.ALL EXPOSED FIELD WELDS SHALL BE APPLIED WITH A COLD GALVANIZING SPRAY OR EQUIVALENT
CORROSIVE-RESISTANT SUBSTANCE.
HARDWARE NOTES:
1.ALL BOLTED CONNECTIONS SHALL BE TURN-OF-NUT TIGHTENING. BOLTS SHALL BE INSTALLED IN THE
HOLES OF THE CONNECTION AND BROUGHT TO A SNUG-TIGHT CONDITION. SNUG TIGHT AS DEFINED AS
THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE
ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A PERSON USING AN
ORDINARY SPUD WRENCH. AFTER OBTAINING A SNUG-TIGHT CONDITION, TURN EACH NUT OF THE
CONNECTION AN ADDITIONAL 13 TURN.
2.ALL FALL PROTECTION COMPONENTS & HARDWARE SHALL BE STAINLESS STEEL OR GALVANIZED.
EXTERIOR BUILDING MAINTENANCE DESIGN NOTES:
1.A 42" PARAPET IS REQUIRED AT ALL:
A.SCHEDULED MAINTENANCE WORK AREAS WHERE A WORKER MUST PASS WITHIN 6' OF A ROOF EDGE.
B.EBM EQUIPMENT LOCATIONS.
C.LOCATIONS WHERE A WORKER MUST PASS WITHIN 6' OF A FALL HAZARD EXCEEDING 30" ON A ROUTINE
BASIS.
D.SKYLIGHTS AND OTHER FLOOR OPENINGS.
2.EBM EQUIPMENT MAY NOT BE TRANSFERRED BETWEEN ROOF LEVELS AND MUST BE STORED AT THE
LEVEL IN WHICH IT WILL BE USED
3.PERMANENT ACCESS IS REQUIRED TO ANY ROOFTOP WHERE EBM EQUIPMENT, MECHANICAL EQUIPMENT,
SOLAR PANELS AND/OR ROOF DRAINS ARE PRESENT.
4.POWER LINES MUST NOT PASS WITHIN 15' OF A BUILDING FACADE WHERE EBM EQUIPMENT IS BEING
UTILIZED ON A ROUTINE BASIS.
5.LAG SCREWS MAY NOT BE USED IN NEW OR REPLACEMENT INSTALLATIONS.
EBM SYSTEM DESCRIPTION
AT THE BUILDING PERIMETER, GROUND-RIGGED POWERED PLATFORMS SUSPENDED BY PORTABLE OUTRIGGER
SYSTEMS SHALL BE USED TO ACCESS THE FACADE FOR EXTERIOR WINDOW CLEANING.
THE POWERED PLATFORMS ALONG WITH ANY ADDITIONAL RIGGING EQUIPMENT SHALL BE PROVIDED BY THE
WINDOW CLEANING CONTRACTOR ON AN AS-NEEDED BASIS AS SPECIFIED ON THE OPERATING PROCEDURES
OUTLINE SHEET (OPOS).
WINDOW CLEANING AT WINDOWS BELOW 48' FROM GRADE OR TERRACE SHALL BE PERFORMED USING
WATER-FED EXTENSION POLES AND/OR PORTABLE LADDERS WHERE POSSIBLE.
UNSCHEDULED BUILDING MAINTENANCE (I.E. PAINTING, CAULKING, WINDOW REPLACEMENT, ETC.) SHALL BE
DONE USING EITHER BUILT-UP SCAFFOLDING SYSTEMS, AERIAL LIFTS, TIE-BACK ANCHORS OR OTHER EBM
EQUIPMENT SHOWN
EXTERIOR BUILDING MAINTENANCE
HILTON ARCADIA
123 W HUNTINGTON DR. ARCADIA, CA 91007
SHEET INDEX
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
3
08/21/2024
STATEMENT OF GENERAL CONFORMANCE
FOR PROJECTS WHICH UTILIZE "DEFERRED SUBMITTAL" PLANS, INCLUDING BUT NOT LIMITED TO SHOP DRAWINGS,
PREPARED BY OTHER LICENSED DESIGN PROFESSIONALS AND/OR CONSULTANTS, NOT UNDER RESPONSIBLE CHARGE/DIRECTION OF THE DESIGNATED
ARCHITECT/ENGINEER OF RECORD
(CITY PERMIT NO. _____________________________________)
o THE DRAWINGS OR SHEETS LISTED ON THE COVER OR INDEX SHEET
o THIS DRAWING, PAGE OF SPECIFICATIONS/CALCULATIONS
HAVE BEEN PREPARED BY OTHER DESIGN PROFESSIONALS OR CONSULTANTS WHO ARE LICENSED AND/OR AUTHORIZED TO PREPARE SUCH
DRAWINGS IN THIS STATE. IT HAS BEEN EXAMINED BY ME FOR:
1.DESIGN INTENT AND APPEARS TO MEET THE APPROPRIATE REQUIREMENTS OF TITLE 24, CALIFORNIA CODE OF REGULATIONS AND THE
PROJECT SPECIFICATIONS PREPARED BY ME, AND
2.COORDINATION WITH MY PLANS AND SPECIFICATIONS AND IS ACCEPTABLE FOR INCORPORATION INTO THE CONSTRUCTION OF THIS
PROJECT.
THE STATEMENT OF GENERAL CONFORMANCE SHALL NOT BE CONSTRUED AS RELIEVING ME, OR THE PERSON UNDER WHOSE DIRECT
SUPERVISION THESE DOCUMENTS WERE PREPARED, OF OUR RIGHTS, DUTIES, AND RESPONSIBILITIES UNDER APPLICABLE SECTIONS OF THE
CALIFORNIA BUILDING CODE.
I CERTIFY THAT:
ALL DRAWINGS OR SHEETS LISTED ON THE COVER OR INDEX SHEET
THIS DRAWING OR PAGE
IS/ARE IN GENERAL CONFORMANCE AND
HAVE BEEN COORDINATED
SIGNATURE DATE
ARCHITECT / ENGINEER IN GENERAL RESPONSIBLE CHARGE OR DELEGATED STRUCTURAL ENGINEER
PRINT NAME
LICENSE NUMBER EXPIRATION
XX
X
Kenneth D. O'Dell
2024-08-29
S4101 - California 6/30/2025
X
VFD
42"
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30"C
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42"C
L
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30"C
L
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42"C
L
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30"
C
L
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30"C
L
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42"
C
L
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30"C
L
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42"C
L
R
30"C
L
R
42"C
L
R
42"CLR
30"CLR
30"CLR
42"CLR
30"C
L
R
42"
C
L
R
30"C
L
R
42"
C
L
R
1
A
B
C
C.3
C.4
D
0.6
2
3
4
5
6
7
7 8 9 10 11 12 136.7 7.3
0.5
2.5
3.5
4.5
5.5
6.5
C.6
C.1
A.7
7.5 8.5 9.5 10.5 11.5 12.5
A
B
C
D
C.3
C.4
13.4
13.5
A.1
1.5
2%
MIN.
2%
MIN.
2%MIN
.
2%
MIN.
2%
MIN.
2%
MIN
.
2%MIN
.
2%
MIN
.
2%
MIN.2%
MIN.
2%MIN
.
2%
MIN
.
2%MIN
.
2%MI
N
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2%
MIN
.
2%
MI
N
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2%
MIN
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DN
30"
C
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FRO
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30"
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42"
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30"
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FRO
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42"
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30"
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42"
C
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30"
C
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42"
C
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30"C
L
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42"CLR
30"CLR
FRONT
DN
FRONT
42" CLR
30" CLR
42"
C
L
R
30"
C
L
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FRO
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42"C
L
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30"
C
L
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FRO
N
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FRO
N
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42
"
C
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30
"
C
L
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FR
O
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42"
C
L
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30"
C
L
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13
A
B
C
C.3
C.4
13.4
D1 D2 D5 D7 D8.1
D8.1
D11.5 D12
D12
DA DA
DC.5
DJ
DM
DP
DL
DK
DH
DG
DF
DE.5
D3 D4 D6 D8 D10
D10
D11
D11
DC DC
DD DD
DE
DN
DB DB
DD.2
D11.9
D5.5
ELEV.
MACHINE
ROOM
ST-D2.7
DD.5
DB.42%
MIN.
2%
MIN.
2%
MI
N
.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MI
N
.
D700
2%
MIN.
2%
MI
N
.
60' - 6 1/8"
H.P.
59' - 9"
L.P.
59' - 9"
L.P.
2%
MI
N
.
R
1
7
'
-
4
"
2%
MI
N
.
2%
MIN.
9'
-
0
"
9'-
0
"
8M
8M
8M
8M
12
'
-
0
"
9'-
6
"
7'-
0
"
7'-
0
"
7'-
0
"
1M
1M
1M
1M
14'-718"
HB HB
HB
HB
HB
HBHB
7'-
4
"
HBHB
HBHB
1M
HB
HB
HB
HB
HB
HB
HB
HB
HB
1 1/16"=1'-0"
OVERALL ROOF PLAN - BUILDING C & D
CANOPY AT LEVEL 1
EBM1.0
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
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O
N
A
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C
A
D
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12
3
W
H
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A
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C
A
D
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A
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C
A
9
1
0
0
7
EX
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N
A
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(
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B
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)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
N
HATCH LEGEND
WATER FED POLE OPERATIONS ZONE
(GROUND LEVEL & LOW ROOF)
HIGH/LOW LEVEL
ROOF TOP
BOOM LIFT OPERATIONS ZONE
(GROUND LEVEL)
SWING STAGE OPERATIONS ZONE
(ROOF TOPS & GROUNDLEVEL)
2
1
08/21/2024
VFD
42"
C
L
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30
"
C
L
R
42
"
C
L
R
30"
C
L
R
42"
C
L
R
30"
C
L
R
30"
C
L
R
42
"
C
L
R
30"C
L
R
42"C
L
R
30"
C
L
R
42"C
L
R
42"CLR
30"CL
R
30"CLR
42"CL
R
30
"
C
L
R
42"
C
L
R
30"
C
L
R
42"
C
L
R
1
A
B
C
C.3
C.4
D
0.6
2
3
4
5
6
7
7 8 9 10 11 12 136.7 7.3
0.5
2.5
3.5
4.5
5.5
6.5
C.6
C.1
A.7
7.5 8.5 9.5 10.5 11.5 12.5
A
B
C
D
C.3
C.4
13.4
13.5
A.1
1.5
2%
MIN.
2%
MIN.
2%MIN
.
2%
MIN.
2%
MIN.
2%
MIN
.
2%MIN
.
2%
MIN
.
2%
MIN.2%
MIN.
2%MIN
.
2%
MIN
.
2%MIN
.
2%MI
N
.
2%
MIN
.
2%
MI
N
.
2%
MI
N
.
DN
FRONT
42" CLR
30" CLR
42
"
C
L
R
30"
C
L
R
FR
O
N
T
FR
O
N
T
42
"
C
L
R
13
A
B
C
C.3
C.4
13.4
D1 D2 D5
DA
DC.5
DE.5
D3 D4
DC
DD
DB
DD.2
D5.5
9'
-
0
"
9'
-
0
"
HBHB
HBHB
LOW LEVEL ROOF, PERMANENT ACCESS
REQUIRED FOR ALL GROUND WINDOW
WASHING OPERATIONS, SEE EBM1.2
FOR ACCESS DESIGN LAYOUT
ACCESS PATH REQUIRED FOR ALL GROUND WINDOW WASHING
OPERATIONS. SEE DETAIL 1/EBM3.2
HB
HB
HB
HB
HB
HB
HB
HB
HB
1 3/32"=1'-0"
ROOF PLAN - BUILDING C
1
EBM2.0
3
EBM2.1
2
EBM2.0
4
EBM2.1
2
EBM2.1
CANOPY AT LEVEL 1
1
EBM2.1
EBM1.1
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
O
N
A
R
C
A
D
I
A
12
3
W
H
U
N
T
I
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G
T
O
N
D
R
.
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
EX
T
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R
I
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B
U
I
L
D
I
N
G
M
A
I
N
T
E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
N
HATCH LEGEND
WATER FED POLE OPERATIONS ZONE
(GROUND LEVEL & LOW ROOF)
HIGH/LOW LEVEL
ROOF TOP
BOOM LIFT OPERATIONS ZONE
(GROUND LEVEL)
SWING STAGE OPERATIONS ZONE
(ROOF TOPS & GROUNDLEVEL)
08/21/2024
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
30
"
C
L
R
30
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
11 12 13
10.5 11.5 12.5
A
B
C
D
C.3
C.4
13.4
13.5
2%
MI
N
.
DN
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42"CLR
30"CLR
FRONT
DN
FRONT
42" CLR
30" CLR
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
13
A
B
C
C.3
C.4
13.4
D1 D2 D5 D7 D8.1
D8.1
D11.5 D12
D12
DA DA
DC.5
DJ
DM
DP
DL
DK
DH
DG
DF
DE.5
D3 D4 D6 D8 D10
D10
D11
D11
DC DC
DD DD
DE
DN
DB DB
DD.2
D11.9
D5.5
ELEV.
MACHINE
ROOM
ST-D2.7
DD.5
DB.42%
MIN.
2%
MIN.
2%
MI
N
.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MI
N
.
D700
2%
MIN.
2%
MI
N
.
60' - 6 1/8"
H.P.
59' - 9"
L.P.
59' - 9"
L.P.
2%
MI
N
.
R
1
7
'
-
4
"
2%
MI
N
.
2%
MIN
.
1 1/8"=1'-0"
BLDG D ROOF PLAN -
WEATHERPROOF POWER SUPPLY OUTLET
DEDICATED TO POWERED PLATFORM. SEE
ELECTRICAL REQUIREMENTS. POWER TO BE
LOCATED NO MORE THAN 50' FROM ANY
DROP LOCATION TYP.
8M
8M
8M
8M
PLATFORMS PROVIDED BY WINDOW
WASHING CONTRACTOR AT THE TIME OF
CLEANING TO BE GROUND RIGGED & ROOF
RIGGED. 6' CLEARANCE REQUIRED AT
GROUND LEVEL FOR PLATFORM
MANEUVERING
PORTABLE OUTRIGGER SEOR TO
PROVIDE BLOCKING @ FRONT
FULCRUM OF OUTRIGGER TYP
PERMANENT ACCESS REQUIRED
@ LEVEL 3 LOW ROOF
RIGGING
12
'
-
0
"
9'
-
6
"
7'
-
0
"
7'
-
0
"
7'
-
0
"
ROOF TIE-BACK ANCHOR TO
COMPLY WITH SECTION 3291 (f) OF
THE CCR FOR UNSCHEDULED
FACADE MAINTENANCE TYP
PERMANENT ACCESS REQUIRED
AT HIGH ROOF, TYP. PER CCR
1670(a) & 3270 (PERMANENT
LADDER, STAIR, ROOF HATCH AND
42" PARAPET OR GUARDRAIL)
GROUND OPERATIONS ZONE AND
ACCESS AREAS REQUIRED (TYP)
DRIFTING REQUIRED AT
SECOND LEVEL BROW.
DRIFTING REQUIRED AT
SECOND LEVEL BROW.
SWING STAGE LAUNCH ZONE, 6' CLEARANCE
REQUIRED AROUND PLATFORM
1M
1M
1M
1M
FIRST LEVEL CANOPY, PERMANENT
ACCESS REQUIRED PER CCR 1670(a) &
3270 (PERMANENT LADDER, STAIR, ROOF
HATCH AND 42" PARAPET OR GUARDRAIL)
14'-71
8"
HB HB
HB
HB
HB
HBHB
SECOND LEVEL ROOF,
PERMANENT ACCESS
REQUIRED
DN
FIRST LEVEL CANOPY,
PERMANENT ACCESS
REQUIRED
7'
-
4
"
1M
GUARDRAIL REQUIRED
PER CCR 1670(a) & 3270
A6
A1
A2 A3 A4 A5 A7 A8
A9 A10 A11 A12 A13
A14
A16
A17
A18
A21
A23
A15
A22
R2
R1
A25
A20
A19
A26
A24
7'-3"
TYP.
4'-6"
TYP.
4'-6"
TYP.
7'-3"
TYP.
2
EBM2.3
2
EBM2.2
3
EBM2.2
1
EBM2.3
1
EBM2.1
7"
6"
6"0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
O
N
A
R
C
A
D
I
A
12
3
W
H
U
N
T
I
N
G
T
O
N
D
R
.
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
EX
T
E
R
I
O
R
B
U
I
L
D
I
N
G
M
A
I
N
T
E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
N
LEGEND
SYM PART DETAIL QTY
TIE-BACK ANCHOR 2 / EBM3.0 26 / 26
OUTRIGGER SUPPORT BASE 1 / EBM3.2 2 / 2
12' PORTABLE OUTRIGGER 1 / EBM3.1 2 / 2
10' RETRACTABLE
OUTRIGGER BEAM 2 / EBM3.1 1 / 1
FRONT FULCRUM
(OUTRIGGER) BLOCKING
BY OTHERS
3 / EBM3.1 18 / 18
EBM1.2
HATCH LEGEND
WATER FED POLE OPERATIONS ZONE
(GROUND LEVEL & LOW ROOF)
HIGH/LOW LEVEL
ROOF TOP
BOOM LIFT OPERATIONS ZONE
(GROUND LEVEL)
SWING STAGE OPERATIONS ZONE
(ROOF TOPS & GROUNDLEVEL)
1
2
08/21/2024
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
30
"
C
L
R
30
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
11 12 13
10.5 11.5 12.5
A
B
C
D
C.3
C.4
13.4
13.5
2%
MI
N
.
DN
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42"CLR
30"CLR
FRONT
DN
FRONT
42" CLR
30" CLR
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
13
A
B
C
C.3
C.4
13.4
D1 D2 D5 D7 D8.1
D8.1
D11.5 D12
D12
DA DA
DC.5
DJ
DM
DP
DL
DK
DH
DG
DF
DE.5
D3 D4 D6 D8 D10
D10
D11
D11
DC DC
DD DD
DE
DN
DB DB
DD.2
D11.9
D5.5
ELEV.
MACHINE
ROOM
ST-D2.7
DD.5
DB.42%
MIN.
2%
MIN.
2%
MI
N
.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MIN.
2%
MI
N
.
D700
2%
MIN.
2%
MI
N
.
60' - 6 1/8"
H.P.
59' - 9"
L.P.
59' - 9"
L.P.
2%
MI
N
.
R
1
7
'
-
4
"
2%
MI
N
.
2%
MI
N
.
1 1/8"=1'-0"
BLDG D ROOF PLAN -
26'-3"
26'-3"
26'-3"
24'-6"
11'-4"
7'-8"12'-2"8'-11"10'-0"11'-6"12'-0"7'-7"13'-6"12'-0"12'-0"7'-11"6'-3"
12'-8"
4'-2"
4'-21
4"
6'-9"
7'-2"
11'-2"
11'-0"
9'-5"13'-0"8'-9"
2'-11"
9'-0"
4'-6"
2'-2"
6'-3"
10'-0"
TYP.
12'-0"
3'-6"
7'-81
4"
11'-31
2"
DIMENSIONING
7'-8"
TYP.
6'-5"6'-0"
4'-4"
4'-4"
5'-6"
1'-2"
2'-0"
2'-10"
12'-0"
A6
2'-9"
A1
A2 A3 A4 A5 A7 A8
A9 A10 A11 A12 A13
A14
A16
A17
A18
A21
A23
A15
A22
R2
R1
A25
A20
A19
A26
A24
3'-6"
11'-0"
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
O
N
A
R
C
A
D
I
A
12
3
W
H
U
N
T
I
N
G
T
O
N
D
R
.
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
EX
T
E
R
I
O
R
B
U
I
L
D
I
N
G
M
A
I
N
T
E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
N
LEGEND
SYM PART DETAIL QTY
TIE-BACK ANCHOR 2 / EBM3.0 26 / 26
OUTRIGGER SUPPORT BASE 1 / EBM3.2 2 / 2
EBM1.3
1
2
08/21/2024
LEVEL 1
0"
LEVEL 2
9' - 0"
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
(T.O.S)
EL +48.83'
8910111213 7.58.59.510.511.512.513.413.5
AVERAGE GRADE
EL -0.60'
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
BLDG. C (E) ROOF H.P.
(T.O.C)
EL +38.83'
BLDG. C ROOFTOP PATIO
EL +39.33'
48'-0" MAX.
WATER-FED POLE ZONE
48'-0" MAX.
WATER-FED POLE ZONE
1 1/8"=1'-0"
BLDG C - SOUTH 1 ELEVATION
2 1/8"=1'-0"
BLDG C - NORTH 2 ELEVATION
FIRST LEVEL ROOF
BETWEEN BLDG C & D
FIRST LEVEL
CANOPY
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
(T.O.S)
EL +48.83'
8 9 10 11 12 137.5 8.5 9.5 10.5 11.5 12.5 13.4 13.5
AVERAGE GRADE
EL -0.60'
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
BLDG. C (E) ROOF H.P.
(T.O.C)
EL +38.83'
BLDG. C ROOFTOP PATIO
EL +39.33'
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
O
N
A
R
C
A
D
I
A
12
3
W
H
U
N
T
I
N
G
T
O
N
D
R
.
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
EX
T
E
R
I
O
R
B
U
I
L
D
I
N
G
M
A
I
N
T
E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM2.0
HATCH LEGEND
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
GROUND OPERATIONS OR FROM BALCONY
(HIGH-REACH POLE; ASSUMING NO POWER LINES
WITHIN RANGE OF MOTION), SEE DETAIL 1 / EBM6.0
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
SUSPENDED OPERATIONS (WORK PLATFORM / SINGLE
MAN BASKET)
SEE DETAIL 1 / EBM3.3
OPERABLE WINDOW TO BE ACCESSED FROM INTERIOR
SEE DETAIL 1 & 2 / EBM3.2
DOORS & WINDOWS WITHOUT HATCH SHALL BE
CLEANED FROM RESPECTIVE FLOOR / BALCONY
08/21/2024
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
(T.O.S)
EL +48.83'
ABCDC.3C.4
AVERAGE GRADE
EL -0.60'
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
BLDG. C (E) ROOF H.P.
(T.O.C)
EL +38.83'
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
EL +48.20'
1 0.623456 0.52.53.54.55.56.5
AVERAGE GRADE
EL -0.60'
1.5
12
'
-
5
"
12
'
-
1
1
"
50
'
-
4
"
MA
X
A
L
L
O
W
A
B
L
E
H
E
I
G
H
T
P
E
R
ZO
N
I
N
G
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
BLDG. C (E) ROOF H.P.
EL +38.83'
48'-0" MAX.
WATER-FED POLE ZONE
48'-0" MAX.
WATER-FED POLE ZONE
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
EL +48.20'
A B C C.3 C.4 D
AVERAGE GRADE
EL -0.60'
12
'
-
5
"
12
'
-
1
1
"
48
'
-
9
5
/
8
"
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
50
'
-
4
"
MA
X
A
L
L
O
W
A
B
L
E
H
E
I
G
H
T
P
E
R
ZO
N
I
N
G
BLDG. C (E) ROOF H.P.
EL +38.83'
48'-0" MAX.
WATER-FED POLE ZONE
48'-0" MAX.
WATER-FED POLE ZONE
3 1/8"=1'-0"
BLDG C - NORTH 1 ELEVATION
4 1/8"=1'-0"
BLDG C - SOUTH 2 ELEVATION
2 1/8"=1'-0"
BLDG C - WEST ELEVATION11/8"=1'-0"
BLDG C - EAST ELEVATION
FIRST LEVEL CANOPY
Tectonic Copyright 2007
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. C (E) LEVEL 2
EL +12.92'
BLDG.C (E) LEVEL 3
EL +25.33'
BLDG. C UPPER ROOF
(T.O.S)
EL +48.83'
10.6 2 3 4 5 60.5 2.5 3.5 4.5 5.5 6.5
AVERAGE GRADE
EL -0.60'
1.5
BLDG.C PLANNING HEIGHT
LIMIT
EL +49.73'
BLDG. C (E) ROOF H.P.
(T.O.C)
EL +38.83'
BLDG. C ROOFTOP PATIO
EL +39.33'
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
O
N
A
R
C
A
D
I
A
12
3
W
H
U
N
T
I
N
G
T
O
N
D
R
.
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
EX
T
E
R
I
O
R
B
U
I
L
D
I
N
G
M
A
I
N
T
E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM2.1
HATCH LEGEND
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
GROUND OPERATIONS OR FROM BALCONY
(HIGH-REACH POLE; ASSUMING NO POWER LINES
WITHIN RANGE OF MOTION), SEE DETAIL 1 / EBM6.0
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
SUSPENDED OPERATIONS (WORK PLATFORM / SINGLE
MAN BASKET)
SEE DETAIL 1 / EBM3.3
OPERABLE WINDOW TO BE ACCESSED FROM INTERIOR
SEE DETAIL 1 & 2 / EBM3.2
DOORS & WINDOWS WITHOUT HATCH SHALL BE
CLEANED FROM RESPECTIVE FLOOR / BALCONY
3
08/21/2024
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. D LEVEL 2
EL +10.00'
BLDG. D LEVEL 3
EL +19.50'
BLDG. D LEVEL 4
EL +29.50'
BLDG. D LEVEL 5
EL +39.50'
BLDG. D LEVEL 6
EL +49.50'
AVERAGE GRADE
EL -0.60'
BLDG. D PLANNING HEIGHT
LIMIT
EL +63.40'
DADJDMDPDLDKDHDGDFDCDDDEDNDBDD.2
BLDG. D ROOF
EL +59.50'
DL.5 DK.5 DJ.5 DH.5 DG.5 DB.4
2 1/8"=1'-0"
BLDG D - EAST ELEVATION
48'-0" MAX.
WATER-FED POLE ZONE
1 1/8"=1'-0"
BLDG D - WEST ELEVATION
48'-0" MAX.
WATER-FED POLE ZONE
48'-0" MAX.
WATER-FED POLE ZONE
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. D LEVEL 2
EL +10.00'
BLDG. D LEVEL 3
EL +19.50'
BLDG. D LEVEL 4
EL +29.50'
BLDG. D LEVEL 5
EL +39.50'
BLDG. D LEVEL 6
EL +49.50'
AVERAGE GRADE
EL -0.60'
BLDG. D PLANNING HEIGHT
LIMIT
EL +63.40'
DA DJ DM DPDLDKDHDGDFDCDDDEDNDBDD.2
BLDG. D ROOF
EL +59.50'
DL.5DK.5DJ.5DH.5DG.5DD.5DB.4
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
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55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM2.2
HATCH LEGEND
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
GROUND OPERATIONS OR FROM BALCONY
(HIGH-REACH POLE; ASSUMING NO POWER LINES
WITHIN RANGE OF MOTION), SEE DETAIL 1 / EBM6.0
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
SUSPENDED OPERATIONS (WORK PLATFORM / SINGLE
MAN BASKET)
SEE DETAIL 1 / EBM3.3
OPERABLE WINDOW TO BE ACCESSED FROM INTERIOR
SEE DETAIL 1 & 2 / EBM3.2
DOORS & WINDOWS WITHOUT HATCH SHALL BE
CLEANED FROM RESPECTIVE FLOOR / BALCONY
3
08/21/2024
2 1/8"=1'-0"
BLDG D - SOUTH ELEVATION
48'-0" MAX.
WATER-FED POLE ZONE
1 1/8"=1'-0"
BLDG D - NORTH ELEVATION
48'-0" MAX.
WATER-FED POLE ZONE
48'-0" MAX.
