HomeMy WebLinkAbout501 S First Ave - 2025 - Medical Office TIS100
01
GENERAL NOTES
& INFO.
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DRAWN BY
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PROJECT NO.
SHEET TITLE
DRAWING NO.
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No. 5592
Exp.06-30-25
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Alhambra, CA 91801
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T e l . 2 1 3 ) 2 6 8 -0 9 3 5
StructuralEngineer s I nc.
Revisions
DESCRIPTIONNO.
ABBREVIATIONS
SYMBOLS
SHEET INDEX INFO.
N
01NORTH ARROW
TOP OF FLOOR
ELEVATION
EARTH
GRAVEL
MATCHLINE
SHEET NUMBER
DETAIL NUMBER
SHEET NUMBER
SECTION NUMBER
SHEET NUMBER
ELEVATION NUMBER
SHEET NAME
PLAN NUMBER
PLAN
ELEVATION
SECTION
EL ±0'-0"
# / #-#
# / #-#
#
#
#
#
#
#
P. SHEET NO.SHEET TITLE
1.S100 GENERAL NOTES & INFO.
2.S200 FOUNDATION PLAN
3.S201 1ST. FLOOR WALLS & ROOF FRAMING PLAN
4.S300 DETAILS & SECTION
&AND
@ ATØDIAMETER
A.B.ANCHOR BOLTA.C.I.AMERICAN CONCRETE
INSTITUTE
A.I.S.C.AMERICAN INSTITUTE OF
STEEL CONSTRUCTIONALT.ALTERNATE
ASSN.ASSOCIATION
APPROX.APPROXIMATELY
ARCH.ARCHITECTURAL
A.S.T.M.AMERICAN STANDARD FOR
TESTING AND MATERIALSA.W.S.AMERICAN WELDING SOCIETY
(B), BOT.BOTTOMBET.BETWEEN
BF BRACED FRAMEBLDG.BUILDING
BLK.BLOCK
BLKG BLOCKING
BM.BEAM
B.N.BOUNDARY NAILINGB.S.BOTH SIDES
C CHANNEL OF CAMBER
CANT CANTILEVER
CAT.CATALOGCB.CEILING BEAM
C.B.C.CALIFORNIA BUILDING CODEC.I.P.CAST-IN-PLACE CONCRETE
C.J.CONSTRUCTION JOINT ORCEILING JOINT
℄, CL.CENTERLINE
CLG.CEILINGCLR.CLEAR
C.M.U.CONCRETE MASONRY UNITCO.COMPANY
COL.COLUMNCONC.CONCRETE
CONST.CONSTRUCTION
CONT.CONTINUOUSCRIP.CRIPPLE
CTR.CENTERCU.FT.CUBIC FEET
CU.IN.CUBIC INCHCU.YD.CUBIC YARD
d b BAR DIAMETERDBL.DOUBLE
DET.DETAIL
DIA.DIAMETERDIAG.DIAGONAL
DIM.DIMENSIOND.L.DEAD LOAD
DN.DOWN
DO.DITTO
DWG.(S)DRAWING(S)
(E)EXISTING
EA.EACHEE.EACH END
E.F. EACH FACE
E.J.EXPANSION JOINT
EL.ELEVATIONELEV.ELEVATOR
EMBED.EMBEDMENTE.N. EDGE NAILING
ENGR.ENGINEER
ENGR'G ENGINEERINGEQ.EQUAL
EQUIP.EQUIPMENTE.S.EACH SIDE
ETC ET CETERAE.W.EACH WAY
E-W EAST-WEST
EXP.EXPANSIONEXT.EXTERIOR
F.D.FLOOR DRAIN
FOUND.FOUNDATION
F.F.FINISH FLOORF.G.FINISH GRADE
FIN.FINISHF.J.FLOOR JOIST
F.L.G.FLANGEFL.FLOOR
F.O.FACE OF
F.O.C.FACE OF CONCRETE
F.O.M.FACE OF MASONRY
F.O.S.FACE OF STUDF.P.FULL PENETRATION
F.O.F.FEET OR FOOTFT.FOOTING
GA.GAUGEGAL.GALVANIZED
G.B.GRADE BEAMGLBGLU-LAM BEAM
GYP. BD.GYPSUM BOARD
(H)HIGH
HDR.HEADERHGR.HANGER
H.R.HIP RAFTER
HB.HIP BEAMHORIZ.HORIZONTALH.S.B.HIGH STRENGTH BOLTHT.HEIGHT
I.C..O.INTERNATIONAL CONFERENCE OFBUILDING OFFICIALS
I.R.INSIDE DIAMETER
I.F. INSIDE FACEIN.INCH(ES)INFO.INFORMATION
INT.INTERIOR
JT.JOINTJST.JOIST
K.KIP (1,000 LBS)K/FT, K/'KIPS PER FOOTKSIKIPS PER SQUARE INCH
(L)LOW
LG.LONGLIN.LINEARL.D.LIVE LOAD
LONGIT.LONGITUDINAL
L.S.LAG SCREWLT.WT.LIGHT WEIGHT
M.B.MACHINE BOLT
M.D.MID-DEPTHMATL.MATERIALMAX.MAXIMUMMECH.MECHANICALMEMB.MEMBRANE
MFR.MANUFACTURERMIN.MINIMUMMISC.MISCELLANEOUSMTL.METAL
(N)NEW
N.A.NEUTRAL AXISNO., #NUMBERN-S NORTH-SOUTH
N.T.S.NOT TO SCALE
O.C., O/C ON CENTERO.D.OUTSIDE DIAMETERO.F.OUTSIDE FACE
OPNG.OPENINGORIG.ORIGINAL
PL.PLATE OF PROPERTY LINE
PLY.WD.PLYWOODP.S.F., psf POUNDS PER SQUARE FOOTP.S.I., psi POUNDS PER SQUARE INCHP.T.POST-TENSIONING
R.RADIUSRG.B.RIDGE BEAMR.B.ROOF BEAM
RD.ROOF DRAIN
REF.REFERENCEREINF.REINFORCE(D) / REINFORCINGREQD.REQUIRED
R.R.ROOF RAFTER
S.A.D.SEE ARCHITECTURAL DRAWINGSSCHED.SCHEDULE
SEC.SECTION
SHT.SHEETSIM.SIMILARS.J .SLAB JOINT
S.O.G.SLAB-ON-GRADE
SPESCL.SPECIFICATIONSSQ.SQUARESTAG.STAGGER(ED)
STD.STANDARD
STIFF STIFFENERST'L STEELSTR.STRAIGHT
SYM.SYMMETRICAL
(T)TOPT & B TOP AND BOTTOM
T & G TONGUE AND GROOVE
THK.THICKNESST.B.TRUSS JOISTT.O.C.TOP OF CONCRETE
T.O.F.TOP OF FOOTING
T.O.S.TOP OF SLAB(STEEL)TS STRUCTURAL TUBETRANS.TRANSVERSE
TYP.TYPICAL
U.B.C.UNIFORM BUILDING CODEU.N.O.UNLESS NOTED OTHERWISE
VERT.VERTICALV.R.VALLEY RAFTERVARI.VARIOUS
W/WITH
WD WOODW/O WITHOUTW.J.WALL JOINTW.P.M.WATERPROOF MEMBRANE
WT.WEIGHTW.W.F WELDED WIRE FABRIC
APPROVAL STAMP
WOOD FRAMES
1.ALL WORK SHALL CONFORM TO THE LABC 2023.
2.THE FOLLOWING NOTES AND ALL OTHER TYPICAL DETAILS APPLY TO ALL DRAWINGS UNLESS
NOTED OTHERWISE.
3.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS.
4.FRAMING CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE FRAMED SIMILAR TO THE
DETAILS SHOWN FOR THE RESPECTIVE MATERIALS.
5.PROVIDE OPENINGS AND SUPPORTS FOR MECHANICALS EQUIPMENT, DUCTS, PIPING, VENTS
AND ETC., AS REQUIRED. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR
ADDITIONAL OPENINGS AND EQUIPMENT WHICH ARE NOT SHOWN ON STRUCTURAL
DRAWINGS. ALL SUSPENDED EQUIPMENT TO BE PROVIDED WITH APPROVED ALL BRACING.