WATER-FED POLE ZONE
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. D LEVEL 2
EL +10.00'
BLDG. D LEVEL 3
EL +19.50'
BLDG. D LEVEL 4
EL +29.50'
BLDG. D LEVEL 5
EL +39.50'
BLDG. D LEVEL 6
EL +49.50'
AVERAGE GRADE
EL -0.60'
BLDG. D PLANNING HEIGHT
LIMIT
EL +63.40'
D1D2D5D7D8.1D12 D3D4D6D8D10D11D11.9
BLDG. D ROOF
EL +59.50'
D5.5
BLDG. C & D LEVEL 1
EL +0.00'
BLDG. D LEVEL 2
EL +10.00'
BLDG. D LEVEL 3
EL +19.50'
BLDG. D LEVEL 4
EL +29.50'
BLDG. D LEVEL 5
EL +39.50'
BLDG. D LEVEL 6
EL +49.50'
AVERAGE GRADE
EL -0.60'
BLDG. D PLANNING HEIGHT
LIMIT
EL +63.40'
D1 D2 D3.1 D5 D7 D8.1 D12D3D4D6D8D10D11D11.9
BLDG. D ROOF
EL +59.50'
D5.5
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
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55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM2.3
HATCH LEGEND
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
GROUND OPERATIONS OR FROM BALCONY
(HIGH-REACH POLE; ASSUMING NO POWER LINES
WITHIN RANGE OF MOTION), SEE DETAIL 1 / EBM6.0
WINDOWS TO BE ACCESSED FROM EXTERIOR BY
SUSPENDED OPERATIONS (WORK PLATFORM / SINGLE
MAN BASKET)
SEE DETAIL 1 / EBM3.3
OPERABLE WINDOW TO BE ACCESSED FROM INTERIOR
SEE DETAIL 1 & 2 / EBM3.2
DOORS & WINDOWS WITHOUT HATCH SHALL BE
CLEANED FROM RESPECTIVE FLOOR / BALCONY
3
08/21/2024
PL WASHERS
3"
3"
Ø13
16"
3
8" THK.
1'-8"
HSS 4.5x.237
A500 GR. B
SIDE
5/16
1/2" GR 50
CAP PLATE
PAD EYE
SEE DETAIL 4 / -
3/8
1/4
5000# ULT. ANY DIRECTION (OSHA)
2"
1'-2" VIF
A307 THREADED ROD ASSY
3
4"
2 1-1/2"=1'-0"
TIE-BACK ANCHOR FABRICATION DETAIL
Ø13
16"
5/8" THK.
PLAN VIEW
1'-0" VIF
9" VIF
9"
VIF
1'-0"
VIF
NOTES:
1. ENTIRE ANCHOR ASSEMBLY TO BE HOT DIPPED GALVANIZED.
2.ARCH TO VERIFY ADEQUATE ANCHOR HEIGHT FOR WATERPROOFING
3.WATER PROOFING BY OTHERS
11
2" TYP
DETAIL 1 / - FOR
ATTACHMENT DETAIL
11
2" TYP
Ø2"
R 1
16"
R1
4"
ISOMETRIC SECTION
TOP VIEWFRONT VIEW
4 3"=1'-0"
PAD-EYE DETAIL
17
8"
17
8"
33
4"
7
8"
2"
33
4"
1"
1"
1018 COLD
ROLLED
STEEL
33
4"
PLAN VIEW
1'-0" VIF
9" VIF
PER PLAN
(24" O.C. UNO AT ROOF)
JOIST PER SEOR, TYP.
STRAPPING PER SEOR, TYP.
BLOCKING PER SEOR, TYP.
1'-10"
MAX
(4) 3/4" DIA THRU-BOLTS
TO BLKG BELOW STRAPPING PER SEOR
JOIST PER SEOR, TYP.BLOCKING PER SEOR, TYP.
SHEATHING PER SEOR
1 1-1/2"=1'-0"
TIE-BACK ANCHOR ATTACHMENT DETAIL
SIDE VIEW
TIE-BACK ANCHOR
SEE DETAIL 2 / -
ADJ PARAPET
INSTALL ANCHOR W/ PAD EYE IN PLANE
TO DROP LOCATION
NOTES:
1. ALL ANCHORS ARE DESIGNED FOR 5000# IN ANY DIRECTION, THIS IS AN AESTHETIC DECISION
3 1-1/2"=1'-0"
ANCHOR INSTALL ORIENTATION
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
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55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM3.0
ANCHOR MATERIALS
ITEM DETAIL QUANTITY
TIE-BACK ANCHOR 2 / -26
3/4" HDG THREADED ROD ASSY:
(2) NUTS, (1) SPLITWASHER,
(2) FLAT WASHERS, & (1) PL WASHER
1 / -104
TIE-BACK ANCHOR NOTES:
1.APPLICABLE STANDARD MET INCLUDE OSHA 1926.502, ANSI Z359.1, &
CAL-OSHA CHAPTER 4, ARTICLE 5, SECTION 3291 (f), SECTION 3282, AND
SECTION 3296.
2.ANCHORS MAY BE USED FOR FALL PROTECTION AS WELL AS SUSPENDED
MAINTENANCE OPERATIONS IF SPECIFIED IN OPOS.
3.ANCHOR SHALL BE VISUALLY INSPECTED BY A COMPETENT PERSON PRIOR
TO EACH USE. DO NOT USE IF THERE IS ANY QUESTION ABOUT THE ABILITY
OF THE ANCHOR TO SAFELY SUPPORT THE REQUIRED LOADS.
4.EACH SAFETY LINE SHALL BE ATTACHED TO A SEPARATE ROOF ANCHOR. DO
NOT ATTACH MORE THAN ONE (1) LINE TO AN ANCHOR AT A TIME.
DESIGN CAPACITY AND TESTING LOADS & PROCEDURES:
1.WORKING LOAD = 1,250 LBS. W/ A FACTOR OF SAFETY (F.S.) =4.0
2.PROOF LOAD = 2,500 LBS. HELD FOR 5 MINUTES AND RETURNED TO 0 LBS
WITH LESS THAN A DEGREE OF PERMANENT DEFORMATION CCR Title 8, 4.7.1.6
§3296 (b)(4)(B).
3.ULTIMATE LOAD = 5,000 LBS. ANCHOR IS DESIGNED TO SUSTAIN A 5,000 LBS.
LOAD APPLIED IN ANY DIRECTION WITHOUT PERMANENT DEFORMATION CCR
Title 8, 4.7.1.1 §3291 (f)(2)(C).
ENGINEERING NOTE:
1.PER CBC CHAPTER 16, 1607.10.4 FALL ARREST AND LIFELINE ANCHORAGES -
IN ADDITION TO ANY OTHER APPLICABLE LIVE LOADS, FALL ARREST AND
LIFELINE ANCHORAGES AND STRUCTURAL ELEMENTS THAT SUPPORT THESE
ANCHORAGES SHALL BE DESIGNED FOR A LIVE LOAD OF NOT LESS THAN
3,100 POUNDS (13.8 KN) FOR EACH ATTACHED LIFELINE, IN EVERY DIRECTION
THAT A FALL ARREST LOAD CAN BE APPLIED.
2.PER CBC CHAPTER 16, 1605.2 LOAD COMBINATIONS - FALL ARREST AND
FACADE ACCESS LOADS ARE DESIGNED AS LIVE LOADS, THE APPLICABLE
LOAD COMBINATION IS:
1.6L = 1.6 x 3100# = 5000# ULTIMATE
3.VERIFICATION OF THE CAPACITY OF STRUCTURE, STRAPPING, BLOCKING, OR
FRAMING TO SUPPORT REQUIRED LOADS IMPOSED BY THE ANCHOR
DEPICTED SHALL BE PERFORMED BY PARENT BUILDING STRUCTURAL
ENGINEER.
DETAIL ORIGIN:
SSK-TIE-BACK DETAIL
REFER TO STRUCTURAL
FOR ADDITIONAL INFO
08/21/2024
2
3
4
ITEM NO.
620106
920361
920242
920237
H-BEAM 5x5 FRONT/BACK 12FT
ADJUSTABLE CASTER DOLLY, 5x5 REAR
RIGGING PLATE, 5x5 ADJ.
BEAM END STOP
5'-10"
4'-6" MAX
(2) RIGGING PLATE, 5x5
12FT 5x5 BEAM, F/R BEAM END
STOP
PRIMARY
SUSPENSION
LINE
CAPACITY
1,000 LB
LOAD
SECONDARY
LINE
SUSPENSION
SEE DRAWING L1005-292 FOR
PROPER TENSIONING PROCEDURE.
MAXIMUM
(2) ADJUSTABLE CASTER
DOLLY, 5x5 F/R EXISTING ANCHOR
6'-9" MIN
(10'-0" REF.)
4'0" MAX
MAXIMUM ULTIMATE FULCRUM LOAD = 6,700 LB
3,350 LB PER LEG)
WARNING:-Failure to properly install and use this product may result in death or serious injury. Follow the manufacturer’s instruction manual. Suspended
Scaffold Systems must be installed and dismantled by, or under the supervision of, a trained and competent person.
-Bee Access declines any responsibility for any special layouts, rigging or structural combinations beyond the descriptions of this drawing, or
components manufactured by others. Any installation of this equipment other than in strict accordance with this drawing shall be at the
Operator’s risk.
-Designed to be used with Bee Access components only.
-Never let the equipment be moved or operated by unauthorized personnel.
-Never load this equipment above its rated load capacity.
-Do not alter any products and never use it for purposes or in ways for which it was not intended.
-Inspect all equipment before each use. Never use damaged equipment.
-Read and comply with the “Code of Safe Practices for Suspended Powered Scaffolds” issued by the Scaffold & Access Industry Association
(available from your supplier).
MAXIMUM COUNTERWEIGHT
LOADING OF 2,700 LB
APPLIED TO STRUCTURE
OUTRIGGER FORCES APPLIED TO STRUCTURE
Fx Fy Fz Mx My Mz
FRONT FIXED
FULCRUM N/A 6700 LBS
(DOWN)N/A N/A N/A N/A
TIE-BACK ANCHOR N/A 2700 LBS
(UP)N/A N/A N/A N/A
+Fy
+Mz
+Fz
+My
+Mx
+Fx
EBM SUPPORT
NOTES: LOADS ARE BASED ON 2.5X WORKING LOAD PER CBC 1607.10.3
12' PORTABLE BACKFED OUTRIGGER DETAIL
3/4" = 1'-0"
NOTES:
1. SUPPORT STAND WILL BE IN FRONT OR BEHIND RIGGING POINT DEPENDING ON OUTRIGGER CONFIGURATION
1
1
2
2
1
1
QTY.PART NO.DESCRIPTION
DICAPAD D1818
1-1/2" = 1'-0"3
1'-6"
1'-6"
1" HIGH DENSITY
THERMOPLASTIC
PLAN
NOTES:
1. PADS TO BE PLACED UNDER FRONT FULCRUM OF PORTABLE OUTRIGGER TO PREVENT
DAMAGE TO ROOF
HANDLE
RETRACTABLE BACKFED
ALUMINUM OUTRIGGER
BEAM SEE DETAIL 5 / EBM3.2
OUTRIGGER SUPPORT POST
SEE DETAIL 2 / EBM3.2
SUSPENSION LINE
AND FALL ARREST
LINE ATTACH TO
POWERED PLATFORM
BY OTHERS
10°
MAX ANGLE
FOR DRIFTING
5'-4"
PER ELEV.
3'-11"
2700 LBS MAX
(ULTIMATE) VERTICAL
UPWARD LOAD
6700 LBS MAX
(ULTIMATE) VERTICAL
DOWNWARD LOAD
6" MIN
1000 LBS MAX. WORKING LOAD
4000 LBS FACTORED LOAD
NOTES:
1. OUTRIGGER SHOWN AS "IN USE" CONFIGURATION. MUST BE DISMANTLED WHEN NOT IN USE
1'-10"
OUTRIGGER BASE PER
DETAIL 1 / EBM3.2
OUTRIGGER BASE ATTACHMENT
PER DETAIL 1 / EBM3.2
10'-0"
5'-6" (SUPPORT LENGTH)
1.5 X CANTILEVER MIN 3'-6" (CANTILEVER)1'-0"
TYP
2 1"=1'-0"
10FT SEMI-PORTABLE OUTRIGGER DETAIL
OUTRIGGER FORCES APPLIED TO STRUCTURE
Fx Fy Fz Mx My Mz
FRONT STAND 0.8 K 6700 LBS
(DOWN)0.8 K 5.0 K-FT 1.0 K-FT 1.1 K-FT
REAR STAND 0.8 K 2700 LBS
(UP)0.8 K 0.2 K-FT 2.0 K-FT 0 K-FT
+Fy
+Mz
+Fz
+My
+Mx
+Fx
EBM
SUPPORT
STRUCTURE
BELOW
NOTES:
1. LOADS ARE BASED ON 4.0X WORKING LOAD
DOGLINE
TYPICAL 208V 20A MOTOR
MODULAR POWERED
PLATFORM
BY MAINTENANCE
CONTRACTOR
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
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55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM3.1
POWERED PLATFORM INSTALLATION NOTES:
PER CCR TITLE 8, DIV. 1, CHAP. 4.7.1.6. §3294. (K) ELECTRICAL REQUIREMENTS.
THE FOLLOWING ELECTRICAL REQUIREMENTS APPLY TO BUILDINGS WHICH UTILIZE
WORKING PLATFORMS FOR BUILDING MAINTENANCE:
(1)GENERAL BUILDING ELECTRICAL INSTALLATIONS SHALL COMPLY WITH THE
ELECTRICAL SAFETY ORDERS, UNLESS OTHERWISE SPECIFIED IN THIS
ARTICLE;
(2)BUILDING ELECTRICAL WIRING SHALL BE OF SUCH CAPACITY THAT WHEN FULL
LOAD IS APPLIED TO THE EQUIPMENT POWER CIRCUIT, NOT MORE THAN A FIVE
PERCENT DROP FROM BUILDING SERVICE-VAULT VOLTAGE SHALL OCCUR AT
ANY POWER CIRCUIT OUTLET USED BY EQUIPMENT REGULATED BY THIS
ARTICLE;
(3) THE EQUIPMENT POWER CIRCUIT SHALL BE AN INDEPENDENT ELECTRICAL
CIRCUIT THAT SHALL REMAIN SEPARATE FROM ALL OTHER EQUIPMENT WITHIN
OR ON THE BUILDING, OTHER THAN POWER CIRCUITS USED FOR HAND TOOLS
THAT WILL BE USED IN CONJUNCTION WITH THE EQUIPMENT. IF THE BUILDING
IS PROVIDED WITH AN EMERGENCY POWER SYSTEM, THE EQUIPMENT POWER
CIRCUIT MAY ALSO BE CONNECTED TO THIS SYSTEM;
(4)THE POWER CIRCUIT SHALL BE PROVIDED WITH A DISCONNECT SWITCH THAT
CAN BE LOCKED IN THE “OFF” AND “ON” POSITIONS. THE SWITCH SHALL BE
CONVENIENTLY LOCATED WITH RESPECT TO THE PRIMARY OPERATING AREA
OF THE EQUIPMENT TO ALLOW THE OPERATORS OF THE EQUIPMENT ACCESS
TO THE SWITCH;
(5)THE DISCONNECT SWITCH FOR THE POWER CIRCUIT SHALL BE LOCKED IN THE
“ON” POSITION WHEN THE EQUIPMENT IS IN USE; AND
(6)AN EFFECTIVE TWO-WAY VOICE COMMUNICATION SYSTEM SHALL BE
PROVIDED BETWEEN THE EQUIPMENT OPERATORS AND PERSONS STATIONED
WITHIN THE BUILDING BEING SERVICED. THE COMMUNICATIONS FACILITY
SHALL BE OPERABLE AND SHALL BE MANNED AT ALL TIMES BY PERSONS
STATIONED WITHIN THE BUILDING WHENEVER THE PLATFORM IS BEING USED.
(TITLE 24, PART 2, 2-8521)
ELECTRICAL REQUIREMENTS:
1.ELECTRICAL WEATHERPROOF RECEPTACLE: NEMA L6 - 30R TWIST-LOCK, 30A;
208V; 1PH; 60HZ.
2.PROVIDE 1/2" DIA. STAINLESS STEEL EYEBOLT FOR STRAIN RELIEF ANCHOR,
INSTALL WITHIN 12" MAX OF EACH OUTLET.
3.ANCHOR TO BE CAPABLE OF WITHSTANDING 100 LBS. PULL IN ANY DIRECTION
WITHIN 18" OF RECEPTACLE.
OUTRIGGER NOTES:
PER CCR TITLE 8, 4.7.1.6 §3291 (D) OUTRIGGER BEAMS:
(1)OUTRIGGER BEAMS SHALL NOT BE EMPLOYED ON BUILDINGS EXCEEDING
130 FEET IN HEIGHT UNLESS ACCEPTABLE TO THE DIVISION. ALL
OUTRIGGER BEAMS SHALL BE DESIGNED TO SUPPORT THE RATED LOAD
IMPARTED BY THE SUSPENDED SCAFFOLD OR BOATSWAIN'S CHAIR WITH A
SAFETY FACTOR OF AT LEAST 4. OUTRIGGER BEAMS SHALL NOT EXTEND
MORE THAN 6 FEET BEYOND THE FACE OF THE BUILDING. ONLY STEEL OR
HIGH STRENGTH ALLOY BEAMS SHALL BE USED. THE INBOARD END OF
OUTRIGGER BEAMS, MEASURED FROM THE FULCRUM POINT TO THE
ANCHORAGE POINT, SHALL BE NOT LESS THAN 1 1/2 TIMES THE OUTBOARD
END IN LENGTH. THE FULCRUM POINT OF THE BEAM SHALL REST ON LEG(S)
OR EQUIVALENT SUPPORTS SECURELY ATTACHED TO THE BEAM AND SO
ARRANGED AS TO PREVENT LATERAL OVERTURNING OF THE BEAM.
BEARING PADS SHALL BE SECURELY AFFIXED TO EACH SUPPORT AND
SHALL BE OF SUFFICIENT AREA TO SAFELY DISTRIBUTE IMPOSED LOADS TO
THE ROOF STRUCTURE. THE INBOARD ENDS OF OUTRIGGER BEAMS SHALL
BE SECURELY ANCHORED BY MEANS OF TENSION MEMBERS (TIE-DOWN)
AFFIXED TO THE STRUCTURAL FRAME OF THE ROOF IN SUCH A MANNER
THAT APPLIED FORCES ARE RESISTED WITHIN ALLOWABLE LIMITS
AFFORDING A SAFETY FACTOR OF AT LEAST 4. ALL TIE-DOWN FITTINGS AT
THE INBOARD END OF THE BEAM SHALL BE OF A TYPE THAT VIBRATION
EFFECTS SHALL NOT PRODUCE ACCIDENTAL DISENGAGEMENT. SAFETY
HOOKS FOR BEAM TIE-DOWN PURPOSES SHALL NOT BE USED. THE USE OF
COUNTERWEIGHTS AT THE INBOARD END OF MOBILE AND FIXED
OUTRIGGER BEAMS ARE PROHIBITED.
(2)(E)PORTABLE OUTRIGGERS) THE OUTRIGGER SHALL BE SECURED WITH A
TIE-BACK TO A VERIFIED ANCHORAGE ON THE BUILDING DURING THE
ENTIRE TIME OF USE. THE ANCHORAGE SHALL BE DESIGNED TO HAVE A
SAFETY FACTOR OF NOT LESS THAN FOUR BASED ON THE
RATED CAPACITY OF THE OUTRIGGER.
(G)EACH OUTRIGGER SHALL BE DESIGNED BY A REGISTERED ENGINEER TO
SUPPORT A LOAD OF 4 TIMES THE RATED HOIST CAPACITY OR THE TOTAL
LOAD WHICHEVER IS GREATER. OUTRIGGER BEAMS SHALL HAVE A
MINIMUM RATED CAPACITY OF 1000 POUNDS.
(H)THE OUTRIGGER BEAM SHALL BE SECURED AGAINST HORIZONTAL
MOVEMENT WHEN IN USE.
(I)PORTABLE OUTRIGGERS WEIGHING MORE THAN 80 POUNDS SHALL BE
PROVIDED WITH A STABLE MEANS FOR ITS TRANSPORT (WHEELS OR CART).
(J)EACH OUTRIGGER SHALL BE SO LOCATED THAT THE SUSPENSION WIRE
ROPES, FOR TWO POINT SUSPENDED WORKING PLATFORMS, ARE HUNG
PARALLEL.
(K) THE PARTS OF SECTIONAL OUTRIGGER BEAM(S) (I.E. AN OUTRIGGER
BEAM(S) CONSISTING OF MORE THAN ONE PIECE) SHALL BE IDENTIFIED
(E.G. NUMBERED, COLOR-CODED). PARTS SHALL NOT BE INTERCHANGED
OR SUBSTITUTED EXCEPT WITH THE APPROVAL OF THE MANUFACTURER.
(3)EACH OUTRIGGER BEAM SHALL BE PROVIDED WITH A SECURELY AFFIXED,
DURABLE AND READILY VISIBLE METAL PLATE BEARING THE FOLLOWING
INFORMATION IN LETTERS AT LEAST 1/4-INCH IN HEIGHT.
(A) THE BEAM'S RATED LOAD.
(B)MANUFACTURER'S NAME.
(C)PRECAUTIONARY WARNING MESSAGE PROHIBITING USE OF THE BEAM
WITHIN 10 FEET OF HIGH-VOLTAGE LINES. (TITLE 24, PART 2,
SECTION 3105A.4.2.)
TESTING LOADS & PROCEDURES:
1.PROOF LOAD = 2000 LBS. LOAD SUSPENSION DEVICES SHALL NOT BE
TESTED TO MORE THAN 2 TIMES THE RATED WORKING LOAD WHICH THE
DEVICE IS DESIGNED TO LIFT AND/OR SUPPORT. CCR TITLE 8, 4.7.1.6 §3296
(B)(4)(A).
1.1.THE PROOF LOAD ITEM WILL BE TESTED TO TWICE THE RESULTANT
FORCE OF THE WORKING LOAD. THEREFORE THE INDIVIDUAL OUTRIGGER
STANDS SHALL BE TESTED TO A LOAD OF 2000 LBS PER A LICENSED
ENGINEER'S PROCEDURE HELD FOR 5 MINUTES AND RETURNED TO 0 LBS
WITH LESS THAN A DEGREE OF PERMANENT DEFORMATION
ENGINEERING NOTES:
1.PER CBC CHAPTER 1607.11.3 ELEMENTS SUPPORTING HOISTS FOR FACADE
ACCESS AND BUILDING MAINTENANCE EQUIPMENT - IN ADDITION TO ANY
OTHER APPLICABLE LIVE LOADS, STRUCTURAL ELEMENTS THAT SUPPORT
HOISTS FOR FACADE ACCESS AND BUILDING MAINTENANCE EQUIPMENT
SHALL BE DESIGNED FOR A LIVE LOAD OF 2.5 TIMES THE RATED LOAD OF
THE HOIST OR THE STALL LOAD OF THE HOISTS, WHICHEVER IS LARGER.
2.PER ASCE 7, SECTION 2.3 LOAD COMBINATIONS FOR STRENGTH DESIGN -
FALL ARREST AND FACADE ACCESS LOADS ARE DESIGNED AS LIVE LOADS,
THE APPLICABLE LOAD COMBINATION IS:
1.6L = 1.6 x 2.5 x 1000# = 4000# ULTIMATE
3.VERIFICATION OF THE CAPACITY OF STRUCTURE, STRAPPING, BLOCKING,
OR FRAMING TO SUPPORT REQUIRED LOADS IMPOSED BY THE ANCHOR
DEPICTED SHALL BE PERFORMED BY PARENT BUILDING STRUCTURAL
ENGINEER.
PORTABLE OUTRIGGER MATERIALS
ITEM DETAIL QTY
12 FT PORTABLE OUTRIGGER ASSY 1 / -2
10 FT SEMI-PORTABLE OUTRIGGER 2 / -1
D1818 DICAPADS 3 / -4
08/21/2024
1/4
3/8
OUTRIGGER SUPPORT SOCKET
SEE DETAIL 3 / -
1'-10"
4" SCH 80
PIPE (4.5" O.D.)
SIDE
PLAN
NOTE: FOR ATTACHMENT SEE DETAIL 2 / EBM3.1
1 1-1/2"=1'-0"
OUTRIGGER SUPPORT BASE
PL WASHERS
3"
3"
Ø13
16"
3
8" THK.
1'-2" VIF
A307 THREADED ROD ASSY
3
4"
Ø13
16"
5/8" THK.
1'-0" VIF
9" VIF
9"
VIF
1'-0"
VIF
11
2" TYP
11
2" TYP
5/16
3'-11"
(2) Ø1 1
16"
HOLES FOR
1" SS PINS
4x4x1/4" SQ TUBE
A500 GR B
3'-11"
FRONT SIDE
1/4
NOTES:
1. MATERIAL: HOT-DIPPED GALVANIZED STEEL
2. WEIGHT: 42 LBS
3"
1/4
7"61
2"
5"
41
2"
(2) 1" PINS RIVETED
TO HEAD WITH 18"
LANYARD
5"
7x5x1/4" HSS
45
8"
21
2"
Ø1 1
16" FOR 1" SS PINS
ONLY ON REAR STAND
7"
2 1-1/2"=1'-0"
OUTRIGGER SUPPORT LONG POST
41
2"
2"
2"
2"2"
1'-0"
61
2"
1"5'-6" (CANTILEVER 1.5X MIN.)3'-6"
OUTRIGGER
SUPPORT HEAD TYP
RIGGING ROPES FOR REFERENCE
4" SCH 40 SS (PIPE)
BEARING EDGE TO
MINIMIZE CABLE WEAR
6x2x3/8" 6061
BEAM STOP PL
(2) 1" SS 303 PINS
RIVETED TO BEAM
WITH 18" LANYARD
NOTES:
1. MATERIAL: 6061 T6 ALUMINUM
2. TOTAL WEIGHT: 58 LBS
MILL NOTCH
FOR PIN ACCESS
1/4
1/4
10'-0" LONG 6x4x1/4" REC. TUBE 6061-T6
1-1/16" HOLE TYP
5 1-1/2"=1'-0"
10' PORTABLE OUTRIGGER BEAM
SIDE
51
2"
6"
3"
51
2"
R1"
Ø1
2" DRAIN HOLE
5X5X3/8" HSS
A500 GRB
5X5X3/8" HSS
A500 GRB
1
4"
1/2" GR 50 PL
PLAN
(4) Ø1 1
16" PIN
HOLE (ALL
SIDES)
3 3"=1'-0"
OUTRIGGER SUPPORT SOCKET
8"6"
3
8"
30° CHAMFER
1/4" THRU-HOLE
FOR LANYARD
1/4" THRU-HOLE
FOR PIN
18" SS CABLE LANYARD RIVETED
TO CORRESPONDING PIECE
NOTES:
1. MATERIAL: 303 SS A582.
1" PIN
4 3"=1'-0"
SS PIN
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
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9
1
0
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B
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M
A
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E
N
A
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E
(
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M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM3.2
DETAIL ORIGIN:
SSK-TIE-BACK DETAIL
REFER TO STRUCTURAL
FOR ADDITIONAL INFO
SEMI-PORTABLE OUTRIGGER MATERIALS
ITEM DETAIL QUANTITY
OUTRIGGER SUPPORT BASE 1 / -2
OUTRIGGER SUPPORT POST 2 / -2
10FT OUTRIGGER BEAM (6x4x1/4")5 / -1
3/4" HDG THREADED ROD ASSY:
(2) NUTS, (1) SPLITWASHER,
(2) FLAT WASHERS, & (1) PL WASHER
1 / -8
SS PIN 6 / -6
08/21/2024
TOP OF WINDOW
AT LEVEL 1
TOP OF WINDOW
AT LEVEL 2
TOP OF WINDOW
AT LEVEL 3
TOP OF WINDOW
AT LEVEL 4
TOP OF WINDOW
AT LEVEL 5
TOP OF SLAB
H
(
4
8
'
M
A
X
.
)
h
H X 0.25
12'-0"
h x 0.25
4'-6"
CONCRETE PAVER REQUIRED
WHERE PLANTER OCCURS
TELESCOPING WATER-FED
EXTENSION POLE CONNECTED
DE-IONIZED WATER SOURCE
SPRAYER AND
AGITATOR BRUSH
NOTE:
1. DO NOT EXCEED 48' MAXIMUM HEIGHT
2. DO NOT USE WITHIN 10' OF POWER LINES.
1 3/8"=1'-0"
GROUND OPERATIONS FOR WINDOW CLEANING REQUIREMENTS WITH WATERFED EXTENSION POLE
OPERABLE, CASEMENT
OUTWARD SWINGING W/
WASHABILITY HARDWARE
FIXED PANE
T.O. FINISHED FLOOR
42" MIN
VIEW FROM EXTERIOR
INTERIOR
OUTWARD SWINGING CASEMENT WINDOW
PLAN VIEW
FIXED PANE
42" MIN
VIEW FROM EXTERIOR
OUTWARD SWINGING CASEMENT WINDOW
PLAN VIEW
OPERABLE, CASEMENT
OUTWARD SWINGING W/
WASHABILITY HARDWARE.
OPERABLE, CASEMENT
OUTWARD SWINGING W/
WASHABILITY HARDWARE
FIXED PANE
VIEW FROM EXTERIOR
T.O. FINISHED FLOOR
42" MIN
INTERIOR
OUTWARD SWINGING CASEMENT WINDOW
PLAN VIEW
NOTE:
1.INWARD SWINGING CASEMENT WINDOWS ARE ALSO ACCEPTABLE AS OPERABLE, MAINTAIN 42" SILL HEIGHT.
2.SLIDING WINDOW MAY ALSO BE OPERABLE AS LONG AS THE SLIDING PANE CAN BE REMOVED FOR CLEANING BOTH SIDES, MAINTAIN 42" SILL HEIGHT.
3.IF ANY OPENING IS GREATER THAN 18", THEN A TIE-BACK ANCHOR IS REQUIRED IN THE INTERIOR SERVICEABLE AREA.
WASH-ABILITY (OFFSET)
HINGE REQUIRED TYP
18" MAX TYP
(IF SILL <42" AFF)
IF OPERABLE WINDOWS HAVE A SILL HEIGHT LESS THAN 42 INCHES AFF, AN 18" LIMITER BAR IS REQUIRED
30" MAX FIXED WINDOW PANE
BELOW OPERABLE WINDOW
THRESHOLD
18" MAX TYP
(IF SILL <42" AFF)18" MAX
(IF SILL <42" AFF)
5' MAX WIDTH FOR FIXED
WINDOW PANE BETWEEN
OPERABLE WINDOWS
WASH-ABILITY (OFFSET)
HINGE REQUIRED TYP
WASH-ABILITY (OFFSET)
HINGE REQUIRED TYP
30" MAX WIDTH FOR
FIXED WINDOW PANE
ADJACENT TO OPERABLE
WINDOW
INTERIOR
2 3/4"=1'-0"
OPERABLE WINDOW REQUIREMENTS
SETBACK GUARDRAIL
CONDITION
WIDE CURB /
PARAPET CONDITION
A B
EXTENDED SLAB EDGE
WITH CURB CONDITION C
AT LEAST ONE (1) OF THESE CONDITIONS MUST BE SATISFIED AT ALL GUARDRAIL LOCATIONS.
42
"
M
I
N
-
4
5
"
M
A
X
G
U
A
R
D
R
A
I
L
O
R
42
"
M
I
N
-
7
2
"
M
A
X
.
P
A
R
A
P
E
T
T.O.FINISHED ROOF
T.O.EXTERIOR SIDE
OF PARAPET
ROOF CURB / LOW
PARAPET
GUARDRAIL
18" MAX.
6" MAX.INTERIOR SIDE OF
PARAPET (ROOF)
GUARDRAIL
WIDE CURB / PARAPET
T.O.EXTERIOR SIDE
OF PARAPET
T.O.FINISHED ROOF
PARAPET WIDTH > 18"
18" MAX.
T.O.EXTERIOR SIDE
OF PARAPET
ROOF CURB / LOW
PARAPET
GUARDRAIL
42
"
M
I
N
-
4
5
"
M
A
X
G
U
A
R
D
R
A
I
L
O
R
42
"
M
I
N
-
7
2
"
M
A
X
.
P
A
R
A
P
E
T
INTERIOR SIDE OF
PARAPET (ROOF)
42
"
M
I
N
-
4
5
"
M
A
X
G
U
A
R
D
R
A
I
L
O
R
42
"
M
I
N
-
7
2
"
M
A
X
.
P
A
R
A
P
E
T
18" MAX.
6" MAX.
EXTENDED SLAB
T.O.FINISHED ROOF
3 1"=1'-0"
GUARDRAIL LOCATION REQUIREMENTS
0 PRELIMINARY (BID SET)06/01/23
1 REVISION 1 10/04/23
(BULLETIN 1 - IFC SET)
2 REVISION 2 06/24/24
3 PLAN CHECK 08/15/24
PROJECT
HI
L
T
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N
A
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C
A
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3
W
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U
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A
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C
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C
A
9
1
0
0
7
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T
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I
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R
B
U
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D
I
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G
M
A
I
N
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E
N
A
N
C
E
(
E
B
M
)
55662
THIS DRAWING, ANY RELATED DOCUMENTS AND RELATED INFORMATION ARE THE PROPERTY OF VERSATILE SYSTEMS. THEY MAY ONLY BE USED FOR THE SPECIFIC PURPOSE FOR WHICH THEY HAVE BEEN PROVIDED. NO REPRODUCTION, DUPLICATION, OR DISCLOSURE OF THE DRAWING, DOCUMENTS, AND INFORMATION IS PERMITTED WITHOUT THE PRIOR WRITTEN CONSENT OF VERSATILE SYSTEMS.
DRAFTED BY: B.Y
EBM0.1 GENERAL INFORMATION
EBM1.0 SITE/ROOF PLAN - OVERALL
EBM1.1 ROOF PLAN - BUILDING C
EBM1.2 ROOF PLAN - BUILDING D
EBM1.3 ROOF PLAN - BUILDING D DIMS
EBM2.0 ELEVATIONS
EBM2.1 ELEVATIONS
EBM2.2 ELEVATIONS
EBM2.3 ELEVATIONS
EBM3.0 DETAILS
EBM3.1 DETAILS
EBM3.2 DETAILS
EBM3.3 DETAILS
28258 Ave Stanford, Santa Clarita, CA 91355
818.565.5551 | VerFallPro.com
EBM3.3
08/21/2024
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
HILTON ARCADIA HOTEL
EBM CALCULATIONS
8/28/24
HILTON ARCADIA HOTEL
MHP DRAWINGS FOR EMB
SYSTEM
A
DA
DG
DH
DJ
DK
DL
DM
DP
D1 D2 D5 D7 D8.1 D12
D8.1 D12
D5.5
DF
DG
DH
DJ
DK
DL
DM
DP
DF
DA
DC DC
D3 D4 D6 D8 D10 D11
DBDB
DD
DD.2
DNDN
DE
D10 D11 D11.9
DD
D3.1
DE.5 DE.5
DF.5 DF.5
D11.5
D11.5D7
DD.5DD.5
DC.5DC.5
DB.4
DN
UP
FRONT
42" CLR
30" CLR
42
"
C
L
R
30"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
DN
A
DA
DG
DH
DJ
DK
DL
DM
DP
D1 D2 D5 D7 D8.1 D12
D8.1 D12
D5.5
DF
DG
DH
DJ
DK
DL
DM
DP
DF
DA
DC DC
D3 D4 D6 D8 D10 D11
DBDB
DD
DD.2
DNDN
DE
D10 D11 D11.9
DD
D3.1
DE.5 DE.5
DF.5 DF.5
D11.5
D11.5D7
DD.5DD.5
DC.5DC.5
DB.4
HP
2-1
MAX OP
WT=657#RJ4
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
SHTG PER
NOTE #3 &
7 S6.1 ,TYP
B
S3.1 MF2
12
S6.3TYP
12
S6.3TYP
12
S6.4
5
S6.4
TYP
9
S6.4
TYP
8
S6.4
TYP
5
S6.4
DBLDBLDBL
B1
FJ
4
ROOF SHTG PER
ROOF FRMG
PLAN NOTE #4
DBL
DBL
DBL
6
S6.3
TYP
3
S6.3TYP12
S6.3TYP
H
S5.3
STAIR 2
CMST12
CMST12 STRAP
B1
CMST12
STRAP x 20'-0"
RJ4
FJ4
FJ4
DB
L
FJ
1
FJ
1
FJ
1
B7 B7
FJ4
B7
DBL
FJ
4
A5
31'
A5
17.5'
A5
29.5'
A5
18'
A5
18'
A5
17.5'
A5
17.5'
A5
17.5'
A5
9.5'
A5
17.5'
A5
17.5'
A5
29.5'
A5
8'
A5
29.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
A6
5.5'
A6
5.5'
A6
5.5'
A5
9'
A5
29.5'
A6
5.5'
A6
5.5'
A6
5.5'
A5
17.5'
A5
17.5'
A5
9'
FLOOR OPNG PER
12 S6.1 & 13 S6.1
AS APPLICABLE, TYP
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1
B1
B1 B1
B1
B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1
B1
B1
B1
8x
8
RJ4
RJ4RJ4RJ4 RJ4
A5
17.5'
A5
9'
A5
17.5'
A5
9'
B1
B1
B1
B1
B1
SB1
B1B1 B1
A6
5.5'
FJ4
SB1
DBL
B1
B1
A5
28'
FJ
1
FJ
1 SB
3
SB3
SB3
FJ
1
FJ4
B6
5.5'
FJ4
FJ
1
SB1
FJ
1
FJ
1
FJ1
A5
17.5'
A5
9'
A5
9'
A5
17.5'
A5
27.5'
A5
15'
A5
16.5'A5
16'
A5
5.5'
A5
5.5'
B6
5.5'
B6
5.5'
J
S5.3
STAIR 2
D
S5.4
STAIR 5
A5
30.5'
B1
FJ
1
SB
3
B1
HP
1-1
MAX OP
WT=657#
HP
113C
MAX OP
WT=393#HP
113B
MAX OP
WT=519#
HP
113B
MAX OP
WT=519#
HP
4-2
MAX OP
WT=810#
HP
3-2
MAX OP
WT=810#
DOAS
1
MAX OP
WT=2,622#
+400# CURB DB
L
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
DB
L
SB
4
DBL
A5
18'
6x10 HDR, TYP UNO
B1
B1
B1
B1
A5
8'
DBL B1
B1
12
S6.3
TYP
12
S6.3
TYP
DBL
FJ1
6x10
6x
1
0
HP
5-2
MAX OP
WT=807#
12
S9.1
TYP AT
SCREENWALL
5'-0"5'-0"
SB4
24" MST BENT
STRAP, TYP
24" MST BENT
STRAP, TYP
RJ3
6x10 HDR 6x10 HDR 6x10 HDR 6x10 HDR 6x10 HDR
6x10 HDR
6x
1
0
H
D
R
,
T
Y
P
U
N
O
1'-0"
SB3
5
S6.4
TYP
3
S6.4
FJ1
5 1/4"x9 1/2" LVL P11P11
RJ4
KEF
1
MAX OP
WT=742#
EF
7-6
MAX OP
WT=271#
SF
7-3
MAX OP
WT=235#
RJ
4
RJ4
RJ3
DB
L
DB
L
PROVIDE DBL
JOISTS BENEATH
DOAS UNIT
PROVIDE SHTG
PER NOTE #3 &
7 S6.1 AT
RAISED FRAMING
OPNG PER
12 S6.1
3
S9.1
TYP
PROVIDE SHTG
PER NOTE #3
& 7 S6.1 AT
RAISED FRAMING
FJ1
FJ1
H:
\
2
0
1
9
\
1
9
0
2
8
3
\
_
1
9
-
0
2
8
3
-
0
1
H
i
l
t
o
n
A
r
c
a
d
i
a
H
o
t
e
l
(
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e
w
D
e
s
i
g
n
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SHEET NUMBER
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING
HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED
WORK OF THE DESIGN PROFESSIONAL AND MAY NOT BE
DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN
CONSENT OF THE DESIGN PROFESSIONAL
PROJECT NUMBER
DESCRIPTION
SCALE
PROJECT NAME
AS SHOWN
OWNER NAME
S2.6
SIXTH FLOOR FRAMING
PLAN
HILTON ARCADIA
123 W HUNTINGTON DR.
ARCADIA, CA
91007
LA21.522
125 W HUNTINGTON DR.
BUILDING C & D ARCADIA, CA
91007
VG PROPERTIES
INVESTMENTS, LLC
NO.DATE ISSUES & REVISIONS
S
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
TRUC T URAL E N GI N SREE
MHP JN
562.985.1011 F
19-0283-01
S
No.4101IS
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11.21.23 PERMIT SET
(BULLETIN 1 - IFC SET)
SCALE:S2.6
SIXTH FLOOR FRAMING PLAN A
1/8" = 1'-0"
1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES, ABBREVIATIONS AND
PLAN SYMBOLS LEGEND. SEE PLAN SHEET FOR LIST OF APPLICABLE TYPICAL
DETAILS NOT CALLED OUT ON PLANS.
2.FINISHED SIXTH FLOOR ELEVATION = PER ARCHITECT.
3.UNLESS NOTED OTHERWISE, FLOOR SHEATHING SHALL BE 3/4" STRUCT I TONGUE &
GROOVE PLYWOOD, BLOCKED (W/ 2x4 FLAT), W/ 10d NAILS @ 6,6,12 (BN,EN,FN),
GLUE PLYWOOD TO JOIST, TYPICAL UNLESS NOTED OTHERWISE. AT INCREASED
DIAPHRAGM NAILING AREA, PROVIDE 10D NAILS @ 2", 3'', 12'' (BN, EN, FN).
4.PROVIDE CONSTRUCTION GLUE BETWEEN ALL FLOOR SHEATHING AND BEAMS AND
JOISTS.
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS AND SLOPES NOT SHOWN
ON PLAN.
8.SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS AND
DIMENSIONS NOT SHOWN ON PLAN.
9.LOCATE PLYWOOD ON UNIT SIDE AT CORRIDOR SHEARWALLS.
10.SEE ARCH PLAN FOR WALL STUD THICKNESS. ALL SIXTH FLOOR EXTERIOR WALLS
ARE TO BE 2x6 @ 16''OC, INTERIOR BEARING AND SHEAR WALLS TO BE 2x6 STUDS
@ 16"OC, UNLESS NOTED OTHERWISE ON PLAN.
11.JAMBS HEADERS AND SILLS NOT SHOWN ON PLAN, TYPICAL UNLESS NOTED
OTHERWISE. SEE 4/S6.1 AND 5/S6.1 FOR OPENING FRAMING INFORMATION.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
FRAMING PLAN NOTES
FLOOR JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
FJ1 9 1/2" RED I 45 16"OC
FJ4 DBL 1 3/4"x5 1/2" LVL 16"OC
1.SEE THIRD FLOOR FRAMING PLAN FOR FRAMING SYMBOL LEGEND AND NOTES AS
APPLICABLE.
2.SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE
VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECT
SPECIFICATIONS FOR ADDITIONAL INFORMATION.
3.FINISH ROOF ELEVATION = PER ARCH.
4.UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 5/8" STRUCT I PLYWOOD,
BLOCKED, W/ 10d NAILS @ 6",6",12" (BN,EN,FN).
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES.
8.UNLESS NOTED OTHERWISE, MAXIMUM OPERATING WEIGHT ROOF TOP
MECHANICAL UNITS SHALL BE 250#. PROVIDE DOUBLE JOIST SUPPORT FOR
MECHANICAL UNITS EXCEEDING 250# OPERATING WEIGHT. SEE A/S9.1 FOR
EQUIPMENT ANCHORAGE SCHEDULE. SEE MECHANICAL DRAWINGS FOR PRECISE
SIZE AND LOCATIONS OF MECHANICAL UNITS.
9.SEE ARCHITECTURAL, MECHANICAL, AND/OR ELECTRICAL DRAWINGS FOR
LOCATION OF ALL EQUIPMENT.
10.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE
INSTALLED.
11.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF ALL ACCESS PANEL &
EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO INSTALLATION. WHERE ACTUAL
EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR MAXIMUM
DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND AWAIT
DIRECTION PRIOR TO PROCEEDING WITH WORK. SEE 12/S6.1 & 13/S6.1 FOR
FRAMING OPENING DETAILS.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
13.SEE 12 /S9.1 FOR ROOF TOP MECH SCREEN CONNECTION DETAILS
ROOF FRAMING PLAN NOTES
ROOF BEAM SCHEDULE
BEAM MARK JOIST SIZE
RB1 5 1/4"x9 1/2" LVL
RB4 6x6
ROOF JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
RJ3 1 3/4x5 1/2 LVL 24"OC
RJ4 9 1/2" RED I-45 24"OC
POST SCHEDULE
POST
MARK POST SIZE
P1 6x6
P2 6x4
P3 4x4
P4 4x6
P5 4x8
P6 4x10
P7 6x10
P8 (2)-2x8
P9 (3)-2x8
P10 (4)-2x8
P11 6x8
P12 8x8
STEEL COLUMN SCHEDULE
COLUMN
MARK COLUMN SIZE REFERENCE
DETAIL NOTE
C1 HSS5x5x1/4 9/S4.1 OR
2/S6.2, UNO 3/4" THK BASE PL
C2 HSS8x6x1/4
STUB COL SEE PLAN
COORDINATE
LOCATION WITH
ELEVATOR
C3 HSS5x5x1/4 9/S4.1 1" , TYPE B BASE PL
C4 HSS5x5x1/4 9/S4.1 1" , TYPE C BASE PL
C5 HSS4x4x1/4 9/S4.1 1" , TYPE C BASE PL
C6 HSS5x5x5/16 9/S4.1 1" , TYPE A BASE PL
C7 HSS6x4x1/2
FLOOR WOOD BEAM SCHEDULE
BEAM
MARK BEAM SIZE COMMENTS
B1 5 1/4"x9 1/2" LVL TYP, UNO
B7 3 1/2"x9 1/2" LVL
HANGER NOTE:
AT STEEL AND CMU, PROVIDE SIMPSON "W"
HANGER EACH END UNLESS NOTED
OTHERWISE AT CMU PROVIDE (4)-7/8"Ø AB @
8"OC EACH SIDE OF BEAM WHERE LEDGER
OCCURS.
STEEL BEAM SCHEDULE
BEAM MARK JOIST SIZE
SB1 W8x21
SB2 W8x15
SB3 W8x35
SB4 HSS6x6x1/4
04.02.24 RFI 161
06. .24 RFI 207
RJ
3
TIEBACK LOCATIONS TO BE ATTACHMENT TOSTRUCTURE PER 15/S9.1 AT RJ4 AND SAWN LUMBERJOIST LOCATIONS, AND 14/S9.1 AT RJ3 JOIST LOCATIONS
18
3
1
/
2
"
x
5
1
/
4
"
L
V
L
3
1
/
2
"
x
5
1
/
4
"
L
V
L
WOOD
06/18/2024
S
No.4101IS
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Exp. 6-30-25
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No.4101IS
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09.04.24 RFI 259
15
S6.4 SIM
3
S5.1 TYP3
S5.1 TYP
RJ3
ABOVE
SHTG PER
NOTE #4 &
7 S6.1
,TYP
W8
x
1
5
W8
x
1
5
BE
A
M
HO
I
S
T
BE
A
M
HO
I
S
T
15
S6.4
15
S6.4 TYP
15
S6.4 SIM
RJ3
HSS5x5x1/4,
TYP (3 LOCS)
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
FR
O
N
T
42
"
C
L
R
42"CLR
30"CLR
FRONT
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30"
C
L
R
42"CLR
30"CLR
FRONT
DA
DG
DH
DJ
DK
DL
DM
DP
D7 D8.1 D12
D8.1 D12
DF
DG.5
DH.5
DI.5
DK.5
DL.5
DC
D8 D10 D11
DB
DD
DN
DE
D10 D11 D11.9
SHTG PER
NOTE #4 &
7 S6.1
,TYP
9
S6.4
6
S6.4
8
S6.4
9
S6.4
6x
1
0
H
D
R
,
T
Y
P
U
N
O
RJ
4
RJ3
RJ3
RB
1
DB
L
PROVIDE (2)-ROWS
FLOOR SHTG BN
ALONG THIS WALL
13
S6.4
TYP
RB4
7"x9 1/2" LVL
7"
x
9
1
/
2
"
L
V
L
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
RB1
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
SB2
RJ
4
RB
4
RB
4
RJ
4
RJ
4
RJ4
DBL
RJ
3
RJ3
RB4
SB2
RJ
4
RB
1
RB1
RB
1
RB
1
RJ
4
RJ
4
SB
1
SB2
SB2
SB
1
RJ
4
RJ
4
B1 FJ4
2x
1
0
@
1
2
"
O
C
SB2
K
S5.3
BELOW
C
S2.7
STAIR 2
ABOVE
5
S6.4
SB
4
HP
3-1
MAX OP
WT=918#RB
1
RB
1
RB
1
RB1RB1
RB1
RB
1
RB
1
RB
1
RB
1
RB
1
HP
4-1
MAX OP
WT=918#
HP
5-1
MAX OP
WT=918#
HP
6-1
MAX OP
WT=918#HP
114B
MAX OP
WT=519#
HP
114A
MAX OP
WT=519#
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB1
RB1
RB1
RB1
RB1
RB1
RB
1
RB
1
RB
1
RB
1
GWH PER
PLUMBING, MAX
OP WT= 1,600# EA
HP
115A
MAX OP
WT=519#
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB1
RB1
RB1
RB1
6
S6.4SIM
6x
1
0
6x10
6x
1
0
RJ3
RJ4
24" MST BENT
STRAP, TYP
SB4
FLOOR OPNG PER
12 S6.1 & 13 S6.1
AS APPLICABLE, TYP
12
S9.1
TYP AT
SCREENWALL
2X
1
0
@
1
2
"
O
C
24" MST BENT
STRAP, TYP
5
S6.4
9
S6.4
B
S2.7
ROOF
ABOVE
4
S6.4
3
S6.4
6x
1
0
H
D
R
,
T
Y
P
U
N
O
6x10 HDR
6x
1
0
4x10
4x10
8
S6.4
11
S6.4
4
S6.4
3
S6.4
10
S6.4
DB
L
2
x
1
0
DB
L
9
1
/
2
"
RE
D
I
-
4
5
4x10
2x10 @ 12"0C
2x10 @ 12"0C
DB
L
9
1
/
2
"
RE
D
I
-
4
5
HP
701
MAX OP
WT=153#
RB
1
RB
1
HP
115B
MAX OP
WT=519#
PROVIDE DBL
JOISTS BENEATH
WATER HEATERS
RB
1
RB
1
RB1
RB1
RB1
RJ
4
RJ
4
SF
7-2
MAX OP
WT=99#
3
S9.1TYP
HP
117
MAX OP
WT=393#
2x10 @
12"0C
SF
7-1
MAX OP
WT=389#
RB4
RB4
RB4
RB4
EF
7-5
MAX OP
WT=247#
HP
IT
MAX OP
WT=657#
RB4
D8.1D8 D10
DC
DB
DD
D8.1 D10
RJ
3
15
S6.4
15
S6.4
SIM
DM
DP
DN
H:
\
2
0
1
9
\
1
9
0
2
8
3
\
_
1
9
-
0
2
8
3
-
0
1
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SHEET NUMBER
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING
HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED
WORK OF THE DESIGN PROFESSIONAL AND MAY NOT BE
DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN
CONSENT OF THE DESIGN PROFESSIONAL
PROJECT NUMBER
DESCRIPTION
SCALE
PROJECT NAME
AS SHOWN
OWNER NAME
S2.7
ROOF & HIGH ELEVATOR
FRAMING PLANS
HILTON ARCADIA
123 W HUNTINGTON DR.
ARCADIA, CA
91007
LA21.522
125 W HUNTINGTON DR.
BUILDING C & D ARCADIA, CA
91007
VG PROPERTIES
INVESTMENTS, LLC
NO.DATE ISSUES & REVISIONS
S
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
TRUC T URAL E N GI N SREE
MHP JN
562.985.1011 F
19-0283-01
S
No.4101IS
G
E
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OF C
TA
S
T
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D P R O
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I
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AINRFOILA
A
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L
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I
KEN N E T H D.O'DE
L
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U R A LTSRUCT
11.21.23 PERMIT SET
(BULLETIN 1 - IFC SET)
SCALE:S2.7
ROOF & HIGH ELEVATOR FRAMING PLANS A
1/8" = 1'-0"
ROOF JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
RJ3 1 3/4x5 1/2 LVL 24"OC
RJ4 9 1/2" RED I-45 24"OC
1.SEE THIRD FLOOR FRAMING PLAN FOR FRAMING SYMBOL LEGEND AND NOTES AS
APPLICABLE.
2.SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE
VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECT
SPECIFICATIONS FOR ADDITIONAL INFORMATION.
3.FINISH ROOF ELEVATION = PER ARCH.
4.UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 5/8" STRUCT I PLYWOOD,
BLOCKED, W/ 10d NAILS @ 6",6",12" (BN,EN,FN).
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES.
8.UNLESS NOTED OTHERWISE, MAXIMUM OPERATING WEIGHT ROOF TOP
MECHANICAL UNITS SHALL BE 250#. PROVIDE DOUBLE JOIST SUPPORT FOR
MECHANICAL UNITS EXCEEDING 250# OPERATING WEIGHT. SEE A/S9.1 FOR
EQUIPMENT ANCHORAGE SCHEDULE. SEE MECHANICAL DRAWINGS FOR PRECISE
SIZE AND LOCATIONS OF MECHANICAL UNITS.
9.SEE ARCHITECTURAL, MECHANICAL, AND/OR ELECTRICAL DRAWINGS FOR
LOCATION OF ALL EQUIPMENT.
10.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE
INSTALLED.