6.CONTRACTOR MUST CLARIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE COMMENCING
WORK. ARCHITECT SHALL BE INFORMED AND NOTIFIED ANY TYPE OF DISCREPANCIES.
7.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL
NOTES.
8.DESIGN MATERIALS, EQUIPMENT, AND PRODUCTS OTHER THAN THOSE DESCRIBED BELOW
OR INDICATED ON THE DRAWINGS MAY BE CONSIDERED FOR USE. PROVIDED PRIOR TO
APPROVAL IS OBTAINED FROM THE OWNER, ARCHITECT/ENGINEER, AND THE APPLICABLE
GOVERNING CODE AUTHORITY.
9.CONTINUOUS INSPECTION BY A CITY LICENSED DEPUTY INSPECTOR IS REQUIRED FOR ALL
STRUCTURAL CONNECTIONS, FOOTINGS, GRADE BEAMS, AND RETAINING WALLS DURING
INSTALLATION.
10.DESIGN CRITERIA
ROOF LIVE LOADS : 20 psf
ROOF DEAD LOADS : 20 psf(5 psf SOLAR PANEL INCLUDED)
WIND DESIGN DATA
BASIC WIND SPEED : 110 mph
WIND IMPORTANCE FACTOR : 1.0
WIND EXPOSURE
EACH DIRECTION : B
INTERNAL PRESSURE COEFFICIENT : ±0.18
COMPONENTS AND CLADDING
EARTHQUAKE DESIGN DATA
SEISMIC IMPORTANCE FACTOR (I) : 1.0
RISK CATEGORY : II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
Ss : 1.937g
S1 : 0.687g
SITE CLASS : D
SPECTRAL RESPONSE COEFFICIENTS
SDS : 1.550g
SD1 : 0.779g
SEISMIC DESIGN CATEGORY : D
SEISMIC FORCE RESISTING SYSTEM
LIGHT-FRAMED WALL SHEATHED WITH WOOD STRUCTURAL PANEL : R=6.5
DESIGN BASE SHEAR
Cs = 0.310
BUILDING WEIGHT(lb) : lb
DESIGN BASE SHEAR(lb) : lb
EQUIVALENT LATERAL FORCE PROCEDURE
REDUNDANCY FACTOR USED : 1.0
GENERAL NOTES
Signature
Code Program
Committee 1-3: Structural Observation
STRUCTURAL OBSERVATION PROGRAM
AND DESIGNATION OF THE
STRUCTURAL OBSERVER
PROJECT ADDRESS:
Description of Work:
Owner:Architect:Engineer:
STRUCTURAL OBSERVATION
(only checked items are required)
Firm or Individual to be responsible for the Structural Observation:
Name:Phone: ( )Calif. Registration:
FOUNDATION WALL FRAME DIAPHRAGM
Footing, Stem Walls, Piers Concrete
DECLARATION BY OWNER
I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the
Structural Observer.
Signature
License No.Date
Date
Mat Foundation
Caisson, Piles, Grade Beams
Stepp'g/ Retain'g Foundation,
Hillside Special Anchors
Others:
Masonry
Wood
Others:
Steel Moment Frame
Steel Braced Frame
Concrete Moment Frame
Masonry Wall Frame
Others:
Concrete
Others:
Steel Deck
Wood
I, the Architect or Engineer of record for the project, declare that the above listed firm or individual is
DECLARATION BY ARCHITECT OR ENGINEER OF RECORD(required if the Structural Observer isdifferent from the Architect or Engineer of Record)
designated by me to be responsible for the Structural Observation.
PERMIT APPL. NO.:501 S 1ST AVE. ARCADIA, CA 91006
JUNHO HWANG
HWANG STRUCTURAL ENGINEERS INC.213 268-0935 SE-5592
STRUCTURAL OBSERVATION REPORT FORM
-
1.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE
RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTIONS"
SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND
OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER
SEC. 1704.1
2.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED
FOR FIELD WELDING, CONCRETE STRENGTH f'c > 2500 psi, HIGH STRENGTH BOLTING,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, PRE-STRESSED
CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE
FRAMES. (1704 & CHAPTERS 19, 21, AND 22)
3.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
(2304.12.1.4)
4.WELDING :
FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURAL
STEEL) (REINFORCING STEEL) (LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY DEPUTY
INSPECTOR IS REQUIRED.
-CONTINUOUS INSPECTION IS REQUIRED IN ACCORDANCE WITH TABLE 1704.3.
-PERIODIC SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH SECTION 1704.3
AND TABLE 1704.3.
5.SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATOR'S SHOP.
6.LADBS LICENSED FABRICATOR IS REQUIRED FOR (TRUSSES), (STRUCTURAL STEEL),
7.GLULAM BEAMS MUST BE FABRICATED IN THE LADBS LICENSED SHOP. IDENTIFY GRADE
SYMBOL AND LAMINATION SPECIES PER T 5-A, 2018 NDS SUPP.
8.PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH
SHANK PORTION. 2018 NDS.
9.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS,
AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO
COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION
SHEATHING IS 4 INCHES ON CENTER OR LESS. (1705.12.2)
10.THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE LADBS, DEVELOPMENT SERVICES, IN
THE CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION.
11.A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL
BE MADE AVAILABLE AT THE JOB SITE.
12.PROVIDE SPECIAL INSPECTION FOR THE EPOXY BOLTS.
STATEMENT OF SPECIAL INSPECTIONS
-
SE-5592 -
1.ALL CONSTRUCTION SHALL COMPLY WITH THE WFPP.
2.ALL LUMBER TO BE STRESS GRADE, DOUGLAS FIR LARCH(DF), AS SHOWN BELOW PLANS PER
NDS 2018 UNLESS OTHER WISE INDICATE ON
A. JOISTS AND RAFTER : DF #2 GRADE
B. 2"-4" BEAM : DF #1 GRADE
: DF #2 GRADE FOR HEADER
C. 5"x5" LARGER BEAM : DF #1 GRADE
D. STUDS : DF #2 GRADE
E. POST AND COLUMN : DF #1 GRADE
3.MOISTURE CONTENT IN USE WILL BE A MAXIMUM OF 19%.
4.DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS, UNLESS OTHERWISE NOTED, AND ALSO
NAILED TOGETHER WITH 16d NAILS @9" O.C..
5.UNLESS OTHERWISE NOTED ALL NAILING SHALL CONFORM TO THE NAILING SCHEDULE
REQUIRED BY THE LOCAL DEPARTMENT OF THE BUILDING AND SAFETY.
6.CROSS BRIDGE FLOOR JOISTS AT 8'-0" MAXIMUM INTERVALS, MORE THAN 8" DEEP.
7.UNLESS OTHERWISE INDICATED, RAFTERS AND JOIST SHALL BE SPLICED AT SUPPORTS WITH
A MINIMUM OF 4" OF LAP AND 4-16d NAILS.
8.TOP PLATE OF ALL STUD WALLS SHALL BE 2 PIECES OF 2x PLATES. SPLICES TO LAP 4'-0"
MINIMUM AND BE NAILED WITH 12-16d NAILS MINIMUM EACH SIDE OF JOINT UNO.
9.PROVIDE SOLID 2x BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS. BLOCKING
SHALL BE ONE PIECE AND THE FULL DEPTH OF THE JOIST OR RAFTER.
10.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO THE APPLICATION OF SHEATHING, PLASTER
ETC..
11.EACH SHEET OF PLYWOOD SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF
THE DOUGLAS FIR PLYWOOD ASSOCIATION.
12.WOOD STRUCTURAL PANELS SHALL COMPLY WITH U.S. PRODUCT STANDARDS FOR ITS TYPE
IN PS 1 OR PS 2 AND BE CLASSIFIED AS EXPOSURE 1. AS A MINIMUM ALL WOOD STRUCTURAL
PANELS SHALL BE APA RATED SHEATHING UNLESS NOTED OTHERWISE ON PLANS AND
DETAILS.
13.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS
FIR.
14.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY
DETAILED.
15.SHEATHING AND SHEAR WALLS SHALL BE INSPECTED AND APPROVED PRIOR TO COVERING.
16.BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR
NOTCH.