11.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF ALL ACCESS PANEL &
EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO INSTALLATION. WHERE ACTUAL
EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR MAXIMUM
DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND AWAIT
DIRECTION PRIOR TO PROCEEDING WITH WORK. SEE 12/S6.1 & 13/S6.1 FOR
FRAMING OPENING DETAILS.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
13.SEE 12 /S9.1 FOR ROOF TOP MECH SCREEN CONNECTION DETAILS
ROOF FRAMING PLAN NOTES
ROOF BEAM SCHEDULE
BEAM MARK JOIST SIZE
RB1 5 1/4"x9 1/2" LVL
RB4 6x6
SCALE:S2.7
ELEVATOR PENTHOUSE FRAMING PLAN B
1/8" = 1'-0"
STEEL COLUMN SCHEDULE
COLUMN
MARK COLUMN SIZE REFERENCE
DETAIL NOTE
C1 HSS5x5x1/4 9/S4.1 OR
2/S6.2, UNO 3/4" THK BASE PL
C2 HSS8x6x1/4
STUB COL SEE PLAN
COORDINATE
LOCATION WITH
ELEVATOR
C3 HSS5x5x1/4 9/S4.1 1" , TYPE B BASE PL
C4 HSS5x5x1/4 9/S4.1 1" , TYPE C BASE PL
C5 HSS4x4x1/4 9/S4.1 1" , TYPE C BASE PL
C6 HSS5x5x5/16 9/S4.1 1" , TYPE A BASE PL
C7 HSS6x4x1/2
LIST OF APPLICABLE TYPICAL FRAMING DETAILS
DESCRIPTION DETAIL SHEET
TYPICAL BEAM CONNECTION SCHEDULE 1 S5.1
TYPICAL BEAM TO BEAM CONNECTION 2 S5.1
TYPICAL BEAM TO COLUMN CONNECTION 3 S5.1
TYPICAL STIFFENER PLATE 4 S5.1
TI FRAMING AT STEEL BEAM 5 S5.1
WOOD BEAM TO STEEL COLUMN 7 S5.1
TYPICAL BEAM TO BEAM MOMENT CONNECTION 8 S5.1
TYPICAL WOOD BEAM TO WOOD BEAM CONNECTION 1 S6.1
TYPICAL JOIST TO WOOD BEAM CONNECTION 2 S6.1
WOOD POST BASE TO CONCRETE 3 S6.1
TYPICAL OPENING IN EXTERIOR WOOD STUD WALL 4 S6.1
TYPICAL OPENING IN INTERIOR WOOD STUD WALL 5 S6.1
WOOD STUD WALL TO CONCRETE 6 S6.1
TYPICAL HORIZONTAL PLYWOOD SHEATHING 7 S6.1
WOOD POST TO BEAM CONNECTION WITHIN WALL 8 S6.1
TYPICAL WOOD NAILER AT STEEL BEAM 9 S6.1
DOUBLE TOP PLATE SPLICE SCHEDULE 10 S6.1
TYPICAL WOOD BEAM HANGER SCHEDULE 11 S6.1
TYPICAL HORIZONTAL FRAMING AT OPENING BETWEEN JOIST OR
RAFTER (2'-0" MAX)12 S6.1
TYPICAL HORIZONTAL FRAMING AT OPENING (4'-0" MAX)13 S6.1
TYPICAL WOOD BEAM TO ISOLATED WOOD POST 14 S6.1
NON-BEARING PARTITION 15 S6.1
TYPICAL WOOD STUD WALL BLOCKING / BACKING 16 S6.1
TYPICAL DOUBLE PLYWOOD WEB JOIST 17 S6.1
TYPICAL HOLES AND NOTCHES IN WOOD 18 S6.1
HOLE IN BEAMS 19 S6.1
TYPICAL BEAM IN WALL 20 S6.1
TYPICAL MULTI-STORY SHEAR WALL ELEVATION, SCHEDULE AND
NOTES A S6.2
DETAIL 1 S6.2
HSS OR PIPE COLUMN IN SHEAR WALL 2 S6.2
HOLDOWN AT UPPER FLOORS 3 S6.2
TYPICAL CORNERS AND INTERSECTIONS AT WOOD STUD SHEAR
WALLS 4 S6.2
TYPICAL ATS ELEVATION VIEW AND ALLOWABLE PENETRATION AT
SHEAR WALL 5 S6.2
TYPICAL STRINGER TO FRAMING CONNECTION 13 S6.3
FRAMING STRAP OVER TOP OF PLYWOOD 15 S6.3
TYPICAL I-JOIST WEB STIFFENER 17 S6.3
STEEL BEAM SCHEDULE
BEAM MARK JOIST SIZE
SB1 W8x21
SB2 W8x15
SB3 W8x35
SB4 HSS6x6x1/4
SCALE:S2.7
STAIR 2 - PENTHOUSE FRAMING PLAN C
1/8" = 1'-0"
04.02.24 RFI 161
07.01.24 RFI 216
Exp. 6-30-25
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07/01/2024
DB
L
4x10
PROVIDE SIMP HWP HANGER WHERE
INDICATED
2X10 @ 12" OC, TYP, 4X10 @ 12" 0C AT EBM FULCRUMLOCATIONS (4 MIN), PROVIDE SIMP HWP HANGER AT4x10 JOSTS ATTACHED TO Wx
PROVIDE SIMP LGU5.25-SDS
AT DBL JOIST END
TIEBACK LOCATIONS TO BE ATTACHMENT TO
STRUCTURE PER 15/S9.1 AT RJ4 AND SAWN LUMBER
JOIST LOCATIONS, AND 14/S9.1 AT RJ3 JOIST LOCATIONS WOOD
PLACE A DBL JOIST 1 FOOT AWAY FROM EXTERIOR
WALL(IN ADDITION TO TYP ROOF JOISTS), TYP
NEXT TO WALL ALONG GL D12 AS SHOWN (9 LOCS) WOOD
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
WOOD
TYP, 4X10 @ 12" 0C AT EBMFULCRUM LOCATIONS (4 MIN), ATTACH TODBL WITH SIMP LGU3.63-SDS. TYP AT JOISTSBELOW GL DL, UNO
TIEBACK LOCATIONS TO BE ATTACHMENT TO STRUCTURE
PER 15/S9.1 AT RJ4 AND SAWN LUMBER JOIST LOCATIONS,
AND 14/S9.1 AT RJ3 JOIST LOCATIONS
09.04.24 RFI 259
A
PE
R
S
C
H
E
D
SEISMIC CRADLE CLIP OR U-BOLT
PER PLAN VIEW A-A (2 MIN)
A
PE
R
S
C
H
E
D
P1000T STRUT PER
PLAN VIEW A-A
EQUIP MOUNT AS OCCURS
PER APPLICABLE DETAIL
COUPLER AND/OR SPRING
ISOLATOR WHERE OCCURS
A
PE
R
S
C
H
E
D
,
T
Y
P
THREADED ROD PER
APPLICABLE DETAIL
SUPPORTING MEMBER
PER APPLICABLE DETAIL
2"MI
N
TY
P
AA
PLAN VIEW A-A
STIFFENER TYPE A
FOR 3/8"Ø, 1/2"Ø, OR 5/8"Ø RODS
STIFFENER TYPE B
FOR 3/4"Ø, 7/8"Ø, OR 1"Ø RODS
PL1/4 x1 5/8 x0'-3 1/2"
P1000T STRUT
U-BOLT (FIT TIGHT TO
STRUT & HANGER ROD)
THREADED ROD
3/8"Ø BOLT
P1000T STRUT
THREADED ROD
P2485 CRADLE CLIP
P3008 NUT
STIFFENER SCHEDULE
ROD
DIAMETER
STIFFENER
TYPE
A
(MAX)
3/8"
TYPE A
9"
1/2"12"
5/8"15"
3/4"
TYPE B
20"
7/8"25"
1"28"
NOTE: ALL CHANNELS, BRACKETS AND
FASTENERS NOTED AS “P####” ARE BY UNISTRUT.
SCALE:S9.1
TYPICAL HANGER ROD STIFFENER OPTIONS 13
NONE
UNIT ANCHORAGE SCHEDULE
UNIT NAME DISCIPLINE (A/M/E/P)REF DETAIL MAX OP WT
MSD E 1/S9.1 2,800
LVC1, LVD1 & TRANSFORMER E 2/S9.1 1,000#
DOAS-1 M 11/S9.1 PER PLAN
HP, SF, WH, EF, KEF M 11/S9.1 PER PLAN
GWH P 3/S9.1 PER PLAN
SCALE:S9.1
EQUIPMENT SCHEDULE A
1" = 1'-0"
BLKG AT I-JOIST
BLKG AT 2x JOIST
1"
EQ
EQ
1"
HANGER ROD TO STRUCTURE GAUGE STRAP TO STRUCTURE
CABLE BRACE TO STRUCTURE
BLKG PER
4 S9.1
FRAMING OR BLKG
PER 4 S9.1 , TYP
3"
1"
M
I
N
HANGER ROD TO STRUCT ALT
3/4"Ø THRU BOLT
HGR ROD PER MECH
PLY ROOF AS OCCURS (3)-10d NAILS
ANGLE BRACE TO STRUCTURE
PLY ROOF AS OCCURS (3)-10d NAILS
PLY ROOF AS OCCURS JOIST PER PLAN
FILLER PER 6 S9.1
2x OR I-JOIST
PER PLAN
FILLER
PER 17 S6.3
SCALE:S9.1
BLOCKING AT
STRUCTURE FOR MECHANICAL ANCHORAGE 4
1" = 1'-0"
SCALE:S9.1
TJI BLOCKING DETAIL 5
1" = 1'-0"
SCALE:S9.1
EQUIPMENT ANCHORAGE TOP CONNECTIONS 6
1" = 1'-0"
3"
SOLID WEB FILLER BOTH SIDES
(12" LONG MIN, 1" THK MIN)
(4)-ROWS 8d @ 4"OC
EA SIDE (STAGG BTWN
SIDES)
4x4 MIN BLKG W/ SIMP
'U' HANGER EA END
DBL JOIST PER PLAN
4x4 MIN BLKG W/ SIMP
'U' HANGER EA END
I-JOIST PER PLAN
1/4" GAP T&B, TYP
TJI BLKG W/ SIMP A35
EA END STAGGER TO
WEB STIFF, TYP
FULL HT 4x BLK
W/ SIMP A35 EA
END EA SIDE
2x OR I-JOIST
PER PLAN
(2)-1/2"Ø x3"
LAG SCREWS
ANGLE BRACE
(L2x2x12GA
MINx6'-0'' LONG
MAX) PER MECH
100 LBS
MAX
(3)-#10 x2" WOOD
SCREWS MIN
SUPPORT STRAP
(20GAx2'' MIN) PER
MECH (TWIST STRAP
90º AS REQD)
2x OR I-JOIST
PER PLAN
HANGER ROD
PER MECH
NUT & WASHER
ABOVE & BELOW
100#
MAX
100#
MAX
JOIST OR 4x BLKG
AS OCCURS
L2 1/2x2x3/8
x0'-3" LONG
ANGLE BRACE
FULL HT 4x BLK
W/ U-HANGER
EA END
2x OR I-JOIST
PER PLAN
(4)-TIGHT TURNS
IN 1 1/2"
CABLE BRACE
PER MECH
100#
MAX
UNISTRUT P1354A
W/ (2)-1/2"Ø x3"
LAG SCREWS
SCALE:S9.1
PREFAB CURB TO WOOD FRAMING 11
NONE
PE
R
A
P
P
L
I
C
A
B
L
E
DE
T
A
I
L
1"
MAX
1"
MIN STRAP TO CURB
WELD PER
APPLICABLE DETAIL
UNIT PER
APPLICABLE
DETAIL
SEISMIC STRAP PER
MECH, CONN TO FRAME
& CURB W/ BOLT & WELD
PER APPLICABLE DETAIL
PRE-FABRICATED
ROOF CURB
(12GA MIN)SDS25412 @ 16"OC
ALL AROUND
WELDED UNIT
FRAME (12GA MIN)
WELDED UNIT
FRAME (Cx W/
3/16" MIN THK
WEB & Lx)
CHANNEL FRAME CONDTION
(E) PLY SHEATHING
PER PLAN
CURB TO WOOD FRAMING
SECTION A-A
SEISMIC STRAP PER
MECH, CONN TO FRAME
& CURB W/ SMS PER
APPLICABLE DETAIL
ROOF BEAM, JOIST OR
BLOCKING AS OCCURS
2 1/2"
MIN
TYP
A
A
ROOF BEAM,
JOIST OR
BLOCK
LAG SCREW,
CURB TO WOOD
FRAMING
BLOCK PER APPL
DETAIL (4x6 MIN UNO)
W/ SIMP A35 EA SIDE,
EA END, TYP
SCALE:S9.1
SCREEN WALL 12
NONE
1'
-
6
"
MA
X
VA
R
I
E
S
1'-
0
"
MA
X
1'-
0
"
MA
X
2/
3
H
±
4
"
1/
3
H
±
4
"
H
=
8
'
-
6
"
M
A
X
BBBB
A
A
A
A
8"
5"
1"
TY
P
1"
TYP
SECTION B-BSECTION A-A
BRACE
DIRECTION
3" MIN
TYP
FURRING CHANNEL
PER ARCH
PL1/4 CAP
SCREEN PER ARCH
HSS3x3x1/4
(8'-0'' OC MAX)
HSS2x2x1/8 BRACE
3/16
PL3/8 W/ (4)-SIMP
SDS25412 SCREWS
W/ 4'' MIN END
DISTANCE & 2'' MIN
EDGE DISTANCE AT
BLKG
CJP
1 1/2
"
MIN
1 1/2
"
MIN
TY
P
6x6 BLKG W/ SIMP A35
EA SIDE, EA END, CTRD
BELOW EA SET OF
SCREWS AT BRACE, TYP
6x10 FLAT BLKG CENTERED
BELOW SCREWS AT POST
W/ SIMP A34 EA SIDE, EA END
DBL 2x OR DBL I-JOIST EA
SIDE OF SCREEN POST
3/16
CAP PL TO
POST, TYP
PLWD SHTG PER PLAN
(E) PLYWOOD
SHEATHING PER PLAN
BLKG CENTERED
BELOW SCREWS
HSS3x0.25 @ 8'-0" MAX
(E) WOOD JOIST
PER PLAN
ROOFING PER ARCH
PL3/8 GUSSET W/
7/8"Ø THRU BOLT
WP
30º M
I
N
60º
M
A
X
CONDITION A
PERP ROOF JOISTS
BBBB
FURRING CHANNEL
PER ARCH
SCREEN PER ARCH
HSS
HSS BRACE
PLWD SHTG PER PLAN
ROOFING PER ARCH
CONDITION B
PERP ROOF JOISTS
NOTE:
FOR BALANCE OF INFO
NOT SHOWN, SEE COND A
DBL I-JOIST EA SIDE
OF SCREEN POST
BBBB
A
A
A
A
FURRING CHANNEL
PER ARCH
SCREEN PER ARCH
HSS
HSS2x2x1/8 BRACE
PLWD SHTG PER PLAN
ROOFING PER ARCH
CONDITION C
TOP OF WALL
WEB STIFF PER
17 S6.3
6x6 BLKG EA SIDE W/
A34 EA SIDE EA END
ADDL SIMP H2A
NOTE:
FOR BALANCE OF INFO
NOT SHOWN, SEE COND A
WHERE ROD EXCEEDS
14'', PROVIDE ROD
STIFF PER 13 S9.1
WHERE REQD
100#
MAX
WHERE ROD
EXCEEDS 14'',
PROVIDE ROD STIFF
PER 13 S9.1
WHERE REQD
100#
MAX
SCALE:S9.11" = 1'-0"
SCALE:S9.1
TIEBACK ANCHOR AT ROOF 15
NONE
PL3/8x4x4
12
"
MI
N
1/4
1/4
ROUND HSS3x0.25ROUND
HSS3x0.25
TYP
9"
9"
1 1/2"
TYP
1
1
/
2
"
TY
P
PER PLAN
1
1
/
2
"
TY
P
PLAN VIEW
DBL JOIST EA
SIDE OF TIE
BACK ANCHOR
JOIST PER
PLAN
TIEBACK AND BASE
PL PER OTHERS
5 1/4" x 7 1/4" LVL BLKG
W/ SIMP HGUS5.5/8
HGR EA END, TYP
SIMP MST72
STRAP TO
BLKG EA SIDE
OF TIEBACK
2'
-
0
"
M
A
X
BLKG PER PLAN VIEW JOIST PER PLAN
DBL JOIST EA
SIDE OF TIE
BACK ANCHOR
PLWD SHTG
PER PLAN
TIEBACK
(4)-3/4"Ø THRU BOLTS
TO BLKG BELOW
SIMP STRAP
30d @
6"OC, TYP
30d @
6"OC, TYP
30d @
6"OC, TYP
SCALE:S9.1
RECESSED PANEL ANCHORAGE 10
NONE
(E) WOOD STUD
(2x6 MIN) WALL
PER PLAN
HEADER & JAMB PER
4 S6.1 OR 5 S6.1
W
MAX
H MA
X
(2)-1/4"Ø WOOD SCREWS,
TYP EA SIDE AS SHOWN
(4 SCREWS TOTAL)
PANEL BOARD PER
PLAN, MAX OP WT
PER PLAN
CONDUIT WHERE
OCCURS
ADD STRAPS AT DBL
TOP PL AS REQD
PER 18 S6.1
NOTE:
FOR BALANCE OF INFO SHOWN BUT NOT
NOTED, SEE 4 S6.1 OR 5 S6.1
SCALE:S9.1
MECH PLATFORM AT TRUSS JOIST 3
NONE
PER MECHANICAL
2 3/4"
MIN
TYP
2"2"2"
MAX
TYP
2"2"
2" MAX
TYP
1'-
0
"
MA
X
SECTION A-A
A
A
JOIST PER PLAN
L3x3x1/4x0'-6" LONG BENT PL (2
EA CORNER) W/ (2)-#12 SMS TO
UNIT & (2)-3/8"Ø LAG SCREWS
(3" PEN) TO SLEEPER, TYP
4x SLEEPER ALL
AROUND AND @
8'-0" MAX, FIELD
VERIFY DEPTH
2x6 @ 16"OC W/
SIMP LUS HGR, TYP
6x6 BLOCK W/
SIMP FACE
MOUNT
HANGER, TYP
MECH UNIT PER PLAN
ROOF SHEATHING
PER PLAN
2x6 BLKG
JOIST PER
PLAN, TYP
L3x3x1/4x0'-6"
LONG BENT PL W/
(2)-3/8"Ø x3'' LONG
LAG SCREWS TO
SLEEPER &
6x6, TYP
3/4" PLWD,
BLOCKED W/ 10d
@ 6",6",12"
(BN,EN,FN), TYP
BN
BN
EN
EN
(2)-A34 EA
CORNER
A35 @ 12''OC
LARGER PLATFORM
WHERE OCCURS
LARGER PLATFORM
WHERE OCCURS
SCALE:S9.1
ELECTRICAL EQUIPMENT ANCHORAGE 2
NONE
H MA
X
21
"
MI
N
W
MIN
PLAN VIEW AT BASE
CONC SLAB ON GRADE
PER PLAN
CONC HOUSE KEEPING
PAD PER 20 S4.1
ANCHOR PER
PLAN VIEW, TYP
EQUIPMENT PER
PLAN, MAX OP WT
PER A S9.1
5/8"Ø EXPANSION ANCHOR
(3 5/8" EMBED) IN MANUF
PREDRILLED HOLE, TYP AT
EA CORNER AS SHOWN (4
ANCHORS TOTAL)
6" MIN
TYP ALL
AROUND
SCALE:S9.1
ELECTRICAL SWITCHBOARD ANCHORAGE 1
NONE
H MA
X
PLAN VIEW AT BASE
CONC SLAB ON GRADE
PER PLAN
CONC HOUSE KEEPING
PAD PER 20 S4.1
ANCHOR PER
PLAN VIEW, TYP
EQUIPMENT PER
PLAN, MAX OP WT
PER A S9.1
5/8"Ø EXPANSION ANCHOR
(3 5/8" EMBED) IN MANUF
PREDRILLED HOLE, TYP AT
EA CORNER AS SHOWN (4
ANCHORS TOTAL)
6" MIN
TYP ALL
AROUND
2'-7"1'-4"
A
A
SECTION A-A
1'-
9
"
1
1
/
2
"
2 1/2"
3'-0"2'-0"2'-0"4'-0"
1'-4"3'-7"
AIRCRAFT CABLE TO CONCRETE SLAB
1
1
250# MAX
NOTES:
1.FOR TELECOM AND ELECTRICAL CABLE TRAYS
(MAX WT=10 LBS/FT) SPACE VERTICAL ROD @
60"OC MAXIMUM.
2.PROVIDE PIPE AND CABLE TRAY AIRCRAFT CABLE
BRACING EA SIDE SPACED AT 10'-0"OC MAXIMUM
TRANSVERSE AND LONGITUDINAL.
3.MINIMUM SPACING BETWEEN HANGER OR BRACE
CONNECTION.
3/8"Ø HILTI KB-TZ
(1 1/2" EMBED)UNISTRUT P1546
OR EQUAL
3/16" GALVANIZED
AIRCRAFT CABLE W/
2-U-BOLT CLAMPS &
THIMBLE
CONC SLAB PER PLAN
250# MAX
3/8"Ø HILTI KB TZ (1 1/2" MIN EMBED)
ALT TO KB-TZ: CAST IN HEADED
ANCHOR BOLT (2" EMBED) W/
DIAMETER TO MATCH HANGER ROD3/8"ØA36 THREADED ROD. FOR PIPE
HANGERS AT 5"-8"Ø PIPES, USE 1/2"Ø
A36 ROD. WHERE ROD LENGTH AT
BRACE IS GREATER THAN 14"
PROVIDE STIFFENER PER 13 S9.1
3/8"Ø COUPLER
CONC SLAB PER PLAN
SCALE:S9.1
SUSPENDED DISTRIBUTION SYSTEMS
(MEP OR ARCHITECTURAL ELEMENTS)7
1/2" = 1'-0"
SCALE:S9.1
TYPICAL ROOFTOP DUCT SUPPORT 8
NONE
4'-
6
"
M
A
X
6'-
6
"
M
A
X
9'-0" MAX
5/16 TYP
5/16 TYP
5/16 TYP
C6x8.2
DUCT PER
MECH
3" STD PIPE @
9'-0"OC MAX,
TYP
C6x8.2
DBL JOIST OR
DECREASE
JOIST SUPPORT
TO 12''OC AT
DUCT SUPPORT
PLY SHEATHING
PER PLAN
AA
2"
TYP
PLAN VIEW A-A
PL1/2x4x0'-10" BASE
PLATE W/ (4)-SIMP
SDS25500 SCREWS
SCALE:S9.1
PANEL BOARD ANCHORAGE 9
NONE
W MAX
(EQUAL TO (E)
STUD SPACING)
D
MAX
H MA
X
2"
MA
X
2"
MA
X
WHERE ANCHOR POINTS
DO NOT ALIGN W/ STUDS,
PROVIDE WOOD BLOCKING/
BACKING PER 16 S6.1
FINISH AS OCCURS
PER ARCH
PANEL BOARD PER
PLAN, MAX OP WT
PER PLAN
WOOD STUD (2x6
MIN) WALL PER PLAN
(4)-#14 x3" WOOD SCREWS EA
SIDE, INTO EA STUD, TYP AS
SHOWN (8 SCREWS TOTAL)- AT
CONC OR SOLID GROUTED
CMU WALL, USE (4)-3/8"Ø HILTI
KH-EZ SCREW ANCHOR (3 1/4"
EMBED), TYP EA SIDE AS
SHOWN (8 SCREWS TOTAL)
SIDE ELEVATIONFRONT ELEVATION
HANGER STRAP OR COMP
STRUT TO CONC SLAB
PL1/8x3SQ
PLATE WASHER
BEND STRAP/STRUT
TO FIT (BEND ONE
TIME MAX)
HANGER STRAP
(20GAx2'' MIN) OR
COMPRESSION STRUT
(362S162-33 MIN)
HANGER ROD TO CONC SLAB
(2)-1/4''Ø SMS
EA CORNER
1"
1"
6x BLKG PER ABOVE
WEB STIFF PER
17 S6.3
6x12 BLKG CTR
BELOW POST
W/ A35 EA END
250# MAX 250# MAX
H:
\
2
0
1
9
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1
9
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SHEET NUMBER
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING
HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED
WORK OF THE DESIGN PROFESSIONAL AND MAY NOT BE
DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN
CONSENT OF THE DESIGN PROFESSIONAL
PROJECT NUMBER
DESCRIPTION
SCALE
PROJECT NAME
AS SHOWN
OWNER NAME
S9.1
EQUIPMENT ANCHORAGE
DETAILS
HILTON ARCADIA
123 W HUNTINGTON DR.
ARCADIA, CA
91007
LA21.522
125 W HUNTINGTON DR.
BUILDING C & D ARCADIA, CA
91007
VG PROPERTIES
INVESTMENTS, LLC
NO.DATE ISSUES & REVISIONS
S
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
TRUC T URAL E N GI N SREE
MHP JN
562.985.1011 F
19-0283-01
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11.21.23 PERMIT SET
(BULLETIN 1 - IFC SET)
06. .24 RFI 20718
TIEBACK ANCHOR AT LVL JOISTS
9"
PER PLAN
9"
1 1/2" TYP
1
1
/
2
"
T
Y
P
PLAN
VIEW
TY
P
5 1/4" x 5 1/4" LVL BLKG W/ SIMP
FACE MOUNT HANGER, TYP
(4)-3/4" DIA THRU
BOLTS AT LVL BEAMS
BELOW
TIEBACK AND BASE
PL PER OTHERS
PLWD SHTG
PER PLAN
SIMP MST72 STRAP TO BLKG
EA SIDE OF TIEBACK
SIMP MST72 STRAP TO BLKG
EA SIDE OF TIEBACK JOIST PER PLAN
3.5 x 5.25 LVL AT
ANCHOR BOLT
LOCATIONS
TIEBACK AND BASE
PL PER OTHERS
2'-
0
"
M
A
X
5 1/4" x 5 1/4" LVL BLKG W/ SIMP
FACE MOUNT HANGER, TYP
JOIST PER PLAN
3.5 x 5.25 LVL AT ANCHOR
BOLT LOCATIONS
14
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06/18/2024
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Exp. 6-30-25
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No.4101IS
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09.04.24 RFI 259
MHP JN: 19-0283-02
123 W. Huntington Dr.
Arcadia, CA
for
VG Property Investments, LLC
August
25 E. Huntington Dr
Arcadia, CA
by
MHP, Inc.
Structural Engineers
Long Beach, California
STRUCTURAL CALCULATIONS
for
Hilton - Arcadia
Cover Page
28, 2024
Exp. 6-30-25
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Exterior Building Mantainance Calcs
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
TOC
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Table of Contents
Section Page No.
GENERAL
Loading Criteria 1.1
Roof Key Plans 1.2-1.3
Roof Framing Checks 2.1.1-2.1.23
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
1.1
Roof Dead Load = 18psf
Roof Live Load = 20psf
Tieback Load (Loads are not be considered concurrently):
Lateral Load at Tieback = 5000# x 2ft / 0.75' / 2 Anchors = 6667#
Vertical Load due to outrigger = 2700#/4 Anchors = 675#
Bearing Plate Load at Front Fulcrum:
P = 6700#/2legs = 3350#
Q = 3350#/(1.5ftx1.5ft) = 1490psf
SCALE:S9.1
TIEBACK ANCHOR AT ROOF 15
NONE
9"
9"
1 1/2"
TYP
1 1
/
2
"
TY
P
PER PLAN
1 1
/
2
"
TY
P
PLAN VIEW
DBL JOIST EASIDE OF TIE
BACK ANCHOR
JOIST PER
PLAN
TIEBACK AND BASE
PL PER OTHERS
5 1/4" x 7 1/4" LVL BLKGW/ SIMP HGUS5.5/8
HGR EA END, TYP
SIMP MST72
STRAP TO
BLKG EA SIDE
OF TIEBACK
2'-0
"
M
A
X
BLKG PER PLAN VIEW JOIST PER PL
DBL JOIST EASIDE OF TIE
BACK ANCHOR
PLWD SHTG
PER PLAN
TIEBACK
(4)-3/4"Ø THRU BOLTS
TO BLKG BELOW
SIMP STRAP
30d @
6"OC, TYP
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Loading Criteria:
6667#6667#
4'-6" MAX
(2) RIGGING PLATE, 5x5
12FT 5x5 BEAM, F/R BEAM END
STOP
PRIMARY
SUSPENSION
LINE
CAPACITY
1,000 LB
LOAD
SECONDARY
LINE
SUSPENSION
SEE DRAWING L1005-292 FOR
PROPER TENSIONING PROCEDURE.
MAXIMUM
(2) ADJUSTABLE CASTER
DOLLY, 5x5 F/R EXISTING ANCHOR
6'-9" MIN(10'-0" REF.)
4'0" MAX
MAXIMUM ULTIMATE FULCRUM LOAD = 6,700 LB
3,350 LB PER LEG)
MAXIMUM COUNTERWEIGHTLOADING OF 2,700 LB
APPLIED TO STRUCTURE1490 psf
9"
PER PLAN
9"
1 1/2" TYP
1 1/2" TYP
PLAN VIEW
0'-1 1/2"TYP
5 1/4" x 5 1/4" LVL BLKG W/ SIMPFACE MOUNT HANGER, TYP
(4)-3/4" DIA THRU BOLTSAT LVL BEAMS BELOW
TIEBACK AND BASE
PL PER OTHERS
PLWD SHTG PER PLAN SIMP MST72 STRAP TOBLKG EA SIDE OF TIEBACK
SIMP MST72 STRAP TOBLKG EA SIDE OF TIEBACK
JOIST PER PLAN
3.5 x 5.25 LVL ATANCHOR BOLTLOCATIONS
TIEBACK AND BASEPL PER OTHERS
2'-0
"
M
A
X
5 1/4" x 5 1/4" LVL BLKG W/ SIMP
FACE MOUNT HANGER, TYP JOIST PER PLAN3.5 x 5.25 LVL ATANCHOR BOLT
LOCATIONS
5000#
Typ Condition @ TJI and Sawn Lumber Typ Condition @ LVL
Note About Load Duration Factors: In most calculations the Load Duration Factor (Cd) is
taken as 2.0 for loads applied by the tiebacks or the bearing load of the outrigger. This is
done because these ultimate loads occur over very short periods of time. For some joist a
more conservative value of Cd (1.6) was used.
Vertical Load = 2700#/4 Anchors = 675#
DICAPAD D1818
1-1/2" = 1'-0"3
1'-6"
1'-6"
1" HIGH DENSITY
THERMOPLASTIC
PLAN
NOTES:
1. PADS TO BE PLACED UNDER FRONT FULCRUM OF PORTABLE OUTRIGGER TO PREVENT
DAMAGE TO ROOF
HANDLE
A
DA
DG
DH
DJ
DK
DL
DM
DP
D1 D2 D5 D7 D8.1 D12
D8.1 D12
D5.5
DF
DG
DH
DJ
DK
DL
DM
DP
DF
DA
DC DC
D3 D4 D6 D8 D10 D11
DBDB
DD
DD.2
DNDN
DE
D10 D11 D11.9
DD
D3.1
DE.5 DE.5
DF.5 DF.5
D11.5
D11.5D7
DD.5DD.5
DC.5DC.5
DB.4
DN
UP
FRONT
42" CLR
30" CLR
42
"
C
L
R
30"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
DN
A
DA
DG
DH
DJ
DK
DL
DM
DP
D1 D2 D5 D7 D8.1 D12
D8.1 D12
D5.5
DF
DG
DH
DJ
DK
DL
DM
DP
DF
DA
DC DC
D3 D4 D6 D8 D10 D11
DBDB
DD
DD.2
DNDN
DE
D10 D11 D11.9
DD
D3.1
DE.5 DE.5
DF.5 DF.5
D11.5
D11.5D7
DD.5DD.5
DC.5DC.5
DB.4
HP
2-1
MAX OP
WT=657#RJ4
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
FJ
1
SHTG PER
NOTE #3 &
7 S6.1 ,TYP
B
S3.1 MF2
12
S6.3TYP
12
S6.3TYP
12
S6.4
5
S6.4
TYP
9
S6.4
TYP
8
S6.4
TYP
5
S6.4
DBLDBLDBL
B1
FJ
4
ROOF SHTG PER
ROOF FRMG
PLAN NOTE #4
DBL
DBL
DBL
6
S6.3
TYP
3
S6.3TYP12
S6.3TYP
H
S5.3
STAIR 2
CMST12
CMST12 STRAP
B1
CMST12
STRAP x 20'-0"
RJ4
FJ4
FJ4
DB
L
FJ
1
FJ
1
FJ
1
B7 B7
FJ4
B7
DBL
FJ
4
A5
31'
A5
17.5'
A5
29.5'
A5
18'
A5
18'
A5
17.5'
A5
17.5'
A5
17.5'
A5
9.5'
A5
17.5'
A5
17.5'
A5
29.5'
A5
8'
A5
29.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
B6
5.5'
A6
5.5'
A6
5.5'
A6
5.5'
A5
9'
A5
29.5'
A6
5.5'
A6
5.5'
A6
5.5'
A5
17.5'
A5
17.5'
A5
9'
FLOOR OPNG PER
12 S6.1 & 13 S6.1
AS APPLICABLE, TYP
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1
B1
B1 B1
B1
B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1 B1
B1
B1
B1
B1
8x
8
RJ4
RJ4RJ4RJ4 RJ4
A5
17.5'
A5
9'
A5
17.5'
A5
9'
B1
B1
B1
B1
B1
SB1
B1B1 B1
A6
5.5'
FJ4
SB1
DBL
B1
B1
A5
28'
FJ
1
FJ
1 SB
3
SB3
SB3
FJ
1
FJ4
B6
5.5'
FJ4
FJ
1
SB1
FJ
1
FJ
1
FJ1
A5
17.5'
A5
9'
A5
9'
A5
17.5'
A5
27.5'
A5
15'
A5
16.5'A5
16'
A5
5.5'
A5
5.5'
B6
5.5'
B6
5.5'
J
S5.3
STAIR 2
D
S5.4
STAIR 5
A5
30.5'
B1
FJ
1
SB
3
B1
HP
1-1
MAX OP
WT=657#
HP
113C
MAX OP
WT=393#HP
113B
MAX OP
WT=519#
HP
113B
MAX OP
WT=519#
HP
4-2
MAX OP
WT=810#
HP
3-2
MAX OP
WT=810#
DOAS
1
MAX OP
WT=2,622#
+400# CURB DB
L
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
DB
L
SB
4
DBL
A5
18'
6x10 HDR, TYP UNO
B1
B1
B1
B1
A5
8'
DBL B1
B1
12
S6.3
TYP
12
S6.3
TYP
DBL
FJ1
6x10
6x
1
0
HP
5-2
MAX OP
WT=807#
12
S9.1
TYP AT
SCREENWALL
5'-0"5'-0"
SB4
24" MST BENT
STRAP, TYP
24" MST BENT
STRAP, TYP
RJ3
6x10 HDR 6x10 HDR 6x10 HDR 6x10 HDR 6x10 HDR
6x10 HDR
6x
1
0
H
D
R
,
T
Y
P
U
N
O
1'-0"
SB3
5
S6.4
TYP
3
S6.4
FJ1
5 1/4"x9 1/2" LVL P11P11
RJ4
KEF
1
MAX OP
WT=742#
EF
7-6
MAX OP
WT=271#
SF
7-3
MAX OP
WT=235#
RJ
4
RJ4
RJ3
DB
L
DB
L
PROVIDE DBL
JOISTS BENEATH
DOAS UNIT
PROVIDE SHTG
PER NOTE #3 &
7 S6.1 AT
RAISED FRAMING
OPNG PER
12 S6.1
3
S9.1
TYP
PROVIDE SHTG
PER NOTE #3
& 7 S6.1 AT
RAISED FRAMING
FJ1
FJ1
H:
\
2
0
1
9
\
1
9
0
2
8
3
\
_
1
9
-
0
2
8
3
-
0
1
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-
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3
-
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1
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M
SHEET NUMBER
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING
HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED
WORK OF THE DESIGN PROFESSIONAL AND MAY NOT BE
DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN
CONSENT OF THE DESIGN PROFESSIONAL
PROJECT NUMBER
DESCRIPTION
SCALE
PROJECT NAME
AS SHOWN
OWNER NAME
S2.6
SIXTH FLOOR FRAMING
PLAN
HILTON ARCADIA
123 W HUNTINGTON DR.
ARCADIA, CA
91007
LA21.522
125 W HUNTINGTON DR.
BUILDING C & D ARCADIA, CA
91007
VG PROPERTIES
INVESTMENTS, LLC
NO.DATE ISSUES & REVISIONS
S
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
TRUC T URAL E N GI N SREE
MHP JN
562.985.1011 F
19-0283-01
S
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11.21.23 PERMIT SET
(BULLETIN 1 - IFC SET)
SCALE:S2.6
SIXTH FLOOR FRAMING PLAN A
1/8" = 1'-0"
1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES, ABBREVIATIONS AND
PLAN SYMBOLS LEGEND. SEE PLAN SHEET FOR LIST OF APPLICABLE TYPICAL
DETAILS NOT CALLED OUT ON PLANS.
2.FINISHED SIXTH FLOOR ELEVATION = PER ARCHITECT.
3.UNLESS NOTED OTHERWISE, FLOOR SHEATHING SHALL BE 3/4" STRUCT I TONGUE &
GROOVE PLYWOOD, BLOCKED (W/ 2x4 FLAT), W/ 10d NAILS @ 6,6,12 (BN,EN,FN),
GLUE PLYWOOD TO JOIST, TYPICAL UNLESS NOTED OTHERWISE. AT INCREASED
DIAPHRAGM NAILING AREA, PROVIDE 10D NAILS @ 2", 3'', 12'' (BN, EN, FN).
4.PROVIDE CONSTRUCTION GLUE BETWEEN ALL FLOOR SHEATHING AND BEAMS AND
JOISTS.
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS AND SLOPES NOT SHOWN
ON PLAN.
8.SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS AND
DIMENSIONS NOT SHOWN ON PLAN.
9.LOCATE PLYWOOD ON UNIT SIDE AT CORRIDOR SHEARWALLS.
10.SEE ARCH PLAN FOR WALL STUD THICKNESS. ALL SIXTH FLOOR EXTERIOR WALLS
ARE TO BE 2x6 @ 16''OC, INTERIOR BEARING AND SHEAR WALLS TO BE 2x6 STUDS
@ 16"OC, UNLESS NOTED OTHERWISE ON PLAN.
11.JAMBS HEADERS AND SILLS NOT SHOWN ON PLAN, TYPICAL UNLESS NOTED
OTHERWISE. SEE 4/S6.1 AND 5/S6.1 FOR OPENING FRAMING INFORMATION.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
FRAMING PLAN NOTES
FLOOR JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
FJ1 9 1/2" RED I 45 16"OC
FJ4 DBL 1 3/4"x5 1/2" LVL 16"OC
1.SEE THIRD FLOOR FRAMING PLAN FOR FRAMING SYMBOL LEGEND AND NOTES AS
APPLICABLE.
2.SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE
VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECT
SPECIFICATIONS FOR ADDITIONAL INFORMATION.
3.FINISH ROOF ELEVATION = PER ARCH.
4.UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 5/8" STRUCT I PLYWOOD,
BLOCKED, W/ 10d NAILS @ 6",6",12" (BN,EN,FN).
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES.
8.UNLESS NOTED OTHERWISE, MAXIMUM OPERATING WEIGHT ROOF TOP
MECHANICAL UNITS SHALL BE 250#. PROVIDE DOUBLE JOIST SUPPORT FOR
MECHANICAL UNITS EXCEEDING 250# OPERATING WEIGHT. SEE A/S9.1 FOR
EQUIPMENT ANCHORAGE SCHEDULE. SEE MECHANICAL DRAWINGS FOR PRECISE
SIZE AND LOCATIONS OF MECHANICAL UNITS.
9.SEE ARCHITECTURAL, MECHANICAL, AND/OR ELECTRICAL DRAWINGS FOR
LOCATION OF ALL EQUIPMENT.
10.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE
INSTALLED.
11.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF ALL ACCESS PANEL &
EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO INSTALLATION. WHERE ACTUAL
EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR MAXIMUM
DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND AWAIT
DIRECTION PRIOR TO PROCEEDING WITH WORK. SEE 12/S6.1 & 13/S6.1 FOR
FRAMING OPENING DETAILS.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
13.SEE 12 /S9.1 FOR ROOF TOP MECH SCREEN CONNECTION DETAILS
ROOF FRAMING PLAN NOTES
ROOF BEAM SCHEDULE
BEAM MARK JOIST SIZE
RB1 5 1/4"x9 1/2" LVL
RB4 6x6
ROOF JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
RJ3 1 3/4x5 1/2 LVL 24"OC
RJ4 9 1/2" RED I-45 24"OC
POST SCHEDULE
POST
MARK POST SIZE
P1 6x6
P2 6x4
P3 4x4
P4 4x6
P5 4x8
P6 4x10
P7 6x10
P8 (2)-2x8
P9 (3)-2x8
P10 (4)-2x8
P11 6x8
P12 8x8
STEEL COLUMN SCHEDULE
COLUMN
MARK COLUMN SIZE REFERENCE
DETAIL NOTE
C1 HSS5x5x1/4 9/S4.1 OR
2/S6.2, UNO 3/4" THK BASE PL
C2 HSS8x6x1/4
STUB COL SEE PLAN
COORDINATE
LOCATION WITH
ELEVATOR
C3 HSS5x5x1/4 9/S4.1 1" , TYPE B BASE PL
C4 HSS5x5x1/4 9/S4.1 1" , TYPE C BASE PL
C5 HSS4x4x1/4 9/S4.1 1" , TYPE C BASE PL
C6 HSS5x5x5/16 9/S4.1 1" , TYPE A BASE PL
C7 HSS6x4x1/2
FLOOR WOOD BEAM SCHEDULE
BEAM
MARK BEAM SIZE COMMENTS
B1 5 1/4"x9 1/2" LVL TYP, UNO
B7 3 1/2"x9 1/2" LVL
HANGER NOTE:
AT STEEL AND CMU, PROVIDE SIMPSON "W"
HANGER EACH END UNLESS NOTED
OTHERWISE AT CMU PROVIDE (4)-7/8"Ø AB @
8"OC EACH SIDE OF BEAM WHERE LEDGER
OCCURS.
STEEL BEAM SCHEDULE
BEAM MARK JOIST SIZE
SB1 W8x21
SB2 W8x15
SB3 W8x35
SB4 HSS6x6x1/4
04.02.24 RFI 161
06. .24 RFI 207
RJ
3
TIEBACK LOCATIONS TO BE ATTACHMENT TOSTRUCTURE PER 15/S9.1 AT RJ4 AND SAWN LUMBERJOIST LOCATIONS, AND 14/S9.1 AT RJ3 JOIST LOCATIONS
18
3
1
/
2
"
x
5
1
/
4
"
L
V
L
3
1
/
2
"
x
5
1
/
4
"
L
V
L
WOOD
06/18/2024
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Exp. 6-30-25
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No.4101IS
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1.2
RJ
1
LOW ROOF
KEY PLAN
15
S6.4 SIM
3
S5.1 TYP3
S5.1 TYP
RJ3
ABOVE
SHTG PER
NOTE #4 &
7 S6.1
,TYP
W8
x
1
5
W8
x
1
5
BE
A
M
HO
I
S
T
BE
A
M
HO
I
S
T
15
S6.4
15
S6.4 TYP
15
S6.4 SIM
RJ3
HSS5x5x1/4,
TYP (3 LOCS)
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
FR
O
N
T
42
"
C
L
R
42"CLR
30"CLR
FRONT
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
FR
O
N
T
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30
"
C
L
R
42
"
C
L
R
30"
C
L
R
42"CLR
30"CLR
FRONT
DA
DG
DH
DJ
DK
DL
DM
DP
D7 D8.1 D12
D8.1 D12
DF
DG.5
DH.5
DI.5
DK.5
DL.5
DC
D8 D10 D11
DB
DD
DN
DE
D10 D11 D11.9
SHTG PER
NOTE #4 &
7 S6.1
,TYP
9
S6.4
6
S6.4
8
S6.4
9
S6.4
6x
1
0
H
D
R
,
T
Y
P
U
N
O
RJ
4
RJ3
RJ3
RB
1
DB
L
PROVIDE (2)-ROWS
FLOOR SHTG BN
ALONG THIS WALL
13
S6.4
TYP
RB4
7"x9 1/2" LVL
7"
x
9
1
/
2
"
L
V
L
7"
x
9
1
/
2
"
L
V
L
7"x9 1/2" LVL
RB1
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
RJ
4
SB2
RJ
4
RB
4
RB
4
RJ
4
RJ
4
RJ4
DBL
RJ
3
RJ3
RB4
SB2
RJ
4
RB
1
RB1
RB
1
RB
1
RJ
4
RJ
4
SB
1
SB2
SB2
SB
1
RJ
4
RJ
4
B1 FJ4
2x
1
0
@
1
2
"
O
C
SB2
K
S5.3
BELOW
C
S2.7
STAIR 2
ABOVE
5
S6.4
SB
4
HP
3-1
MAX OP
WT=918#RB
1
RB
1
RB
1
RB1RB1
RB1
RB
1
RB
1
RB
1
RB
1
RB
1
HP
4-1
MAX OP
WT=918#
HP
5-1
MAX OP
WT=918#
HP
6-1
MAX OP
WT=918#HP
114B
MAX OP
WT=519#
HP
114A
MAX OP
WT=519#
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB1
RB1
RB1
RB1
RB1
RB1
RB
1
RB
1
RB
1
RB
1
GWH PER
PLUMBING, MAX
OP WT= 1,600# EA
HP
115A
MAX OP
WT=519#
RB
1
RB
1
RB
1
RB
1
RB
1
RB
1
RB1
RB1
RB1
RB1
6
S6.4SIM
6x
1
0
6x10
6x
1
0
RJ3
RJ4
24" MST BENT
STRAP, TYP
SB4
FLOOR OPNG PER
12 S6.1 & 13 S6.1
AS APPLICABLE, TYP
12
S9.1
TYP AT
SCREENWALL
2X
1
0
@
1
2
"
O
C
24" MST BENT
STRAP, TYP
5
S6.4
9
S6.4
B
S2.7
ROOF
ABOVE
4
S6.4
3
S6.4
6x
1
0
H
D
R
,
T
Y
P
U
N
O
6x10 HDR
6x
1
0
4x10
4x10
8
S6.4
11
S6.4
4
S6.4
3
S6.4
10
S6.4
DB
L
2
x
1
0
DB
L
9
1
/
2
"
RE
D
I
-
4
5
4x10
2x10 @ 12"0C
2x10 @ 12"0C
DB
L
9
1
/
2
"
RE
D
I
-
4
5
HP
701
MAX OP
WT=153#
RB
1
RB
1
HP
115B
MAX OP
WT=519#
PROVIDE DBL
JOISTS BENEATH
WATER HEATERS
RB
1
RB
1
RB1
RB1
RB1
RJ
4
RJ
4
SF
7-2
MAX OP
WT=99#
3
S9.1TYP
HP
117
MAX OP
WT=393#
2x10 @
12"0C
SF
7-1
MAX OP
WT=389#
RB4
RB4
RB4
RB4
EF
7-5
MAX OP
WT=247#
HP
IT
MAX OP
WT=657#
RB4
D8.1D8 D10
DC
DB
DD
D8.1 D10
RJ
3
15
S6.4
15
S6.4
SIM
DM
DP
DN
H:
\
2
0
1
9
\
1
9
0
2
8
3
\
_
1
9
-
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2
8
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M
SHEET NUMBER
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING
HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED
WORK OF THE DESIGN PROFESSIONAL AND MAY NOT BE
DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN
CONSENT OF THE DESIGN PROFESSIONAL
PROJECT NUMBER
DESCRIPTION
SCALE
PROJECT NAME
AS SHOWN
OWNER NAME
S2.7
ROOF & HIGH ELEVATOR
FRAMING PLANS
HILTON ARCADIA
123 W HUNTINGTON DR.
ARCADIA, CA
91007
LA21.522
125 W HUNTINGTON DR.
BUILDING C & D ARCADIA, CA
91007
VG PROPERTIES
INVESTMENTS, LLC
NO.DATE ISSUES & REVISIONS
S
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
TRUC T URAL E N GI N SREE
MHP JN
562.985.1011 F
19-0283-01
S
No.4101IS
G
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11.21.23 PERMIT SET
(BULLETIN 1 - IFC SET)
SCALE:S2.7
ROOF & HIGH ELEVATOR FRAMING PLANS A
1/8" = 1'-0"
ROOF JOIST SCHEDULE
JOIST
MARK JOIST SIZE SPACING
(UNO)
RJ3 1 3/4x5 1/2 LVL 24"OC
RJ4 9 1/2" RED I-45 24"OC
1.SEE THIRD FLOOR FRAMING PLAN FOR FRAMING SYMBOL LEGEND AND NOTES AS
APPLICABLE.
2.SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE
VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECT
SPECIFICATIONS FOR ADDITIONAL INFORMATION.
3.FINISH ROOF ELEVATION = PER ARCH.
4.UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 5/8" STRUCT I PLYWOOD,
BLOCKED, W/ 10d NAILS @ 6",6",12" (BN,EN,FN).
5.ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN GIRDERS OR OTHER SUPPORTS.
6.FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING AT THE
LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLE TYPICAL
DETAILS.
7.SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES.
8.UNLESS NOTED OTHERWISE, MAXIMUM OPERATING WEIGHT ROOF TOP
MECHANICAL UNITS SHALL BE 250#. PROVIDE DOUBLE JOIST SUPPORT FOR
MECHANICAL UNITS EXCEEDING 250# OPERATING WEIGHT. SEE A/S9.1 FOR
EQUIPMENT ANCHORAGE SCHEDULE. SEE MECHANICAL DRAWINGS FOR PRECISE
SIZE AND LOCATIONS OF MECHANICAL UNITS.
9.SEE ARCHITECTURAL, MECHANICAL, AND/OR ELECTRICAL DRAWINGS FOR
LOCATION OF ALL EQUIPMENT.
10.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE
INSTALLED.
11.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF ALL ACCESS PANEL &
EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO INSTALLATION. WHERE ACTUAL
EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR MAXIMUM
DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND AWAIT
DIRECTION PRIOR TO PROCEEDING WITH WORK. SEE 12/S6.1 & 13/S6.1 FOR
FRAMING OPENING DETAILS.
12.SEE SHEET S6.5 FOR TYPICAL DRAG STRAP CONNECTIONS.
13.SEE 12 /S9.1 FOR ROOF TOP MECH SCREEN CONNECTION DETAILS
ROOF FRAMING PLAN NOTES
ROOF BEAM SCHEDULE
BEAM MARK JOIST SIZE
RB1 5 1/4"x9 1/2" LVL
RB4 6x6
SCALE:S2.7
ELEVATOR PENTHOUSE FRAMING PLAN B
1/8" = 1'-0"
STEEL COLUMN SCHEDULE
COLUMN
MARK COLUMN SIZE REFERENCE
DETAIL NOTE
C1 HSS5x5x1/4 9/S4.1 OR
2/S6.2, UNO 3/4" THK BASE PL
C2 HSS8x6x1/4
STUB COL SEE PLAN
COORDINATE
LOCATION WITH
ELEVATOR
C3 HSS5x5x1/4 9/S4.1 1" , TYPE B BASE PL
C4 HSS5x5x1/4 9/S4.1 1" , TYPE C BASE PL
C5 HSS4x4x1/4 9/S4.1 1" , TYPE C BASE PL
C6 HSS5x5x5/16 9/S4.1 1" , TYPE A BASE PL
C7 HSS6x4x1/2
LIST OF APPLICABLE TYPICAL FRAMING DETAILS
DESCRIPTION DETAIL SHEET
TYPICAL BEAM CONNECTION SCHEDULE 1 S5.1
TYPICAL BEAM TO BEAM CONNECTION 2 S5.1
TYPICAL BEAM TO COLUMN CONNECTION 3 S5.1
TYPICAL STIFFENER PLATE 4 S5.1
TI FRAMING AT STEEL BEAM 5 S5.1
WOOD BEAM TO STEEL COLUMN 7 S5.1
TYPICAL BEAM TO BEAM MOMENT CONNECTION 8 S5.1
TYPICAL WOOD BEAM TO WOOD BEAM CONNECTION 1 S6.1
TYPICAL JOIST TO WOOD BEAM CONNECTION 2 S6.1
WOOD POST BASE TO CONCRETE 3 S6.1
TYPICAL OPENING IN EXTERIOR WOOD STUD WALL 4 S6.1
TYPICAL OPENING IN INTERIOR WOOD STUD WALL 5 S6.1
WOOD STUD WALL TO CONCRETE 6 S6.1
TYPICAL HORIZONTAL PLYWOOD SHEATHING 7 S6.1
WOOD POST TO BEAM CONNECTION WITHIN WALL 8 S6.1
TYPICAL WOOD NAILER AT STEEL BEAM 9 S6.1
DOUBLE TOP PLATE SPLICE SCHEDULE 10 S6.1
TYPICAL WOOD BEAM HANGER SCHEDULE 11 S6.1
TYPICAL HORIZONTAL FRAMING AT OPENING BETWEEN JOIST OR
RAFTER (2'-0" MAX)12 S6.1
TYPICAL HORIZONTAL FRAMING AT OPENING (4'-0" MAX)13 S6.1
TYPICAL WOOD BEAM TO ISOLATED WOOD POST 14 S6.1
NON-BEARING PARTITION 15 S6.1
TYPICAL WOOD STUD WALL BLOCKING / BACKING 16 S6.1
TYPICAL DOUBLE PLYWOOD WEB JOIST 17 S6.1
TYPICAL HOLES AND NOTCHES IN WOOD 18 S6.1
HOLE IN BEAMS 19 S6.1
TYPICAL BEAM IN WALL 20 S6.1
TYPICAL MULTI-STORY SHEAR WALL ELEVATION, SCHEDULE AND
NOTES A S6.2
DETAIL 1 S6.2
HSS OR PIPE COLUMN IN SHEAR WALL 2 S6.2
HOLDOWN AT UPPER FLOORS 3 S6.2
TYPICAL CORNERS AND INTERSECTIONS AT WOOD STUD SHEAR
WALLS 4 S6.2
TYPICAL ATS ELEVATION VIEW AND ALLOWABLE PENETRATION AT
SHEAR WALL 5 S6.2
TYPICAL STRINGER TO FRAMING CONNECTION 13 S6.3
FRAMING STRAP OVER TOP OF PLYWOOD 15 S6.3
TYPICAL I-JOIST WEB STIFFENER 17 S6.3
STEEL BEAM SCHEDULE
BEAM MARK JOIST SIZE
SB1 W8x21
SB2 W8x15
SB3 W8x35
SB4 HSS6x6x1/4
SCALE:S2.7
STAIR 2 - PENTHOUSE FRAMING PLAN C
1/8" = 1'-0"
04.02.24 RFI 161
07.01.24 RFI 216
Exp. 6-30-25
S
No.4101IS
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07/01/2024
DB
L
4x10
PROVIDE SIMP HWP HANGER WHERE
INDICATED
2X10 @ 12" OC, TYP, 4X10 @ 12" 0C AT EBM FULCRUMLOCATIONS (4 MIN), PROVIDE SIMP HWP HANGER AT4x10 JOSTS ATTACHED TO Wx
PROVIDE SIMP LGU5.25-SDS
AT DBL JOIST END
TIEBACK LOCATIONS TO BE ATTACHMENT TO
STRUCTURE PER 15/S9.1 AT RJ4 AND SAWN LUMBER
JOIST LOCATIONS, AND 14/S9.1 AT RJ3 JOIST LOCATIONS WOOD
PLACE A DBL JOIST 1 FOOT AWAY FROM EXTERIOR
WALL(IN ADDITION TO TYP ROOF JOISTS), TYP
NEXT TO WALL ALONG GL D12 AS SHOWN (9 LOCS) WOOD
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
DB
L
WOOD
TYP, 4X10 @ 12" 0C AT EBMFULCRUM LOCATIONS (4 MIN), ATTACH TODBL WITH SIMP LGU3.63-SDS. TYP AT JOISTSBELOW GL DL, UNO
TIEBACK LOCATIONS TO BE ATTACHMENT TO STRUCTURE
PER 15/S9.1 AT RJ4 AND SAWN LUMBER JOIST LOCATIONS,
AND 14/S9.1 AT RJ3 JOIST LOCATIONS
1.3
RJ
-
2
RJ
-
4
RJ
-
7
RJ
-
9
RJ
-
3
RJ
-
5
RJ
-
6
RJ-8
HIGH ROOF
KEY PLAN
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.1
HILTON ARCADIA HOTEL
EBM CALCULATIONS
8/28/24
FRAMING JOISTS NOTE
Please note - during the submittal process, material substitutions were made for the
joists as shown below.