17.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE
WASHERS; AND HOLD-DOWN SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO
COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL
PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE
SIZE SHALL BE A MINIMUM OF 0.299 INCH BY 3 INCHES BY 3 INCHES.
18.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR
BLOCKED PANEL EDGES.
19.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED
BOX.
20.BOLT HOLES IN WOOD SHALL BE 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER.
ALL BOLTS SHALL HAVE STANDARD CUT WASHER UNDER HEAD AND NUT UNLESS
OTHERWISE NOTED. INSPECTOR TO VERIFY.
21.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE TO FOUNDATION INSPECTION.
22.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL
BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
LARR# / ESR#DETAIL
-SIMPSON STRONG-TIE(A SERIES, A34, A35, LTP4, LTP5, FC, HH, L, LS
AND Z STRUCTURAL ANGLES, CLIPS AND PLATES FOR WOOD FRAMING #25716
-SIMPSON STRAP (CMST, MST, HST AND LSTA) ESR-3096, ESR-2105
-SIMPSON HOLD-DOWN (HDU, HDQ8, HHDQ AND PHD) ESR-2330
-SIMPSON CCQ & ECCQ ESR-2604
-SIMPSON SET-3G EPOXY ESR-4057
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S200
FOUNDATION
PLAN
02
DRAWN BY
LAST REVISED
DATE
PROJECT NO.
SHEET TITLE
DRAWING NO.
SHEET:OF:
[25-05033]
Engineer Seal:
Project :
04
-
-
2025/05/22
R
E
R
LR
S
G
A
E
F
G
E
L
N
O
G
A
W
E HDOETS AHN
A
J
T
U
T
E
T
I
UC
L I F
R
O
S
T U
F
R
No. 5592
Exp.06-30-25
CA
IOSSENPRO
N
N
I
IA
E
R
N
2 4 5 0 W M a i n S t .
Alhambra, CA 91801
j u n o @ h w a n g s e .c o m
T e l . 2 1 3 ) 2 6 8 -0 9 3 5
StructuralEngineers In c .
Revisions
DESCRIPTIONNO.
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SHEET NOTES
DESCRIPTION
PLAN LEGEND
SYMBOL
3x FRAMING MEMBERS AT SILL PLATE AND BEHIND
INDICATES SHEAR WALL. SEE SHEAR WALL SCHEDULE.
VERTICAL OR HORIZONTAL PANEL EDGES W/ MIN.1/2"
EDGE NAIL DISTANCE.
1.SEE SHEET S100 MATERIAL SPECIFICATIONS & FOUNDATION NOTES.
2.ALLOWABLE SOILS BEARING PRESSURE IS 1500 psf.
3.SEE S100 CONCRETE FOR ALL CONCRETE COMPRESSIVE STRENGTH.
4.ALL REINFORCING STEEL STRENGTH fy = 60ksi (GRADE 60)
5.ALL ANCHOR BOLTS TO BE 5/8"Ø A.B.x12" LONG 9" EMBEDMENT @48" O.C.
U.N.O. SQUARE WASHER 3"x3"x1/4" SHALL BE USED WITH ALL ANCHOR
BOLTS. U.N.O.
6.ANCHOR BOLT SCHEDULE AND SHEAR WALL FRAMES SEE SHEAR WALL
SCHEDULE.
7.FOUNDATION SILLS SHALL BE PRESSURE TREATED OR FOUNDATION
GRADE REDWOOD.
8.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO
FOUNDATION INSPECTION.
9.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE
APPROVED PLATE WASHER: AND HOLD-DOWNS SHALL BE TIGHTENED
JUST PRIOR TO COVERING THE WALL FRAMING.
10.PROVIDE 10d BOUNDARY NAILS AT THE PERIMETER OF BUILDING.
11.ALL STRUCTURAL STUDS TO BE 2x6 @16"O.C. FOR EXTERIOR WALL & 2x4
@16"O.C. FOR INTERIOR WALL.
12.ALL NON BEARING PARTITIONS. SEE DETAIL 6/S300.
13.PRIOR TO REQUESTING A BUILDING DEPARTMENT FOUNDATION
INSPECTION, THE SOILS ENGINEER/GEOTECHNICAL CONSULTANT SHALL
INSPECT AND APPROVE THE FOUNDATION EXCAVATIONS.