BOISE CASCADE RIVERSIDE PROJECT TRANSMITTAL LETTER
Project: Hilton Arcadia
123 W Huntington Dr., Arcadia, CA 91007
Date: Oct 19th, 2023
Architectural Plan: Oct 3rd, 2023 (A2.14)
Structural Plan: Oct 3rd, 2023 (S2.4)
Buildings or Sections (BCE Lists): BUILDING D
Site Plan Page: A-1.01
Levels: 3rd Floor (Stair), 4th Floor, 5th Floor, 6th Floor, Roof and High Roof
1. Material Substitutions (Framing to match On-Center Spacing & Direction as Drawn)
Boise Cascade Product Plan Specified Product
9-1/2” BCI 1.8 DF @ 16”, 24” O.C for 9-1/2” RED I-45 @ 16”, 24” O.C
DBL 1-3/4” x 5-1/2” VERSA-LAM 2.1E 2800 DF @ 16”
O.C
1-3/4” x 5-1/2” VERSA-LAM 2.1E 2800 DF @ 24” O.C
for
DBL 1-3/4” x 5-1/2” LVL @ 16” O.C
1-3/4” x 5-1/2” LVL @ 24” O.C
3-1/2” x VERSA-LAM 2.1E 3100 DF
5-1/4” x VERSA-LAM 2.1E 3100 DF
7” x VERSA-LAM 2.1E 3100 DF
for
3-1/2” x LVL
5-1/4” x LVL
7” x LVL
6500
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.2
Roof Dead Load = 18psf x (2'/2 + 0.75'/2) = 24.75plf
Roof Live Load = 20psf x (2'/2 + 0.75'/2) = 27.5plf
Tieback Load (Loads are not be considered concurrently):
Lateral Load = 5000# x 2ft / 0.75' / 2 Anchors = 6667# (LRFD) = 4167# (ASD)
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
RJ-1
D+Lr
9"
4167#4167#
2.375'
3.125'
6' - 9"
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-1
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Boise Cascade
Versa Lam 2800
2,800.0
2,800.0
3,000.0
750.0
2,000.0
1,036.83
285.0
2,100.0 41.760
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 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.02475 , Tributary Width = 1.0 ft, (Roof Load)
Point Load : L = 4.167 k @ 3.125 ft, (Tieback Load)
Point Load : L = -4.167 k @ 2.375 ft, (Tieback Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.179: 1
Load Combination +D+0.750L
Span # where maximum occurs Span # 1
Location of maximum on span 3.129ft
228.77 psi=
=
5,824.00psi
3.50 X 5.250Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.750L=
=
=
570.00 psi==
Section used for this span 3.50 X 5.250
Maximum Shear Stress Ratio 0.401 : 1
2.390ft=
=
1,043.20psi
Maximum Deflection
0 <360
1022Ratio =0 <180
Max Downward Transient Deflection 0.066 in 1228Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.079 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 6.725 ft 1 0.040 0.023 0.90 1.000 1.04 1.00 1.00 0.14 105.21 2620.80 0.07 256.501.00 5.97
1.00Length = 0.02464 ft 1 0.001 0.023 0.90 1.000 1.04 1.00 1.00 0.00 1.53 2620.80 0.07 256.501.00 5.97
1.00+D+0.750L 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.725 ft 1 0.179 0.401 2.00 1.000 1.04 1.00 1.00 1.40 1,043.20 5824.00 2.80 570.001.00 228.77
1.00Length = 0.02464 ft 1 0.001 0.401 2.00 1.000 1.04 1.00 1.00 0.01 7.91 5824.00 0.42 570.001.00 228.77
1.00+0.60D 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.725 ft 1 0.014 0.008 1.60 1.000 1.04 1.00 1.00 0.08 63.12 4659.20 0.04 456.001.00 3.58
1.00Length = 0.02464 ft 1 0.000 0.008 1.60 1.000 1.04 1.00 1.00 0.00 0.92 4659.20 0.04 456.001.00 3.58 .
2.1.3
Cd for live load cases was changed
to 2.0 as the tieback impact load is
defined as Live in Enercalc
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.4
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Roof Dead Load = 18psf x (2') = 36plf
Roof Live Load = 20psf x (2') = 40plf
Tieback Load (Loads are not be considered concurrently):
Vertical Load = 2700#/4 Anchors = 675#
Lateral Load = 5000# x 2ft / 11.25"/12 / 2 Anchors= 5333# (LRFD) = 3333# (ASD)
RJ-2
D+Lr
11.25"
3333#3333
4.125'
4.875'
14' - 1"
Shear Capacity = 1575#(Cd)(2 Members) = 1575#(2)(2) = 6300# > 3220#
Moment Capacity = 7010#-ft(Cd) = 7010#-ft(2) = 14020#-ft > 3010#-ft
Shear Demand = 3220# (See Enercalc Analysis next page)
Moment Demand = 3010#-ft (See Enercalc Analysis next page)
Each Member
OK
OK
General Beam Analysis
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-2 Analysis
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi1,800.0
233.330Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.014.083 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.0360, Lr = 0.040 k/ft, Tributary Width = 1.0 ft, (Roof Load)
Point Load : L = 3.333 k @ 4.0 ft, (Tieback Load)
Point Load : L = -3.333 k @ 4.938 ft, (Tieback Load)
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+0.750Lr+0.750L
Span # where maximum occurs Span # 1
Location of maximum on span 3.943 ft
3.035 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
Maximum Shear =
4.929 ft
1.976 k-ft
Maximum DeflectionMax Downward Transient Deflection 0.085 in 1989Max Upward Transient Deflection -0.096 in 1768Max Downward Total Deflection 0.161 in 1046Max Upward Total Deflection -0.019 in 8717
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum Envelope
Dsgn. L = 14.08 ft 1 1.98 1.98 3.04
D Only
Dsgn. L = 14.08 ft 1 0.89 0.89 0.25
+D+L
Dsgn. L = 14.08 ft 1 1.59 -1.20 1.59 3.04
+D+Lr
Dsgn. L = 14.08 ft 1 1.88 1.88 0.54
+D+0.750Lr+0.750L
Dsgn. L = 14.08 ft 1 1.98 -0.01 1.98 2.19
+D+0.750L
Dsgn. L = 14.08 ft 1 1.38 -0.69 1.38 2.26
+0.60D
Dsgn. L = 14.08 ft 1 0.54 0.54 0.15
2.1.5
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.6
Roof Dead Load = 18psf x (2') = 36plf
Roof Live Load = 20psf x (2') = 40plf
Tieback Load
Vertical Load = 2700#/4 Anchors = 675#
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
RJ-3
D+Lr
9"
675#675#
3.46'
4.21'
13' - 3"
13-03-00
B1 B2
1
2 3
Total Horizontal Product Length = 13-10-00
Page 1 of 2
Double 9-1/2"BCI®6500-1.8 DF
RJ3 (Joist)
BC CALC®Member Report Dry |1 span |No cant.|24"OCS |Non-Repetitive |Glued &nailed August 12,2024 20:43:21
Build 8892
Job name:Hilton Arcadia File name:
Address:Description:
City,State,Zip:Specifier:
Customer:MHP Designer:
Code reports:ESR-1336 Company:
Page 1 of 2
Reaction Summary (Down /Uplift)(lbs)Bearing Live Dead Snow Wind Roof Live
B1,3-1/2"0 /986 249 /0 277 /0
B2,3-1/2"0 /364 249 /0 277 /0
Load Summary Live Dead Snow Wind Roof
Live
OCS
Tag Description Load Type Ref.Start End Loc.100%90%115%160%125%
1 Unf.Area (lb/ft²)L 00-00-00 13-10-00 Top 36 40 12"
2 Conc.Pt.(lbs)L 03-05-08 03-05-08 Top -675 n\a
3 Conc.Pt.(lbs)L 04-02-08 04-02-08 Top -675 n\a
Controls Summary Value %Allowable Duration Case Location
Pos.Moment 1699 ft-lbs 19.4%125%2 06-10-09
Neg.Moment -2745 ft-lbs 39.2%100%1 04-02-08
End Reaction 526 lbs 15.3%125%2 00-00-00
End Shear 748 lbs 23.7%100%1 00-03-08
Total Load Deflection L/1255 (0.128")19.1%n\a 2 06-10-09
Live Load Deflection L/796 (-0.202")60.3%n\a 5 05-09-12
Total Neg.Defl.L/1118 (-0.144")21.5%n\a 1 05-04-15
Max Defl.-0.144"14.4%n\a 1 05-04-15
Span /Depth 16.9
Bearing Supports Dim.(LxW)Value
%Allow
Support
%Allow
Member Material
B1 Wall/Plate 3-1/2"x 5-1/8"526 lbs n\a 15.3%Unspecified
B1 Uplift 737 lbs
B2 Wall/Plate 3-1/2"x 5-1/8"526 lbs n\a 15.3%Unspecified
B2 Uplift 115 lbs
BC FloorValue®Summary
BC FloorValue®:Subfloor:3/4"OSB,Glue +Nail
Minimum Enhanced Premium Subfloor Rating:Code Minimum
Controlling Location:06-11-00
Cautions
Uplift of -737 lbs found at bearing B1.
All multiple member 9-1/2"BCI®6500-1.8 DF applications with side load or unevenly distributed top
load require filler blocks and fasteners.See Boise Cascade Technical Note IJ-13 for further
information.
2.1.7
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.8
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Roof Dead Load = 18psf x (1') = 18plf
Roof Live Load = 20psf x (1') = 20plf
Bearing Plate Load:
P = 6700#/2legs/= 3350#
w = 3350#/(1.5ftx1.5ft) x 1'(Trib Width) = 1490plf
RJ-4
D+Lr
1490plf1490plf
1.5'
13' - 3"
5.75'
Shear Capacity = 1575#(Cd)(2 Members) =1575#(1.6)(2) = 5040# > 4217#
Moment Capacity = 7010#-ft(Cd) = 7010#-ft(1.6) = 11216#-ft > 8873#-ft
Shear Demand = 3113# (See Enercalc Analysis next page)
Moment Demand = 8.873#-ft (See Enercalc Analysis next page)
Each Member
Cd of 1.6 was conservatively used for the ultimate bearing load
OK
OK
General Beam Analysis
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-4 Analysis
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi1,800.0
233.330Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.013.250 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.0180, Lr = 0.020 k/ft, Tributary Width = 1.0 ft, (Roof Load)
Uniform Load : L = 1.490 k/ft, Extent = 0.750 -->> 2.250 ft, Tributary Width = 1.0 ft, (Bearing Load)
Uniform Load : L = 1.490 k/ft, Extent = 6.50 -->> 8.0 ft, Tributary Width = 1.0 ft, (Bearing Load)
.DESIGN SUMMARY
Maximum Bending =
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.023 ft
3.113 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
Maximum Shear =
0.000 ft
8.873 k-ft
Maximum DeflectionMax Downward Transient Deflection 0.590 in 269Max Upward Transient Deflection 0.000 in 0Max Downward Total Deflection 0.620 in 256Max Upward Total Deflection 0.000 in 557250
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum Envelope
Dsgn. L = 13.25 ft 1 8.87 8.87 3.11
D Only
Dsgn. L = 13.25 ft 1 0.40 0.40 0.12
+D+L
Dsgn. L = 13.25 ft 1 8.87 8.87 3.11
+D+Lr
Dsgn. L = 13.25 ft 1 0.83 0.83 0.25
+D+0.750Lr+0.750L
Dsgn. L = 13.25 ft 1 7.08 7.08 2.46
+D+0.750L
Dsgn. L = 13.25 ft 1 6.75 6.75 2.36
+0.60D
Dsgn. L = 13.25 ft 1 0.24 0.24 0.07
2.1.9
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.10
Roof Dead Load = 18psf x (0.5') = 9plf
Roof Live Load = 20psf x (0.5') = 10plf
Tieback Load:
Vertical Load = 2700#/4 Anchors/2members = 337.5#
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
RJ-5
D+Lr
9"
337.5#337.5#
3.88'
4.63'
10' - 7"
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-5
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
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 :IBC 2018
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0090, Lr = 0.010 ksf, Tributary Width = 0.50 ft, (Roof Loads)
Point Load : L = -0.3375 k @ 3.880 ft, (Tieback Load)
Point Load : L = -0.3375 k @ 4.630 ft, (Tieback Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.880: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.635ft
42.94 psi=
=
990.00psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.239 : 1
3.863ft==
870.79psi
Maximum Deflection
735 >=360
7453Ratio =770 >=180
Max Downward Transient Deflection 0.009 in 14160Ratio =>=360
Max Upward Transient Deflection -0.173 in Ratio =
Max Downward Total Deflection 0.017 in Ratio =>=180
Max Upward Total Deflection -0.165 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
Span: 1 : L Only
Span: 1 : +D+Lr
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.001.00Length = 10.583 ft 1 0.040 0.014 0.90 1.100 1.00 1.00 1.00 0.06 35.34 891.00 0.02 162.001.00 2.22
1.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.583 ft 1 0.880 0.239 1.00 1.100 1.00 1.00 1.00 1.55 870.79 990.00 0.40 180.001.00 42.941.00+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.583 ft 1 0.060 0.021 1.25 1.100 1.00 1.00 1.00 0.13 74.62 1237.50 0.04 225.001.00 4.68
1.00+D+0.750Lr+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.583 ft 1 0.497 0.140 1.25 1.100 1.00 1.00 1.00 1.10 615.39 1237.50 0.29 225.001.00 31.451.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.583 ft 1 0.566 0.155 1.15 1.100 1.00 1.00 1.00 1.15 644.39 1138.50 0.30 207.001.00 32.03
1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
2.1.11
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.12
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Roof Dead Load = 18psf x (0.5') = 9plf
Roof Live Load = 20psf x (0.5') = 10plf
Tieback Load (Loads are not be considered concurrently):
Vertical Load = 2700#/4 Anchors/2members = 337.5#
Wind Load = 28psf
RJ-6
D+Lr
337.5#337.5#
1.375'
8' - 6"
9"
4' - 5"
2.125
28psf
wind each direction
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-6
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
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 :IBC 2018
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0090, Lr = 0.010 k/ft
Load for Span Number 1
Point Load : L = -0.3380 k @ 1.375 ft
Point Load : L = -0.3380 k @ 2.125 ft
Load for Span Number 2
Uniform Load : W = 0.0280 ksf, Tributary Width = 1.0 ft, (Wind)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.478: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.137ft
56.19 psi=
=
990.00psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L=
=
=
180.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.312 : 1
1.330ft=
=
473.52psi
Maximum Deflection
1815 >=360
1252Ratio =1915 >=180
Max Downward Transient Deflection 0.073 in 1378Ratio =>=360
Max Upward Transient Deflection -0.056 in Ratio =
Max Downward Total Deflection 0.080 in Ratio =>=180
Max Upward Total Deflection -0.053 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+0.750Lr+0.750L+0.450W
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 8.50 ft 1 0.049 0.027 0.90 1.100 1.00 1.00 1.00 0.08 43.90 891.00 0.04 162.001.00 4.39
1.00Length = 4.170 ft 2 0.049 0.027 0.90 1.100 1.00 1.00 1.00 0.08 43.90 891.00 0.03 162.001.00 4.39
1.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.478 0.312 1.00 1.100 1.00 1.00 1.00 0.84 473.52 990.00 0.52 180.001.00 56.19
1.00Length = 4.170 ft 2 0.044 0.312 1.00 1.100 1.00 1.00 1.00 0.08 43.90 990.00 0.03 180.001.00 56.19
1.00+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
2.1.13
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-6
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 8.50 ft 1 0.075 0.041 1.25 1.100 1.00 1.00 1.00 0.17 92.67 1237.50 0.09 225.001.00 9.27
1.00Length = 4.170 ft 2 0.075 0.041 1.25 1.100 1.00 1.00 1.00 0.17 92.67 1237.50 0.06 225.001.00 9.27
1.00+D+0.750Lr+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.267 0.178 1.25 1.100 1.00 1.00 1.00 0.59 329.91 1237.50 0.37 225.001.00 40.141.00Length = 4.170 ft 2 0.065 0.178 1.25 1.100 1.00 1.00 1.00 0.14 80.48 1237.50 0.06 225.001.00 40.14
1.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.307 0.201 1.15 1.100 1.00 1.00 1.00 0.62 349.32 1138.50 0.39 207.001.00 41.68
1.00Length = 4.170 ft 2 0.039 0.201 1.15 1.100 1.00 1.00 1.00 0.08 43.90 1138.50 0.03 207.001.00 41.68
1.00+D+0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.079 0.033 1.60 1.100 1.00 1.00 1.00 0.22 125.84 1584.00 0.09 288.001.00 9.49
1.00Length = 4.170 ft 2 0.079 0.033 1.60 1.100 1.00 1.00 1.00 0.22 125.84 1584.00 0.09 288.001.00 9.491.00+D-0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.042 0.015 1.60 1.100 1.00 1.00 1.00 0.12 66.60 1584.00 0.04 288.001.00 4.26
1.00Length = 4.170 ft 2 0.024 0.015 1.60 1.100 1.00 1.00 1.00 0.07 38.04 1584.00 0.03 288.001.00 4.26
1.00+D+0.750Lr+0.750L+0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.218 0.144 1.60 1.100 1.00 1.00 1.00 0.62 345.36 1584.00 0.38 288.001.00 41.53
1.00Length = 4.170 ft 2 0.090 0.144 1.60 1.100 1.00 1.00 1.00 0.25 141.94 1584.00 0.10 288.001.00 41.53
1.00+D+0.750Lr+0.750L-0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.199 0.135 1.60 1.100 1.00 1.00 1.00 0.56 314.46 1584.00 0.36 288.001.00 38.75
1.00Length = 4.170 ft 2 0.012 0.135 1.60 1.100 1.00 1.00 1.00 0.03 19.02 1584.00 0.01 288.001.00 38.75
1.00+D+0.750L+0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.230 0.150 1.60 1.100 1.00 1.00 1.00 0.65 364.77 1584.00 0.40 288.001.00 43.071.00Length = 4.170 ft 2 0.067 0.150 1.60 1.100 1.00 1.00 1.00 0.19 105.35 1584.00 0.07 288.001.00 43.07
1.00+D+0.750L-0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.211 0.140 1.60 1.100 1.00 1.00 1.00 0.60 333.87 1584.00 0.37 288.001.00 40.291.00Length = 4.170 ft 2 0.011 0.140 1.60 1.100 1.00 1.00 1.00 0.03 17.56 1584.00 0.01 288.001.00 40.29
1.00+0.60D+0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.068 0.028 1.60 1.100 1.00 1.00 1.00 0.19 108.28 1584.00 0.08 288.001.00 8.16
1.00Length = 4.170 ft 2 0.068 0.028 1.60 1.100 1.00 1.00 1.00 0.19 108.28 1584.00 0.08 288.001.00 8.161.00+0.60D-0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.039 0.015 1.60 1.100 1.00 1.00 1.00 0.11 62.22 1584.00 0.04 288.001.00 4.19
1.00Length = 4.170 ft 2 0.035 0.015 1.60 1.100 1.00 1.00 1.00 0.10 55.60 1584.00 0.04 288.001.00 4.191.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.017 0.009 1.60 1.100 1.00 1.00 1.00 0.05 26.34 1584.00 0.02 288.001.00 2.63
1.00Length = 4.170 ft 2 0.017 0.009 1.60 1.100 1.00 1.00 1.00 0.05 26.34 1584.00 0.02 288.001.00 2.63 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
L Only10.0000 0.000 -0.0562 3.751
+D+0.750Lr+0.750L+0.450W 2 0.0798 4.170 0.0000 3.751
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.537 0.179
Overall MINimum -0.029 0.145
D Only 0.029 0.085
+D+L -0.508 -0.054
+D+Lr 0.061 0.179
+D+0.750Lr+0.750L -0.349 0.051
+D+0.750L -0.374 -0.019
+D+0.60W 0.012 0.172
+D+0.750Lr+0.750L+0.450W -0.362 0.117
+D+0.750L+0.450W -0.386 0.046
+0.60D+0.60W 0.000 0.138
+0.60D 0.017 0.051
Lr Only 0.032 0.094
L Only -0.537 -0.139
W Only -0.029 0.145
2.1.14
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.15
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Roof Dead Load = 18psf x (1') = 18plf
Roof Live Load = 20psf x (1') = 20plf
Bearing Plate Load:
P = 6700#/2legs/= 3350#
w = 3350#/(1.5ftx1.5ft) x 1.0'(Trib Width) = 1490plf
Wind Load = 28psf
RJ-7
D+Lr
1490plf 1.5'
8' - 6"4' - 5"
28psf
wind each direction
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-7
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
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 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0180, Lr = 0.020 k/ft
Load for Span Number 2
Uniform Load : W = 0.0280 ksf, Tributary Width = 1.0 ft, (Wind)
Uniform Load : L = 1.490 k/ft, Extent = 0.0 -->> 1.50 ft, Tributary Width = 1.0 ft, (Bearing Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.230: 1
Load Combination +D+0.750Lr+0.750L+0.450W
Span # where maximum occurs Span # 1
Location of maximum on span 8.500ft
45.05 psi=
=
1,728.00psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.750Lr+0.750L+0.450W=
=
=
288.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.156 : 1
8.500ft==
397.58psi
Maximum Deflection
2785 >=360
906Ratio =2961 >=180
Max Downward Transient Deflection 0.107 in 930Ratio =>=360
Max Upward Transient Deflection -0.037 in Ratio =
Max Downward Total Deflection 0.110 in Ratio =>=180
Max Upward Total Deflection -0.034 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+L
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 8.50 ft 1 0.039 0.023 0.90 1.200 1.00 1.00 1.00 0.16 37.63 972.00 0.08 162.001.00 3.76
1.00Length = 4.170 ft 2 0.039 0.023 0.90 1.200 1.00 1.00 1.00 0.16 37.63 972.00 0.06 162.001.00 3.76
1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.059 0.035 1.25 1.200 1.00 1.00 1.00 0.33 79.43 1350.00 0.17 225.001.00 7.95
1.00Length = 4.170 ft 2 0.059 0.035 1.25 1.200 1.00 1.00 1.00 0.33 79.43 1350.00 0.13 225.001.00 7.95
1.00+D+0.750Lr+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.215 0.150 1.60 1.200 1.00 1.00 1.00 1.54 371.24 1728.00 0.93 288.001.00 43.06
1.00Length = 4.170 ft 2 0.215 0.150 1.60 1.200 1.00 1.00 1.00 1.54 371.24 1728.00 0.93 288.001.00 43.06
2.1.16
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-7
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.197 0.141 1.60 1.200 1.00 1.00 1.00 1.41 339.89 1728.00 0.88 288.001.00 40.70
1.00Length = 4.170 ft 2 0.197 0.141 1.60 1.200 1.00 1.00 1.00 1.41 339.89 1728.00 0.88 288.001.00 40.70
1.00+D+0.750Lr+0.750L+0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.230 0.156 1.60 1.200 1.00 1.00 1.00 1.65 397.58 1728.00 0.97 288.001.00 45.05
1.00Length = 4.170 ft 2 0.230 0.156 1.60 1.200 1.00 1.00 1.00 1.65 397.58 1728.00 0.97 288.001.00 45.05
1.00+D+0.750Lr+0.750L-0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.200 0.143 1.60 1.200 1.00 1.00 1.00 1.43 344.90 1728.00 0.89 288.001.00 41.07
1.00Length = 4.170 ft 2 0.200 0.143 1.60 1.200 1.00 1.00 1.00 1.43 344.90 1728.00 0.89 288.001.00 41.07
1.00+D+0.750L+0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.212 0.148 1.60 1.200 1.00 1.00 1.00 1.52 366.23 1728.00 0.92 288.001.00 42.681.00Length = 4.170 ft 2 0.212 0.148 1.60 1.200 1.00 1.00 1.00 1.52 366.23 1728.00 0.92 288.001.00 42.68
1.00+D+0.750L-0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.181 0.134 1.60 1.200 1.00 1.00 1.00 1.30 313.55 1728.00 0.84 288.001.00 38.71
1.00Length = 4.170 ft 2 0.181 0.134 1.60 1.200 1.00 1.00 1.00 1.30 313.55 1728.00 0.84 288.001.00 38.711.00+0.60D+0.60W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.033 0.015 1.60 1.200 1.00 1.00 1.00 0.24 57.69 1728.00 0.09 288.001.00 4.35
1.00Length = 4.170 ft 2 0.033 0.015 1.60 1.200 1.00 1.00 1.00 0.24 57.69 1728.00 0.09 288.001.00 4.351.00+0.60D-0.60W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.50 ft 1 0.017 0.007 1.60 1.200 1.00 1.00 1.00 0.13 30.14 1728.00 0.04 288.001.00 2.03
1.00Length = 4.170 ft 2 0.007 0.007 1.60 1.200 1.00 1.00 1.00 0.05 12.54 1728.00 0.02 288.001.00 2.03
1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.50 ft 1 0.013 0.008 1.60 1.200 1.00 1.00 1.00 0.09 22.58 1728.00 0.05 288.001.00 2.26
1.00Length = 4.170 ft 2 0.013 0.008 1.60 1.200 1.00 1.00 1.00 0.09 22.58 1728.00 0.04 288.001.00 2.26 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
L Only10.0000 0.000 -0.0366 4.939
+D+L 2 0.1103 4.170 0.0000 4.939
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.197 2.602
Overall MINimum -0.029 0.145
D Only 0.058 0.170
+D+L -0.139 2.602
+D+Lr 0.123 0.359
+D+0.750Lr+0.750L -0.041 2.136
+D+0.750L -0.090 1.994
+D+0.60W 0.041 0.257
+D+0.750Lr+0.750L+0.450W -0.054 2.201
+D+0.750L+0.450W -0.103 2.060
+0.60D+0.60W 0.018 0.189
+0.60D 0.035 0.102
Lr Only 0.065 0.189
L Only -0.197 2.432
W Only -0.029 0.145
2.1.17
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.18
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Roof Dead Load = 18psf x (1') = 18plf
Roof Live Load = 20psf x (1') = 20plf
Bearing Plate Load:
P = 6700#/2legs/= 3350#
w = 3350#/(1.5ftx1.5ft) x 1.0'(Trib Width) = 1490plf
Wind Load = 28psf
RJ-8
D+Lr
1490plf 1.5'
8' - 6"
4' - 3"28psf
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-8
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
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 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0180, Lr = 0.020 k/ft
Load for Span Number 2
Uniform Load : W = 0.0280 ksf, Tributary Width = 1.0 ft, (Wind)
Uniform Load : L = 1.490 k/ft, Extent = 0.0 -->> 1.50 ft, Tributary Width = 1.0 ft, (Bearing Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.239: 1
Load Combination +D+0.750Lr+0.750L+0.450W
Span # where maximum occurs Span # 1
Location of maximum on span 4.250ft
46.53 psi=
=
1,728.00psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.750Lr+0.750L+0.450W=
=
=
288.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.162 : 1
4.250ft==
413.26psi
Maximum Deflection
5571 >=360
1446Ratio =5205 >=180
Max Downward Transient Deflection 0.066 in 1632Ratio =>=360
Max Upward Transient Deflection -0.009 in Ratio =
Max Downward Total Deflection 0.075 in Ratio =>=180
Max Upward Total Deflection -0.010 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+L
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.250 ft 1 0.045 0.019 0.90 1.200 1.00 1.00 1.00 0.18 43.82 972.00 0.07 162.001.00 3.13
1.00Length = 4.50 ft 2 0.045 0.019 0.90 1.200 1.00 1.00 1.00 0.18 43.82 972.00 0.07 162.001.00 3.13
1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.250 ft 1 0.069 0.029 1.25 1.200 1.00 1.00 1.00 0.38 92.50 1350.00 0.14 225.001.00 6.60
1.00Length = 4.50 ft 2 0.069 0.029 1.25 1.200 1.00 1.00 1.00 0.38 92.50 1350.00 0.14 225.001.00 6.60
1.00+D+0.750Lr+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.221 0.154 1.60 1.200 1.00 1.00 1.00 1.59 382.59 1728.00 0.96 288.001.00 44.34
1.00Length = 4.50 ft 2 0.221 0.154 1.60 1.200 1.00 1.00 1.00 1.59 382.59 1728.00 0.96 288.001.00 44.34
2.1.19
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-8
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.200 0.145 1.60 1.200 1.00 1.00 1.00 1.44 346.08 1728.00 0.90 288.001.00 41.74
1.00Length = 4.50 ft 2 0.200 0.145 1.60 1.200 1.00 1.00 1.00 1.44 346.08 1728.00 0.90 288.001.00 41.74
1.00+D+0.750Lr+0.750L+0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.250 ft 1 0.239 0.162 1.60 1.200 1.00 1.00 1.00 1.72 413.26 1728.00 1.00 288.001.00 46.53
1.00Length = 4.50 ft 2 0.239 0.162 1.60 1.200 1.00 1.00 1.00 1.72 413.26 1728.00 1.00 288.001.00 46.53
1.00+D+0.750Lr+0.750L-0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.204 0.146 1.60 1.200 1.00 1.00 1.00 1.46 351.92 1728.00 0.91 288.001.00 42.16
1.00Length = 4.50 ft 2 0.204 0.146 1.60 1.200 1.00 1.00 1.00 1.46 351.92 1728.00 0.91 288.001.00 42.16
1.00+D+0.750L+0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.218 0.153 1.60 1.200 1.00 1.00 1.00 1.57 376.75 1728.00 0.95 288.001.00 43.931.00Length = 4.50 ft 2 0.218 0.153 1.60 1.200 1.00 1.00 1.00 1.57 376.75 1728.00 0.95 288.001.00 43.93
1.00+D+0.750L-0.450W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.183 0.137 1.60 1.200 1.00 1.00 1.00 1.31 315.41 1728.00 0.85 288.001.00 39.55
1.00Length = 4.50 ft 2 0.183 0.137 1.60 1.200 1.00 1.00 1.00 1.31 315.41 1728.00 0.85 288.001.00 39.551.00+0.60D+0.60W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.039 0.017 1.60 1.200 1.00 1.00 1.00 0.28 67.19 1728.00 0.10 288.001.00 4.79
1.00Length = 4.50 ft 2 0.039 0.017 1.60 1.200 1.00 1.00 1.00 0.28 67.19 1728.00 0.10 288.001.00 4.791.00+0.60D-0.60W 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.009 0.005 1.60 1.200 1.00 1.00 1.00 0.06 15.44 1728.00 0.03 288.001.00 1.35
1.00Length = 4.50 ft 2 0.008 0.005 1.60 1.200 1.00 1.00 1.00 0.06 14.61 1728.00 0.02 288.001.00 1.35
1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.250 ft 1 0.015 0.007 1.60 1.200 1.00 1.00 1.00 0.11 26.29 1728.00 0.04 288.001.00 1.88
1.00Length = 4.50 ft 2 0.015 0.007 1.60 1.200 1.00 1.00 1.00 0.11 26.29 1728.00 0.04 288.001.00 1.88 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L10.0000 0.000 -0.0098 2.469
+D+L 2 0.0746 4.500 0.0000 2.469
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.399 2.792
Overall MINimum -0.005 0.193
D Only -0.005 0.162
+D+L -0.399 2.792
+D+Lr -0.010 0.342
+D+0.750Lr+0.750L -0.304 2.269
+D+0.750L -0.300 2.134
+D+0.60W -0.045 0.278
+D+0.750Lr+0.750L+0.450W -0.334 2.356
+D+0.750L+0.450W -0.330 2.221
+0.60D+0.60W -0.043 0.213
+0.60D -0.003 0.097
Lr Only -0.005 0.180
L Only -0.394 2.629
W Only -0.067 0.193
2.1.20
CALCULATION SHEET
SUBJECT:DATE:JOB NO:
BY:SHEET:
C:\Users\sfigueria\Documents\Blank Calc Sht1
3900 E. Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.1.21
Hilton Arcadia Framing Checks 8/24 19-0283-02
CWH
Main Span:
Roof Dead Load = 18psf x (1') = 18plf
Roof Live Load = 20psf x (1') = 20plf
Cantilever:
Roof Dead Load = 18psf x (3.5') = 63plf
Roof Live Load = 20psf x (3.5') = 70plf
Bearing Plate Load:
P = 6700#/2legs = 3350#
Reaction from Joist 1: 3350#(1.5'/2)/5' = 502.5#
Reaction from Joist 2: 3350#(1.5'/2)/2' = 1256 #
Wind Load = 28psf(3.5) = 98plf
RJ-9
D+Lr
11' - 3"
6' - 3"28psf
5'
2'
8"
4.75'
503#1256#
RJ
-
9
D+Lr
3.5'
Fulcrum
Loads
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-9
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
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 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0180, Lr = 0.020 , Tributary Width = 1.0 ft, (Roof Load)
Point Load : L = -0.5030 k @ 0.670 ft, (Fulcrum Load)
Point Load : L = -1.256 k @ 4.750 ft, (Fulcrum Load)
Load for Span Number 2
Uniform Load : W = 0.0280 ksf, Tributary Width = 3.50 ft, (Wind)
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (Roof Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.493: 1
Load Combination +D+0.750Lr+0.750L+0.450W
Span # where maximum occurs Span # 1
Location of maximum on span 4.749ft
30.52 psi=
=
1,440.00psi
2-2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr=
=
=
225.00 psi==
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.136 : 1
6.250ft=
=
710.33psi
Maximum Deflection
2674 >=360
514Ratio =1670 >=180
Max Downward Transient Deflection 0.111 in 1078Ratio =>=360
Max Upward Transient Deflection -0.028 in Ratio =
Max Downward Total Deflection 0.233 in Ratio =>=180
Max Upward Total Deflection -0.045 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : W Only
Span: 1 : L Only
Span: 2 : +D+0.750Lr+0.750L+0.450W
Span: 1 : +D+0.750Lr+0.750L+0.450W
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 6.250 ft 1 0.273 0.089 0.90 1.000 1.00 1.00 1.00 0.79 220.89 810.00 0.27 162.001.00 14.46
1.00Length = 5.0 ft 2 0.273 0.089 0.90 1.000 1.00 1.00 1.00 0.79 220.89 810.00 0.27 162.001.00 14.46
1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.250 ft 1 0.415 0.136 1.25 1.000 1.00 1.00 1.00 1.66 466.33 1125.00 0.56 225.001.00 30.52
1.00Length = 5.0 ft 2 0.415 0.136 1.25 1.000 1.00 1.00 1.00 1.66 466.33 1125.00 0.56 225.001.00 30.52
1.00+D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
2.1.22
Wood Beam
LIC# : KW-06014612, Build:20.22.6.12 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2022
DESCRIPTION:RJ-9
Project File: 19-0283-01 hilton arcadia bldg d framing_revised_backup_1_backup_1.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
Ci CLCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 6.250 ft 1 0.412 0.092 1.60 1.000 1.00 1.00 1.00 2.11 592.85 1440.00 0.49 288.001.00 26.51
1.00Length = 5.0 ft 2 0.281 0.092 1.60 1.000 1.00 1.00 1.00 1.44 404.97 1440.00 0.49 288.001.00 26.51
1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.325 0.113 1.60 1.000 1.00 1.00 1.00 1.67 467.99 1440.00 0.60 288.001.00 32.461.00Length = 5.0 ft 2 0.153 0.113 1.60 1.000 1.00 1.00 1.00 0.79 220.89 1440.00 0.27 288.001.00 32.46
1.00+D+0.750Lr+0.750L+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.493 0.127 1.60 1.000 1.00 1.00 1.00 2.53 710.33 1440.00 0.68 288.001.00 36.63
1.00Length = 5.0 ft 2 0.389 0.127 1.60 1.000 1.00 1.00 1.00 1.99 559.59 1440.00 0.68 288.001.00 36.63
1.00+D+0.750Lr+0.750L-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.330 0.105 1.60 1.000 1.00 1.00 1.00 1.69 475.37 1440.00 0.56 288.001.00 30.21
1.00Length = 5.0 ft 2 0.174 0.105 1.60 1.000 1.00 1.00 1.00 0.89 250.34 1440.00 0.30 288.001.00 30.211.00+D+0.750L+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.407 0.096 1.60 1.000 1.00 1.00 1.00 2.09 585.47 1440.00 0.51 288.001.00 27.69
1.00Length = 5.0 ft 2 0.261 0.096 1.60 1.000 1.00 1.00 1.00 1.34 375.51 1440.00 0.45 288.001.00 27.69
1.00+D+0.750L-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.250 ft 1 0.243 0.129 1.60 1.000 1.00 1.00 1.00 1.25 350.51 1440.00 0.69 288.001.00 37.23
1.00Length = 5.0 ft 2 0.046 0.129 1.60 1.000 1.00 1.00 1.00 0.24 66.27 1440.00 0.08 288.001.00 37.23
1.00+0.60D+0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.250 ft 1 0.235 0.077 1.60 1.000 1.00 1.00 1.00 1.21 338.70 1440.00 0.41 288.001.00 22.17
1.00Length = 5.0 ft 2 0.235 0.077 1.60 1.000 1.00 1.00 1.00 1.21 338.70 1440.00 0.41 288.001.00 22.17
1.00+0.60D-0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.051 0.017 1.60 1.000 1.00 1.00 1.00 0.26 73.63 1440.00 0.09 288.001.00 4.821.00Length = 5.0 ft 2 0.051 0.017 1.60 1.000 1.00 1.00 1.00 0.26 73.63 1440.00 0.09 288.001.00 4.82
1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.250 ft 1 0.092 0.030 1.60 1.000 1.00 1.00 1.00 0.47 132.53 1440.00 0.16 288.001.00 8.681.00Length = 5.0 ft 2 0.092 0.030 1.60 1.000 1.00 1.00 1.00 0.47 132.53 1440.00 0.16 288.001.00 8.68 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L+0.450W10.0000 0.000 -0.0449 3.561
+D+0.750Lr+0.750L+0.450W 2 0.2329 5.000 0.0000 3.561
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.820 1.050
Overall MINimum -0.070 0.686
D Only -0.070 0.497
+D+L -0.820 -0.511
+D+Lr -0.147 1.050
+D+0.750Lr+0.750L -0.691 0.155
+D+0.750L -0.633 -0.259
+D+0.60W -0.187 0.909
+D+0.750Lr+0.750L+0.450W -0.779 0.464
+D+0.750L+0.450W -0.721 0.050
+0.60D+0.60W -0.159 0.710
+0.60D -0.042 0.298
Lr Only -0.077 0.553
L Only -0.751 -1.008
W Only -0.196 0.686
2.1.23
Structural Calculations
Scope: Exterior Building Maintenance
Rev 0: May 29, 2024
Hilton Arcadia
123 W Huntington Dr.
Arcadia, CA 91007
Project: 55662
05/29/2024
1
Hilton Arcadia Structural Calculations
123 W Huntington Dr
Arcadia, CA 91007
Project: 55662
2
Contents
PROJECT SUMMARY __________________________________________________________________ 3
BUILDING CODE ______________________________________________________________________ 3
ASSUMPTIONS _______________________________________________________________________ 3
DESIGN CRITERA _____________________________________________________________________ 4
ANALYSIS APPROACH _________________________________________________________________ 4
2
Hilton Arcadia Structural Calculations
123 W Huntington Dr
Arcadia, CA 91007
Project: 55662
3
Project Summary
Equipment is to be installed on the roof of the Hilton Arcadia Building to be used by workers performing
exterior building maintenance (EBM). Equipment is defined under the Analysis Approach section.
Applicable Code
2022 California Building Code (CBC) – Building Code with amendments by the City of Arcadia.
1. Section 1607.9 – Loads on Handrails, Guards, Grab Bars and Seats.
2. Section 1607.11.3 – Elements Supporting Hoists for Façade Access and Building Maintenance
Equipment.
3. Section 1607.11.4 – Fall Arrest and Lifeline Anchorages.
California Code of Regulations (CCR) – Title 8
1. Subchapter 4. Construction Safety Orders (Sections 1500 – 1962)
a. Article 24 – Fall Protection (Sections 1669 – 1672)
2. Subchapter 7. General Industry Safety Orders (Sections 3200 – 3299)
a. Article 2 – Standard Specifications (Sections 3209 – 3239)
b. Article 4 – Access, Workspace and Work Areas (Sections 3270 – 3280)
c. Article 5 – Window Cleaning (Sections 3281 – 3291)
d. Article 6 – Powered Platforms and Equipment for Building Maintenance (Sections 3292 – 3299)
ASCE 7-16, Minimum Design Loads for Buildings and Other Structures.
American Institute of Steel Construction, Inc, – Steel Construction Manual, 15th Edition.
National Design Specifications for Wood Construction – 2022 Edition.
CAL/OSHA Title 8, Section 3282 (all) and Section 3291(c), (d), and (e).
OSHA Standard 1910 Subpart I – Personal Protective Equipment
Assumptions
The following are assumptions taken for design.
1. All information and documentation provided by the owner, manufacturers, client, and others
pertaining to this fall restraint system installation project are accurate.
2. Safety Factors as specified are maintained for all fall arrest designs per Code requirements.
3. A maximum of one (1) worker, weighing not more than 310 pounds, including tools, will be attached
to each rooftop tie-back anchor at a time for fall arrest purposes.
4. A maximum of 1,000 lbs. will be loaded onto the cantilevered ends of the outrigger assemblies.
5. This analysis does not verify the capacities of the personal fall restraint and arrest systems.
6. This fall protection system and attachment design is intended for use in this referenced project
location only and with the specified materials and products only.
7. The existing roof and building framing members to which the fall protection system will be attached
are in sound structural condition and meet or exceed the member sizes to be field verified.
3
Hilton Arcadia Structural Calculations
123 W Huntington Dr
Arcadia, CA 91007
Project: 55662
4
Design Criteria
1. Tie-back anchors to be designed for 5,000 lbs. Ultimate load (CCR Section 3291 & CCR Section 1670) or
3100 Service load for wood and steel design (CBC 1607), applied in any direction with no permanent
deformation.
2. Outrigger assemblies to be designed for 4,000 lbs. Ultimate load (CCR Section 3291) (1,000 lbs. working
load with a 4.0 factor of safety) to be loaded at the cantilevered end.
Analysis Approach
1. Tie-back anchor design and analysis and attachment to the wood framed roof includes:
a. Pad-eye
i. Page 6
b. Cap Plate
i. Page 9
c. Stanchion
i. Page 17
d. Baseplate
i. Page 19
e. Fasteners/bolts
i. Page 20
f. Welding of assembly pieces
i. Within Each Component Above
2. Fixed Outrigger design and analysis and attachment to the wood framed roof includes:
a. Outrigger permanent base (tie-back anchor governs above)
b. Outrigger support post
i. Page 21
c. Outrigger beam
i. Page 24
d. Fasteners/bolts (tie-back anchor governs above)
The design of the roof structure will be designed by the parent building structural engineer of record
and is beyond this scope.
4
Job #: 55662
Padeye Job Name: Hilton Arcadia
4.0 Std. Pipe
Attachment
Ultimate Load (P)5000 lbs (LRFD)
Rated Load 1250 lbs
Height of Stanchion (H)20 in
DESIGN CALCULATIONS AND ANALYSIS
Design Methodology: This calculation provides structural analysis for roof anchor
components and qualifications using the provisions of LRFD strength design according
to the AISC 360-15 Specification and other industry recognized standards referenced
within. As such, the equivalent ASD design load considered can be taken as the
Ultimate Load (P) divided by the IBC live load factor of 1.6 if using this calculation to
determine an equivalent ASD reaction.
P
(applied in
any direction)
H
5
Padeye Bar Equivalent (du)0.875 in
Center-to-Center Width (Wu)2.875 in
Height to Applied Load (Hu)2 in
Fillet Weld Leg Size (w1)0.25 in
Plug Weld Effective Throat 0.125 in resists shear only
Minimum Yield Stress (Fy,u)54 ksi AISI 1018
Minimum Tensile Strength (Fu,u)64 ksi AISI 1018
A (in2)Ione (in4) Itwo (in4) Sx (in3) Zx (in3)r (in)
0.766 0.049 3.262 0.223 0.335 0.253
Design Tensile Strength, ϕRnt 37.21 kip AISC Eq. D2-1
Design Tensile Strength, ϕRntnet 36.75 kip AISC Eq. D2-2
Unity Check: 0.14 P/min(ϕRnt)
FReaction (P/4) =1250 lbs Reaction Forces for Risa
Design Shear Strength, ϕRnv 37.21 kip AISC Eq. G4-1
Unity Check: 0.13 Rcv/ϕRnv
DESIGN OF PADEYE
Padeye Properties
Padeye in Tension (Load Case P3)
Padeye in Shear (Load Case P2)
Conservatively considers one leg of Padeye resists the applied load.
Conservatively considers one leg of Padeye resists the applied load.
w1
Hu
P2
P1
P3
6
Design Strength of Padeye, ϕMnb 10.85 kip-in AISC Eq. F11-1 (Use S x)
Lateral-Torsional Buckling does not apply per F11.2.d
Required Flexural Strength, Mrb 9.38 kip-in P*1-7/8"
Unity Check: 0.86 Mrb/ϕMnb
FReaction (Mrb / 2B) =1705 lbs Reaction Forces for Risa
Required Axial Strength (Pr) 3.48 kip P*(Hu)/wu
Required Flexural Strength (Mr) 18.75 kip-in P/2*(Hu)
Available Axial Strength (Pc) 36.75 kip ϕMnb
Available Flexural Strength (Mc) 99.67 kip-in ϕRnt
Interaction Ratio: 0.24 AISC Eq. H1-1b
FReaction (Mr / 2t) =10714 lbs Reaction Forces for Risa
Flexure Strength Padeye Leg, ϕMnl 10.85 kip-in AISC Eq. F11-1 (Use S x)
Required Flexural Strength, Mrl 5 kip-in P*Hu/2
Unity Check: 0.46 Mrl/ϕMnl
Electrode Strength (Fexx) 70 ksi
Length of Fillet Weld (l)3.75 in
Moment of inertia about axis (Ix)8.79 in3 2l 3 / 12
Maximum Vertical Force (Vp)0.67 kips/in P r / 2l
Maximum Horizontal Force (He)2.13 kips/in P reyi / I x
Required Force 2.24 kips/in √(Vp^2+H e ^2)
Available Strength of Fillet (qu)1.39 kip/in/sixteenth
Required Fillet Weld Size (D) 1.61 sixteenths R / q u
Unity Check: 0.40 D/16 / w 1
Electrode Strength (Fexx) 70 ksi
Length of Fillet Weld (Lw2) 9.25 in π*du
Section Modulus of Weld (Sw2) 3.41 in2 Blodgett 7.4-7, Table 5
Required Force Per Inch 4.89 kip/in √(fvv^2+(fvt+fvm)^2)
Strength of Weld per Inch, ϕRnw 5.57 kip/in AISC Eq. J2-4 & J2-5
Strength of Base Metal, ϕRnb 6.56 kip/in AISC Eq. J2-2
Unity Check: 0.88
Padeye Weld to Cap Plate (Load Case P1)
Padeye Weld to Cap Plate (Load Case P2)
Padeye Local Leg Bending (Load Case P1)
Consider Padeye leg is a simple span with one support at the welded connection and the other support at the center of the Padeye
where support is provided from the adjacent leg.