WOOD POST
HOLD-DOWN TYPE.
SIMPSON HOLD-DOWN HDU2 U.N.O. SEE DETAIL 1/S300.
HOLES SHALL BE 1/16" OVERSIZED AT THE CONNECTOR OF
THE HOLD-DOWN TO POST WHICH SHALL BE VERIFIED AT
THE JOB SITE BY THE INSPECTOR.
SCALE : 1/4"=1'-0"
FOUNDATION PLAN 01
N
INDICATES BOUNDARY SIZE.
SHEAR WALL INFO.
SEE SHEAR WALL
SCHEDULE 1/S300
A
4x4#1 HDU#
0'-0"SHEAR WALL
LENGTH INFO.
SHEAR WALL SCHEDULE
FLOOR TO FLOOR CONCRETE
SILL ATTACHMENT
@12" O.C.
TABLE 4.2A>
@10" O.C.
@8" O.C.
@6" O.C.
3/8"Ø LAG-SCREWMIN. 3" PENET.BOTH SIDE
A
MI
N
.
2
"
P
E
N
E
T
R
A
T
I
O
N
@2" O.C. STAG.
5/
8
"
Ø
A
.
B
.
SIMPSONA35 TIEOR LTP5
@6" O.C.
BOTH SIDE
@8" O.C.
BOTH SIDE
@10" O.C.
@32" O.C.
@24" O.C.
@18" O.C.
@12" O.C.
@12" O.C.
@9" O.C.
@6" O.C.
@2" O.C.
STAG.
@2 1/2" O.C.
STAG.
@3" O.C.
STAG.
@8" O.C.
@5" O.C.
@4" O.C.
1/
4
"
Ø
L
A
G
-
S
C
R
E
W
ALLOW.SHEAR(PLF)
340
510
665
870
1020
1330
1740BOTH SIDE@2/12
BOTH SIDE
@3/12
BOTH SIDE
@4/12
@6/12
@4/12
@3/12
@2/12
W/
1
0
d
C
O
M
M
O
N
N
A
I
L
S
15
/
3
2
"
A
P
A
S
T
R
U
C
T
U
R
A
L
-
1
(
O
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O
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B
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Q
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)
MATERIAL
/ DESCRIPTIONTYPE
B
C
D
E
F
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BO
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H
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I
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E
BO
T
H
S
I
D
E
BO
T
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S
I
D
E
<AWC-SDPWS-2015.
** NOTE. **
a.3x FRAMING MEMBERS AT THE SILL PLATE AND ALL PANEL BOUNDARY
MEMBERS.
b.MIN. 1/2" EDGE NAIL DISTANCE AT PANEL END AND EDGE.
c.NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" O.C.
d.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLT. (TYP.
ALL SHEAR WALL)
5/8"Ø BOLT - MIN. 3"x3"x1/4" (2x4)
MIN. 3"x4 1/2"x1/4" (2x6)
e.10d COMMON NAILS SHOULD BE WITH FULL HEADS.
f.ALLOWABLE SHEAR VALUES ARE PERMITTED TO BE INCREASED 40
PERCENT FOR WIND DESIGN. (2306.3)
g.1/4"Ø & 3/8"Ø LAG SCREW SHALL BE INSTALLED WITH STAGGERED.
INDICATES (E)FOOTING.
APPROVAL STAMP
A B C
1
2
3
4
5
(E)1'-0"
(E
)
1
'
-
0
"
(E)1'-0"
(E
)
1
'
-
0
"
(E
)
1
'
-
0
"
(E)1'-0"
(E)CONC. SLAB ON GRADE
(E)CONC. SLAB ON GRADE
INDICATES (N)2x WOOD STUD WALL.
8'-
0
"
CHD
U
8
4x
6
#
1
3
S300TYP.
* EXISTING MEMBERS AND THEIR DIRECTIONS
SHALL BE VERIFIED WITH THE STRUCTURAL
PLAN BEFORE CONSTRUCTION.
EXISTING FOUNDATION CAN STAY AS IS IF
LARGER THAN PLAN.
A
L
L
D
R
A
W
I
N
G
S
A
N
D
W
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S201
03
DRAWN BY
LAST REVISED
DATE
PROJECT NO.
SHEET TITLE
DRAWING NO.
SHEET:OF:
[25-05033]
Engineer Seal:
Project :
04
-
-
2025/05/22
R
E
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LR
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A
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I
UC
L I F
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O
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T U
F
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No. 5592
Exp.06-30-25
CA
IOSSENPRO
N
N
I
IA
E
R
N
2 4 5 0 W M a i n S t .
Alhambra, CA 91801
j u n o @ h w a n g s e .c o m
T e l . 2 1 3 ) 2 6 8 -0 9 3 5
StructuralEngineers In c .
Revisions
DESCRIPTIONNO.
50
1
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1
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A
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a
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Ar
c
a
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a
,
C
A
9
1
0
0
6
1ST. FLOOR
WALLS & ROOF
FRAMING PLANSCALE : 1/4"=1'-0"
1ST. FLOOR WALLS & ROOF FRAMING PLAN 01
N
3x FRAMING MEMBERS AT SILL PLATE AND BEHIND
INDICATES SHEAR WALL. SEE SHEAR WALL SCHEDULE.
VERTICAL OR HORIZONTAL PANEL EDGES W/ MIN.1/2"
EDGE NAIL DISTANCE.
1.SEE SHEET S100 FOR MATERIAL SPECIFICATION & ROOF FRAMING NOTES.
2.ALL ROOF DIAPHRAGM TO BE 15/32" PLYWOOD (PANEL INDEX 32/16)
"SHEATHING GRADES, C-C, C-D" PS1 OR PS2 FOR THE CURRENT PLYWOOD
STANDARD" W/10d COMMON NAILS @6/6/12. BLOCKED.
3.INSTALL STRUCTURAL SHEATHING (PLYWOOD) IN ALL EXTERIOR WALLS.
4.PROVIDE 4x WIDTH OF BEAM POST OF EQUIVALENT MULTI STUDS UNDER
THE ALL BEAMS.
5.FASTENERS FOR WOOD STRUCTURAL PANEL SHEATHING ON SHEAR
WALLS AND DIAPHRAGMS SHALL BE COMMON NAILS WITH FULL HEADS
UNLESS OTHERWISE APPROVED.
6.ALL STRUCTURAL STUDS TO BE 2x6 @16"O.C. FOR EXTERIOR WALL & 2x4
@16"O.C. FOR INTERIOR WALL.
7.ALL EXTERIOR & INTERIOR HEADERS. SEE SCHEDULE 2/S300.
8.ALL NON BEARING PARTITIONS. SEE DETAIL 6/S300.
SHEET NOTES
DESCRIPTION
PLAN LEGEND
SYMBOL
INDICATES BOUNDARY SIZE.
SHEAR WALL INFO.
SEE SHEAR WALL
SCHEDULE 1/S300
A SHEAR WALL
LENGTH INFO.
4x4#1 -
0'-0"
APPROVAL STAMP
SHEAR WALL SCHEDULE
FLOOR TO FLOOR CONCRETE
SILL ATTACHMENT
@12" O.C.
TABLE 4.2A>
@10" O.C.
@8" O.C.
@6" O.C.
3/8"Ø LAG-SCREWMIN. 3" PENET.BOTH SIDE
A
MI
N
.
2
"
P
E
N
E
T
R
A
T
I
O
N
@2" O.C. STAG.
5/
8
"
Ø
A
.
B
.
SIMPSONA35 TIEOR LTP5
@6" O.C.
BOTH SIDE
@8" O.C.
BOTH SIDE@10" O.C.
@32" O.C.
@24" O.C.
@18" O.C.
@12" O.C.
@12" O.C.
@9" O.C.
@6" O.C.
@2" O.C.
STAG.
@2 1/2" O.C.
STAG.
@3" O.C.
STAG.
@8" O.C.
@5" O.C.
@4" O.C.
1/
4
"
Ø
L
A
G
-
S
C
R
E
W
ALLOW.SHEAR(PLF)
340
510
665
870
1020
1330
1740BOTH SIDE@2/12
BOTH SIDE
@3/12
BOTH SIDE@4/12
@6/12
@4/12
@3/12
@2/12
W/
1
0
d
C
O
M
M
O
N
N
A
I
L
S
15
/
3
2
"
A
P
A
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T
R
U
C
T
U
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A
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-
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(
O
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O
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B
E
Q
.