Padeye in Weak Axis Flexure (Load Case P2)
Considers maximum height of applied load at top of padeye, two legs of Padeye resisting at center of Padeye
Padeye in Tension/Compression and Flexure (Load Case P1)
7
Electrode Strength (Fexx) 70 ksi
Fillet Weld Leg Size (w1)0.25 in
Length of Fillet Weld (Lw1) 14.14 in π*dc
Section Modulus of Weld (Sw1)' 15.90 in2 Blodgett 7.4-7, Table 5
Torsional Constant (J) 71.57 in3 Blodgett 7.4-7, Table 5
Required Force Per Inch 0.75 kip/in √((fvv+fvj)^2+(fvt+fvm)^2)
Strength of Weld per Inch, ϕRnw 5.57 kip/in AISC Eq. J2-4
Strength of Base Metal, ϕRnb 10.28 kip/in AISC Eq. J2-2
Unity Check: 0.13
Cap Plate Weld to Stanchion (Load Case P2)
8
Diversified Fall Protection
bZilber
Stanchion cap plate SK-1
Jul 17, 2023
padeye calc.r3dJOB #: 55662 9
Diversified Fall Protection
bZilber
Stanchion cap plate SK-2
Jul 17, 2023
padeye calc.r3dJOB #: 55662 10
Diversified Fall Protection
bZilber
Stanchion cap plate SK-3
Jul 17, 2023
padeye calc.r3dJOB #: 55662 11
Diversified Fall Protection
bZilber
Stanchion cap plate SK-4
Jul 17, 2023
padeye calc.r3dJOB #: 55662 12
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
bZilber
Stanchion cap plate
Checked By : __________
7/17/2023
1:24:14 PM
RISA-3D Version 20 [ padeye calc.r3d ]Page 1
Plate Primary Data
Label A Node B Node C Node D Node Material Thickness [in]
1 P13 N37 N38 N39 N5 gen_Steel 0.5
2 P5 N24 N25 N26 N27 gen_Steel 0.5
3 P23 N17 N16 N41 N37 gen_Steel 0.5
4 P18 N45 N46 N3 N47 gen_Steel 0.5
5 P12 N33 N36 N1 N2 gen_Steel 0.5
6 P29 N25 N24 N14 N13 gen_Steel 0.5
7 P24 N34 N19 N21 N6 gen_Steel 0.5
8 P25 N2 N20 N32 N33 gen_Steel 0.5
9 P14 N1 N18 N9 N31 gen_Steel 0.5
10 P37 N3 N46 N43 N44 gen_Steel 0.5
11 P28 N13 N22 N28 N25 gen_Steel 0.5
12 P4 N22 N13 N7 N23 gen_Steel 0.5
13 P34 N40 N43 N48 N38 gen_Steel 0.5
14 P8 N32 N24 N27 N33 gen_Steel 0.5
15 P3 N19 N20 N2 N21 gen_Steel 0.5
16 P31 N24 N32 N34 N14 gen_Steel 0.5
17 P36 N48 N45 N47 N8 gen_Steel 0.5
18 P16 N43 N40 N42 N44 gen_Steel 0.5
19 P9 N21 N2 N30 N10 gen_Steel 0.5
20 P1 N13 N14 N15 N7 gen_Steel 0.5
21 P21 N41 N16 N1 N36 gen_Steel 0.5
22 P10 N14 N34 N6 N15 gen_Steel 0.5
23 P38 N46 N45 N48 N43 gen_Steel 0.5
24 P2 N16 N17 N18 N1 gen_Steel 0.5
25 P6 N4 N28 N11 N29 gen_Steel 0.5
26 P30 N28 N4 N26 N25 gen_Steel 0.5
27 P35 N44 N26 N4 N3 gen_Steel 0.5
28 P27 N28 N22 N23 N11 gen_Steel 0.5
29 P26 N20 N19 N34 N32 gen_Steel 0.5
30 P32 N36 N33 N27 N42 gen_Steel 0.5
31 P19 N38 N48 N8 N39 gen_Steel 0.5
32 P33 N41 N40 N38 N37 gen_Steel 0.5
33 P15 N40 N41 N36 N42 gen_Steel 0.5
34 P17 N26 N44 N42 N27 gen_Steel 0.5
35 P11 N3 N4 N29 N35 gen_Steel 0.5
36 P22 N18 N17 N37 N5 gen_Steel 0.5
37 P20 N47 N3 N35 N12 gen_Steel 0.5
38 P7 N30 N2 N1 N31 gen_Steel 0.5
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor
1 Tension Yes Y 3 1
2 Perpendicular Load Yes Y 1 1
3 Parallel Load Yes Y 2 1
4 Diagonal Load Yes Y 2 0.71 3 0.71
Envelope Plate Principal Stresses
Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC
1 P13 max T 2.391 1 -0.183 2 1.559 1 1.162 1 2.826 1
2 min 0.801 3 -1.836 3 0.906 2 0.404 3 1.729 2
3 max B 1.836 3 -0.801 3 1.559 1 1.975 3 2.826 1
4 min 0.183 2 -2.391 1 0.906 2 -0.748 4 1.729 2
55662 MMB
13
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
bZilber
Stanchion cap plate
Checked By : __________
7/17/2023
1:24:14 PM
RISA-3D Version 20 [ padeye calc.r3d ]Page 2
Envelope Plate Principal Stresses (Continued)
Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC
5 P5 max T 7.132 2 -2.588 2 4.86 2 2.308 3 8.718 2
6 min -2.1 1 -4.574 4 0.852 1 -0.632 4 3.3 1
7 max B 4.574 4 2.1 1 4.86 2 1.412 1 8.718 2
8 min 2.588 2 -7.132 2 0.852 1 -0.04 2 3.3 1
9 P23 max T 4.157 3 -0.133 3 4.145 2 1.913 1 8.971 2
10 min -1.745 1 -9.525 2 0.316 1 -0.468 2 2.133 1
11 max B 9.525 2 1.745 1 4.145 2 2.111 4 8.971 2
12 min 0.133 3 -4.157 3 0.316 1 0.342 1 2.133 1
13 P18 max T -2.149 3 -4.471 1 2.428 2 1.276 3 17.121 2
14 min -14.168 2 -19.024 2 0.885 1 0.828 2 3.9 1
15 max B 19.024 2 14.168 2 2.428 2 -0.295 3 17.121 2
16 min 4.471 1 2.149 3 0.885 1 -0.742 2 3.9 1
17 P12 max T 8.646 3 8.034 3 2.396 2 0.816 2 8.357 3
18 min -5.438 1 -7.409 1 0.306 3 -0.101 3 2.086 4
19 max B 7.409 1 5.438 1 2.396 2 1.583 1 8.357 3
20 min -8.034 3 -8.646 3 0.306 3 -0.755 2 2.086 4
21 P29 max T 7.509 2 0.015 2 3.747 2 2.188 3 7.502 2
22 min -1.055 1 -3.803 4 0.603 1 1.263 2 1.96 1
23 max B 3.803 4 1.055 1 3.747 2 0.617 3 7.502 2
24 min -0.015 2 -7.509 2 0.603 1 -0.308 2 1.96 1
25 P24 max T 8.413 2 0.281 2 4.066 2 2.29 4 8.276 2
26 min 1.849 4 -2.152 1 0.978 4 -0.373 2 1.905 4
27 max B 2.152 1 -1.849 4 4.066 2 1.319 3 8.276 2
28 min -0.281 2 -8.413 2 0.978 4 0.04 1 1.905 4
29 P25 max T 17.892 2 6.209 2 5.842 2 1.556 2 15.735 2
30 min -3.728 1 -5.317 1 0.794 1 -0.607 3 1.867 4
31 max B 5.317 1 3.728 1 5.842 2 1.861 1 15.735 2
32 min -6.209 2 -17.892 2 0.794 1 -0.015 2 1.867 4
33 P14 max T 4.486 1 -0.257 4 3.627 2 0.624 1 10.576 2
34 min -4.88 2 -12.135 2 0.906 4 -0.728 3 1.698 4
35 max B 12.135 2 4.88 2 3.627 2 2.195 1 10.576 2
36 min 0.257 4 -4.486 1 0.906 4 0.843 3 1.698 4
37 P37 max T -3.837 1 -5.655 1 6.174 2 0.953 3 16.956 2
38 min -6.985 2 -19.333 2 0.909 1 -0.05 2 5.001 1
39 max B 19.333 2 6.985 2 6.174 2 2.212 4 16.956 2
40 min 5.655 1 3.837 1 0.909 1 -0.618 3 5.001 1
41 P28 max T 9.536 2 6.942 2 2.255 3 1.775 3 8.54 2
42 min -0.709 1 -4.94 4 1.07 1 0.934 2 2.569 1
43 max B 4.94 4 0.709 1 2.255 3 0.204 3 8.54 2
44 min -6.942 2 -9.536 2 1.07 1 -0.636 2 2.569 1
45 P4 max T 3.056 4 -1.551 1 2.809 4 1.791 3 4.906 2
46 min 1.673 3 -3.525 2 1.947 3 0.133 2 3.383 3
47 max B 3.525 2 -1.673 3 2.809 4 1.703 2 4.906 2
48 min 1.551 1 -3.056 4 1.947 3 -0.064 1 3.383 3
49 P34 max T 1.374 3 -2.326 1 4.057 2 0.963 1 8.599 2
50 min -1.362 1 -9.014 2 0.482 1 0.211 2 2.024 1
51 max B 9.014 2 1.362 1 4.057 2 1.782 2 8.599 2
52 min 2.326 1 -1.374 3 0.482 1 -0.685 3 2.024 1
53 P8 max T 7.056 2 0.214 3 4.386 2 2.346 3 8.053 2
54 min -2.208 1 -4.313 1 1.053 1 -0.456 4 2.337 4
55 max B 4.313 1 2.208 1 4.386 2 1.632 1 8.053 2
56 min -0.214 3 -7.056 2 1.053 1 -0.066 2 2.337 4
57 P3 max T 17.956 2 13.248 2 2.354 2 2.348 2 16.126 2
58 min -2.575 1 -4.685 1 0.918 4 -0.305 3 1.691 4
59 max B 4.685 1 2.575 1 2.354 2 1.271 4 16.126 2
MMB55662
14
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
bZilber
Stanchion cap plate
Checked By : __________
7/17/2023
1:24:14 PM
RISA-3D Version 20 [ padeye calc.r3d ]Page 3
Envelope Plate Principal Stresses (Continued)
Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC
60 min -13.248 2 -17.956 2 0.918 4 -0.311 1 1.691 4
61 P31 max T 7.808 2 0.461 2 3.674 2 1.748 2 7.588 2
62 min -1.193 1 -2.253 1 0.53 1 -0.756 4 1.952 1
63 max B 2.253 1 1.193 1 3.674 2 0.876 3 7.588 2
64 min -0.461 2 -7.808 2 0.53 1 -0.492 1 1.952 1
65 P36 max T 2.673 4 -1.818 1 4.088 2 1.646 1 8.123 2
66 min 0.106 2 -8.07 2 2.21 1 1.254 2 3.848 1
67 max B 8.07 2 -0.106 2 4.088 2 0.075 1 8.123 2
68 min 1.818 1 -2.673 4 2.21 1 -0.316 2 3.848 1
69 P16 max T 1.441 2 -3.121 3 4.113 2 0.741 3 7.609 2
70 min -2.645 4 -6.785 2 1.164 3 -0.158 2 2.81 3
71 max B 6.785 2 2.645 4 4.113 2 2.312 3 7.609 2
72 min 3.121 3 -1.441 2 1.164 3 1.412 2 2.81 3
73 P9 max T 12.368 2 5.31 2 3.529 2 1.441 2 10.746 2
74 min 1.514 4 -2.857 3 0.854 4 -0.619 1 1.619 4
75 max B 2.857 3 -1.514 4 3.529 2 2.306 3 10.746 2
76 min -5.31 2 -12.368 2 0.854 4 -0.13 2 1.619 4
77 P1 max T 2.417 1 -0.649 4 1.654 1 1.949 3 2.965 1
78 min 0.259 2 -1.215 2 0.737 2 -0.53 2 1.363 2
79 max B 1.215 2 -0.259 2 1.654 1 1.041 2 2.965 1
80 min 0.649 4 -2.417 1 0.737 2 -0.449 1 1.363 2
81 P21 max T 6.752 3 4.112 3 6.046 2 0.6 3 16.498 2
82 min -6.701 2 -18.794 2 0.86 1 -0.256 1 1.862 4
83 max B 18.794 2 6.701 2 6.046 2 2.17 3 16.498 2
84 min -4.112 3 -6.752 3 0.86 1 1.314 1 1.862 4
85 P10 max T 2.221 1 -0.823 1 1.522 1 2.308 4 2.727 1
86 min 0.102 2 -1.688 3 0.635 2 -0.401 3 1.223 2
87 max B 1.688 3 -0.102 2 1.522 1 2.034 2 2.727 1
88 min 0.823 1 -2.221 1 0.635 2 0.41 1 1.223 2
89 P38 max T 0.105 3 -2.286 1 4.259 2 1.324 1 9.209 2
90 min -1.852 1 -9.773 2 0.217 1 0.481 2 2.103 1
91 max B 9.773 2 1.852 1 4.259 2 2.051 2 9.209 2
92 min 2.286 1 -0.105 3 0.217 1 -0.51 3 2.103 1
93 P2 max T 6.817 3 2.268 3 2.31 2 1.867 1 16.528 2
94 min -13.727 2 -18.346 2 0.898 4 -0.759 2 1.663 4
95 max B 18.346 2 13.727 2 2.31 2 1.859 3 16.528 2
96 min -2.268 3 -6.817 3 0.898 4 0.296 1 1.663 4
97 P6 max T 21.492 2 11.74 2 4.876 2 1.714 2 18.639 2
98 min 1.996 3 -2.964 4 2.178 3 0.719 1 3.776 3
99 max B 2.964 4 -1.996 3 4.876 2 2.29 1 18.639 2
100 min -11.74 2 -21.492 2 2.178 3 -0.759 4 3.776 3
101 P30 max T 27.992 2 15.572 2 6.21 2 2.168 4 24.293 2
102 min -6.662 4 -11.447 4 1.095 1 -0.774 1 6.127 1
103 max B 11.447 4 6.662 4 6.21 2 0.797 1 24.293 2
104 min -15.572 2 -27.992 2 1.095 1 -0.262 2 6.127 1
105 P35 max T 3.244 2 -3.058 2 3.151 2 2.266 2 10.311 4
106 min -9.958 4 -10.632 4 0.337 4 -0.488 4 5.459 2
107 max B 10.632 4 9.958 4 3.151 2 1.475 1 10.311 4
108 min 3.058 2 -3.244 2 0.337 4 0.202 3 5.459 2
109 P27 max T 3.874 2 -0.312 3 2.254 2 2.064 2 4.227 2
110 min 2.625 3 -0.634 2 1.468 3 0.499 1 2.794 3
111 max B 0.634 2 -2.625 3 2.254 2 2.266 4 4.227 2
112 min 0.312 3 -3.874 2 1.468 3 -0.647 3 2.794 3
113 P26 max T 9.457 2 1.34 2 4.059 2 2.049 2 8.864 2
114 min -1.765 1 -2.468 1 0.351 1 -0.55 4 2.202 1
MMB
LESS THAN 50 KSI
55662
15
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
bZilber
Stanchion cap plate
Checked By : __________
7/17/2023
1:24:14 PM
RISA-3D Version 20 [ padeye calc.r3d ]Page 4
Envelope Plate Principal Stresses (Continued)
Plate Surface Sigma1 [ksi] LC Sigma2 [ksi] LC Tau Max [ksi] LC Angle [rad] LC Von Mises [ksi] LC
115 max B 2.468 1 1.765 1 4.059 2 1.056 3 8.864 2
116 min -1.34 2 -9.457 2 0.351 1 -0.33 1 2.202 1
117 P32 max T 4.46 2 1.158 3 4.755 2 0.839 2 8.241 2
118 min -2.103 1 -5.05 2 0.258 3 -0.754 3 1.485 3
119 max B 5.05 2 2.103 1 4.755 2 1.584 1 8.241 2
120 min -1.158 3 -4.46 2 0.258 3 -0.732 2 1.485 3
121 P19 max T 2.397 1 -0.136 2 1.577 1 1.996 2 2.852 1
122 min 1.656 2 -0.843 3 0.896 2 1.152 3 1.728 2
123 max B 0.843 3 -1.656 2 1.577 1 0.425 2 2.852 1
124 min 0.136 2 -2.397 1 0.896 2 -0.418 3 1.728 2
125 P33 max T 3.05 3 -1.328 3 3.949 2 2.202 1 8.375 2
126 min -1.392 1 -8.782 2 0.483 1 -0.192 2 2.054 1
127 max B 8.782 2 1.392 1 3.949 2 2.278 4 8.375 2
128 min 1.328 3 -3.05 3 0.483 1 0.631 1 2.054 1
129 P15 max T 2.846 3 0.451 3 4.071 2 0.834 3 7.443 2
130 min -2.211 1 -6.454 2 1.106 4 -0.043 1 2.303 4
131 max B 6.454 2 2.211 1 4.071 2 1.957 4 7.443 2
132 min -0.451 3 -2.846 3 1.106 4 -0.737 3 2.303 4
133 P17 max T 7.511 2 -2.19 2 4.851 2 2.138 2 8.813 2
134 min -2.724 4 -5.262 1 0.52 3 -0.772 3 1.953 3
135 max B 5.262 1 2.724 4 4.851 2 1.519 1 8.813 2
136 min 2.19 2 -7.511 2 0.52 3 0.568 2 1.953 3
137 P11 max T 8.872 2 -7.971 1 11.357 2 0.771 2 19.827 2
138 min -9.948 4 -13.842 2 0.705 3 -0.064 3 7.146 1
139 max B 13.842 2 9.948 4 11.357 2 2.342 2 19.827 2
140 min 7.971 1 -8.872 2 0.705 3 1.507 3 7.146 1
141 P22 max T 3.276 3 -0.153 4 3.958 2 1.896 2 7.806 2
142 min 0.226 2 -7.691 2 1.03 4 0.252 3 1.988 4
143 max B 7.691 2 -0.226 2 3.958 2 1.823 3 7.806 2
144 min 0.153 4 -3.276 3 1.03 4 -0.732 4 1.988 4
145 P20 max T 5 4 -1.518 1 4.481 2 2.294 3 11.851 2
146 min -4.475 2 -13.437 2 2.355 3 -0.718 4 4.107 3
147 max B 13.437 2 4.475 2 4.481 2 1.31 2 11.851 2
148 min 1.518 1 -5 4 2.355 3 0.723 3 4.107 3
149 P7 max T 11.084 3 9.659 3 11.548 2 1.675 3 20.013 2
150 min -7.138 1 -12.203 2 0.213 4 -0.728 2 1.624 4
151 max B 12.203 2 7.138 1 11.548 2 1.64 1 20.013 2
152 min -9.659 3 -11.084 3 0.213 4 0.104 3 1.624 4
MMB55662
16
Height of Stanchion (H) 20 in
Pipe Size 4.0 Std. Pipe P4.00
Fillet Weld Leg Size (w3)0.3125 in
Minmum Yield Stress (Fy)46 ksi
Minimum Tensile Stress (Fu)62 ksi ASTM A500 Gr. C
Steel Modulus of Elasticity (E) 29000 ksi AISC Table B4.1b c
do di t A I S r Z
4.5 4.03 0.221 2.96 6.82 3.03 1.51 4.05
in in in in2 in4 in2 in in2
Required Strength in Shear (Vr) 5 kip
Critical Shear Stress (Fcr) 27.6 ksi AISC Eq. G5-2a/b
Design Shear Strength (ϕRnv) 36.76 kip AISC Eq. G5-1
Unity Check: 0.14
DESIGN OF ANCHOR STANCHION
ASTM A500 Gr. C
Stanchion Properties
Stanchion in Shear (Load Case P1)
H
w3
P1
P2
2"
17
Design Tensile Strength (ϕPn) 122.544 kip AISC Eq. D2-1
Unity Check: 0.04
Required Flexural Strength (Mr) 110.00 kip-in
D/t ratio 20.36
Compactness Ratio (λp) 44.13 AISC Table B4.1B,
Slenderness Ratio (λr) 195.43 Case 20
Compactness in Flexure Compact
Design Flexural Strength (ϕRn) 125.442 kip-in AISC Eq. F8-1 (Use S)
Unity Check: 0.88
Required Axial Strength (Pr) 0 kip
Available Axial Strength (Pc) 122.54 kip
Required Flexural Strength (Mr) 110.00 kip-in
Available Flexural Strength (Mc) 125.442 kip-in
Interaction Ratio 0.88 AISC Eq. H1-1a & 1b
Electrode Strength (Fexx) 70 ksi
Fillet Weld Leg Size (w3)0.3125 in
Section Modulus of Weld (Sw1) 16.80 in2 Blodgett 7.4-7, Table 5
Length of Fillet Weld (Lw1) 14.53 in π*dc
Required Force Per Inch 6.56 kip/in √(fvv^2+(fvt+fvm)^2)
Strength of Weld per Inch, ϕRnw 10.44 kip/in AISC Eq. J2-4
Strength of Base Metal, ϕRnb 10.28 kip/in AISC Eq. J2-2
Unity Check: 0.64
Stanchion in Tension/Compression and Flexure (Load Case P1)
Design of Weld to Base Material, w3 (Load Case P1)
AISC F8.2a: Limit State of Flange Local Buckling does not apply
Stanchion in Flexure (Load Case P1)
Stanchion in Tension (Load Case P2)
18
Loading:
Ultimate Load, P = 5000 lbs
Height of Stanchion, H = 23.31 in.
Anchor Weight, w = 150 lbs
Baseplate Data:
Base Plate Length, N =12.00 in.
Base Plate Width, B =12.00 in.
Base Plate Thickness, t =0.63 in
Base Plate Steel Grade = ASTM A572 Gr 50
Plate Yield Stress, Fy = 50.00 ksi
Base Plate tensile stress, Fu = 65.00 ksi
Stanchion Data:
Stanchion Size = 4.0 Std. Pipe
Stanchion Diameter, d = 4.50 in.
Effective Diameter, de =3.60 in.
Fastener Data:
Bolt Type = A307 0.75 in.
Total No. of Bolts, Nb =4 in2
Bolt Area, Ab =0.44 in.
Bolt Shear Capacity, Fnv =4420 lbs
Bolt Tension Capacity, Fnt =14314 lbs
Bolt Edge Distance, de =1.5 in.
m = 4.20 in.
DESIGN OF 4-BOLT BASE PLATE AND ANCHORAGE (AISC DESIGN GUIDE)
Design Information
19
Wood Data:
Fc┴ = 625 psi
Fc┴ ' = Fc┴ * KF * ø = 939 psi
Mu = P * H =117 kip-in
e = Mu / w =777.08 in
ecrit =5.99 in EQ (3.3.1)<OKAY>
f = 4.50 in
qmax = Fc┴' * B =11273 lbs/in
Y+ =19.96 in EQ (3.4.3)
Y- =1.04 in EQ (3.4.3)
RT =11.74 kips Tension Force
(f + N/2)2 =110.25 in2 EQ (3.4.4)
2Pr (e + f) / qmax =20.80 in2 <OKAY>
tp(req) =0.57 in EQ (3.3.15a)
x = 2.70 in EQ (3.3.15a)
Mpl =2.64 kips-in/in EQ (3.4.5a)
tp(req) =0.48 in EQ (3.4.7a)
tp(req) =0.53 in AISC EQ (F11-1)
Min. Plate Thickness =0.57 in <OKAY>
Determine worst case forces on fasteners
Tension only (4 screws):
Ft = 1250.00 lbs
Horizontal Loading (2 bolts in tension, 4 bolts in shear):
Ft = 5868 lbs at worst anchor
Fv = 1250 lbs at worst anchor
F'nt = 13211 lbs <OKAY>EQ (J3-3a)
øRn = 9908 lbs <OKAY>
Required Plate Washer Size Below Blocking
Areq =6.25 in2
Minimum Washer Size Req'd =2.5 in square
Base Plate Yielding (AISC Design Guide 3.4)
Fastener Check - Wood Deck Only
20
Height of Stanchion (H)22 in
Pipe Size 4.0 Std. Pipe P4.00
Fillet Weld Leg Size (w3)0.3125 in
Minmum Yield Stress (Fy)46 ksi
Minimum Tensile Stress (Fu)62 ksi ASTM A500 Gr. C
Steel Modulus of Elasticity (E) 29000 ksi AISC Table B4.1b c
do di t A I S r Z
4.5 4.03 0.221 2.96 6.82 3.03 1.51 4.05
in in in in2 in4 in2 in in2
Required Strength in Shear (Vr)3.115 kip
Critical Shear Stress (Fcr) 27.6 ksi AISC Eq. G5-2a/b
Design Shear Strength (ϕRnv) 36.76 kip AISC Eq. G5-1
Unity Check: 0.08
DESIGN OF ANCHOR STANCHION
Stanchion Properties
ASTM A500 Gr. C
Stanchion in Shear (Load Case P1)
H
w3
P1
P2
21
Design Tensile Strength (ϕPn) 122.544 kip AISC Eq. D2-1
Unity Check: 0.04
Required Flexural Strength (Mr)40.44 kip-in
D/t ratio 20.36
Compactness Ratio (λp) 44.13 AISC Table B4.1B,
Slenderness Ratio (λr) 195.43 Case 20
Compactness in Flexure Compact
Design Flexural Strength (ϕRn) 125.442 kip-in AISC Eq. F8-1 (Use S)
Unity Check: 0.32
Required Axial Strength (Pr) 0 kip
Available Axial Strength (Pc) 122.54 kip
Required Flexural Strength (Mr) 40.44 kip-in
Available Flexural Strength (Mc) 125.442 kip-in
Interaction Ratio 0.32 AISC Eq. H1-1a & 1b
Electrode Strength (Fexx) 70 ksi
Fillet Weld Leg Size (w3)0.3125 in
Section Modulus of Weld (Sw1) 16.80 in2 Blodgett 7.4-7, Table 5
Length of Fillet Weld (Lw1) 14.53 in π*dc
Required Force Per Inch 2.42 kip/in √(fvv^2+(fvt+fvm)^2)
Strength of Weld per Inch, ϕRnw 10.44 kip/in AISC Eq. J2-4
Strength of Base Metal, ϕRnb 10.28 kip/in AISC Eq. J2-2
Unity Check: 0.24
AISC F8.2a: Limit State of Flange Local Buckling does not apply
Stanchion in Tension/Compression and Flexure (Load Case P1)
Design of Weld to Base Material, w3 (Load Case P1)
Stanchion in Tension (Load Case P2)
Stanchion in Flexure (Load Case P1)
22
Required Flexural Strength (Mr)40.44 kip-in
FBOLT = FWELD = M/b =13.48 kips
1" Diameter SS Pin Capacity = 80.1 kips See AISC Table 7-1 (Double Shear)
17%<OKAY>
FWELD (4" Min. of 1/4" Fillet) = 22.27 kips See AISC Table 8-1 (LRFD)
61%<OKAY>
Design Outrigger Receiver Connection for Moment at Top of Post
23
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers SK-1
Apr 18, 2023
Fixed Outrigger Template.r3d
OUTRIGGER CALCLUATIONS
JOB #: 55662 24
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers SK-2
Apr 18, 2023
Fixed Outrigger Template.r3d
INCIDENTAL SIDEWAYS
LOADING FOR 10 DEGREES
MAX PLATFORM DRIFT
JOB #: 55662 25
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers SK-3
Apr 18, 2023
Fixed Outrigger Template.r3d
INCIDENTAL SIDEWAYS
LOADING FOR 10 DEGREES
MAX PLATFORM DRIFT
JOB #: 55662 26
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers
Checked By : __________
4/18/2023
3:24:30 PM
RISA-3D Version 20 [ Fixed Outrigger Template.r3d ]Page 1
Node Coordinates
Label X [ft] Y [ft] Z [ft] Detach From Diaphragm
1 N1 30 3 0
2 N2 30 3 1.75
3 N3 30 3 6.25
4 N4 30 9 1.75
5 N5 30 9 6.25
6 N6 30 9 0
7 N7 30 2 6.25
8 N8 30 13 6.25
Node Boundary Conditions
Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad]
1 N1 Reaction Reaction Reaction Reaction Reaction Reaction
2 N6 Reaction Reaction Reaction Reaction Reaction Reaction
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3
7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3
8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3
10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Aluminum Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] Table B.4 kt Ftu [ksi]Fty [ksi]Fcy [ksi]Fsu [ksi] Ct
1 6061-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 45 35 35 24 141
2 6063-T5 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 22 16 16 13 141
3 6063-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 30 25 25 19 141
4 5052-H34 10200 3787.5 0.33 1.3 0.173 Table B.4-1 1 34 26 24 20 141
5 6061-T6 W 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 24 15 15 15 141
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴]
1 Base HSS4.500X0.237 Column HSS Pipe A500 Gr.C RND Typical 2.96 6.79 6.79 13.6
2Support Post HSS4X4X4 Column SquareTube A500 Gr.B RECT Typical 3.37 7.8 7.8 12.8
Aluminum Section Sets
Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴]
1 Outrigger RT4X6X0.25 Beam Rectangular Tubes 6061-T6 Typical 4.75 12.3 23.5 24.5
55662
27
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers
Checked By : __________
4/18/2023
3:24:30 PM
RISA-3D Version 20 [ Fixed Outrigger Template.r3d ]Page 2
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N1 N2 Base Column HSS Pipe A500 Gr.C RND Typical
2 M2 N2 N3 Support Post Column SquareTube A500 Gr.B RECT Typical
3 M3 N4 N5 Support Post Column SquareTube A500 Gr.B RECT Typical
4 M4 N6 N4 Base Column HSS Pipe A500 Gr.C RND Typical
5 M6 N7 N5 Outrigger Beam Rectangular Tubes 6061-T6 Typical
6 M7 N5 N8 Outrigger Beam Rectangular Tubes 6061-T6 Typical
Node Loads and Enforced Displacements (BLC 1 : Vert)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N8 L Z -1
Node Loads and Enforced Displacements (BLC 2 : Horiz X)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N8 L X 0.175
Node Loads and Enforced Displacements (BLC 3 : Horiz Y)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N8 L Y 0.175
Basic Load Cases
BLC Description Category Z Gravity Nodal
1 Vert None 1
2 Horiz X None 1
3 Horiz Y None 1
4 DL DL -1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 Vertical Load Yes Y 1 4 DL 1
2 Vertical w/ Y Yes Y 1 4 3 4 DL 1
3 Vertical w/ X Yes Y 1 4 2 4 DL 1
4 Vertical w/ 0.71*(X & Y)Yes Y 1 4 2 2.83 3 2.83 DL 1
5 Working Load 1 Yes Y 1 1 2 0.71 DL 1 3 0.71
6 Working Load 2 Yes Y 1 1 2 1 DL 1
7 Working Load 3 Yes Y 1 1 3 1 DL 1
Load Combination Design
Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection
1 Vertical Load Yes Yes Yes Yes Yes Yes Yes Yes
2 Vertical w/ Y Yes Yes Yes Yes Yes Yes Yes Yes
3 Vertical w/ X Yes Yes Yes Yes Yes Yes Yes Yes
4 Vertical w/ 0.71*(X & Y)Yes Yes Yes Yes Yes Yes Yes Yes
5 Working Load 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes
6 Working Load 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes
7 Working Load 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes
55662
28
Company
Designer
Job Number
Model Name
:
:
:
:
Diversified Fall Protection
M. Boulant
40342
Fixed Outriggers
Checked By : __________
4/18/2023
3:24:30 PM
RISA-3D Version 20 [ Fixed Outrigger Template.r3d ]Page 3
Envelope Node Reactions
Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 N1 max 0 6 -0.059 6 -0.663 6 1.261 2 0.001 6 0.959 3
2 min -0.024 3 -0.738 2 -3.115 2 -0.632 3 -0.141 3 0 1
3 N6 max 0 7 0.213 1 7.326 2 -0.071 7 0 7 1.965 3
4 min -0.676 3 0.011 7 1.875 6 -1.536 3 -4.867 3 0 1
5 N5 max NC NC NC NC LOCKED NC
6 min NC NC NC NC LOCKED NC
7 Totals:max 0 7 0 6 4.212 2
8 min -0.7 3 -0.7 2 1.212 5
Envelope Member End Reactions
MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC
1 M1 I max -0.663 6 0.735 2 0 6 0.959 3 0.141 3 1.261 2
2 min -3.115 2 0.059 6 -0.023 3 0 1 -0.001 6 -0.632 3
3 J max -0.682 6 0.735 2 0 6 0.959 3 0.1 3 -0.008 7
4 min -3.134 2 0.059 6 -0.023 3 0 1 -0.001 6 -1.011 3
5 M2 I max -0.682 6 0.743 2 0 6 0.959 3 0.1 3 -0.008 7
6 min -3.134 2 0.06 6 -0.022 3 0 1 -0.001 6 -1.011 3
7 J max -0.738 6 0.743 2 0 6 0.959 3 0 7 -0.519 6
8 min -3.189 2 0.06 6 -0.022 3 0 1 0 1 -3.369 2
9 M3 I max 7.308 2 -0.012 7 0 7 1.965 3 3.611 3 -0.052 7
10 min 1.856 6 -0.253 3 -0.803 3 0 1 0 1 -1.14 3
11 J max 7.252 2 -0.012 7 0 7 1.965 3 0 7 0 7
12 min 1.8 6 -0.253 3 -0.803 3 0 1 0 1 0 1
13 M4 I max 7.326 2 -0.011 7 0 7 1.965 3 4.867 3 -0.071 7
14 min 1.875 6 -0.226 1 -0.717 3 0 1 0 1 -1.536 3
15 J max 7.308 2 -0.011 7 0 7 1.965 3 3.611 3 -0.052 7
16 min 1.856 6 -0.226 1 -0.717 3 0 1 0 1 -1.14 3
17 M6 I max 0 7 0 7 0 7 0 7 0 7 0 7
18 min 0 1 0 1 0 1 0 1 0 1 0 1
19 J max -0.059 6 -0.777 6 0 6 0 7 0.835 3 16.046 3
20 min -0.738 2 -3.229 2 -0.021 3 0 1 0 1 4.037 7
21 M7 I max 0 6 4.023 3 0 7 0 7 2.8 3 16.046 3
22 min -0.7 2 1.021 7 -0.7 3 0 1 0 1 4.037 7
23 J max 0 6 4 3 0 7 0 7 0 7 0 7
24 min -0.7 2 0.998 7 -0.7 3 0 1 0 1 0 1
Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCphi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft]Cb Eqn
1 M1 HSS4.500X0.237 0.103 0 2 0.083 1.75 3 120.969 122.544 13.904 13.904 1 H1-1b
2 M2 HSS4X4X4 0.22 4.5 2 0.076 4.5 y 3 128.181 139.518 16.181 16.181 1.659H1-1b
3 M3 HSS4X4X4 0.321 0 3 0.165 4.5 z 3 128.181 139.518 16.181 16.181 1.667H1-1b
4 M4 HSS4.500X0.237 0.397 0 3 0.178 1.75 3 120.969 122.544 13.904 13.904 1 H1-1b
Envelope AA ADM1-15: LRFD - BUILDING Member Aluminum Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCphi*Pnc[k]phi*Pnt[k]phi*Mny[k-ft]phi*Mnz[k-ft]phi*Vny[k]phi*Vnz[k]Cb Eqn
1 M6 RT4X6X0.25 0.832 7 3 0.068 7 y 2 96.991 149.625 16.08 20.563 47.25 29.25 1 H.1-1
2 M7 RT4X6X0.25 0.954 0 3 0.085 0 y 3 132.925 149.625 16.08 20.563 47.25 29.25 1.668H.1-1
Design Base Connections
Max Moment in Outrigger
Shear at top of Base
Max. Compression
Force in Base
Max. Tension Force in Base
Code checks all
below 1.0
Tie-Back Anchor Loading Governs
55662
29