)
MATERIAL
/ DESCRIPTIONTYPE
B
C
D
E
F
G
BO
T
H
S
I
D
E
BO
T
H
S
I
D
E
BO
T
H
S
I
D
E
<AWC-SDPWS-2015.
** NOTE. **
a.3x FRAMING MEMBERS AT THE SILL PLATE AND ALL PANEL BOUNDARY
MEMBERS.
b.MIN. 1/2" EDGE NAIL DISTANCE AT PANEL END AND EDGE.
c.NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" O.C.
d.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLT. (TYP.
ALL SHEAR WALL)
5/8"Ø BOLT - MIN. 3"x3"x1/4" (2x4)
MIN. 3"x4 1/2"x1/4" (2x6)
e.10d COMMON NAILS SHOULD BE WITH FULL HEADS.
f.ALLOWABLE SHEAR VALUES ARE PERMITTED TO BE INCREASED 40
PERCENT FOR WIND DESIGN. (2306.3)
g.1/4"Ø & 3/8"Ø LAG SCREW SHALL BE INSTALLED WITH STAGGERED.
A B C
1
2
3
4
5
(E)HDR (E)HDR
(E)HDR (E)HDR (E)HDR (E)HDR
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(E)2x R.R.
(E)2x R.R.
(E
)
2
x
R
.
R
.
(E
)
2
x
R
.
R
.
INDICATES (N)2x WOOD STUD WALL.
HD
R
4x
6
#
2
HD
R
1
4x
8
#
1
HD
R
1
4x
8
#
1
HD
R
4x
6
#
2
HD
R
4x
6
#
2
HDR
4x6 #2
HDR
4x6 #2
(E)2x C.J.
(E)2x C.J.
(E)2x C.J.
8'-
0
"
C
-
4x
6
#
1
4
S300TYP.
TY
P
.
2/S
3
0
0
TY
P
.
2/S
3
0
0
TY
P
.
2/S
3
0
0
* EXISTING MEMBERS AND THEIR DIRECTIONS
SHALL BE VERIFIED WITH THE STRUCTURAL
PLAN BEFORE CONSTRUCTION.
S300
04A
L
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DRAWN BY
LAST REVISED
DATE
PROJECT NO.
SHEET TITLE
DRAWING NO.
SHEET:OF:
[25-05033]
Engineer Seal:
50
1
S
1
s
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A
v
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M
e
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i
c
a
l
O
f
f
i
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R
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m
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e
l
Project :
04
-
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50
1
S
1
s
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A
v
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Ar
c
a
d
i
a
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C
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9
1
0
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2025/05/22
R
E
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LR
S
G
A
E
F
G
E
L
N
O
G
A
W
E HDOETS AHN
A
J
T
U
T
E
T
I
UC
L I F
R
O
S
T U
F
R
No. 5592
Exp.06-30-25
C A
IOSSENPRO
N
N
I
IA
E
R
N
2 4 5 0 W M a i n S t .
Alhambra, CA 91801
j u n o @ h w a n g s e .c o m
T e l . 2 1 3 ) 2 6 8 -0 9 3 5
StructuralEngineer s I nc.
Revisions
DESCRIPTIONNO.
SHEAR WALLSEE PLAN
B.N.TYP.
WD. POSTSEE SCHED.
SEE SCHEDULE
HOLDOWN ANCHORSIMPSON HDU -
THREADED ROD W/ 5/8"Ø A.B.3x TREATED PL.
SEE SHEAR WALL SCHEDULE
6"
M
I
N
.
EM
B
E
D
.
SE
E
S
C
H
E
D
.
W/5/8"Ø A.B.
(E)2x TREATED PL.
@48" O.C.
B.N.
TYP.
(E)FOOTING
INTO 3/4"Ø HOLE
W/ SET-3G EPOXY
(ESR-4057)
INTO 3/4"Ø HOLE FOR 5/8"Ø
7/8"Ø HOLE FOR 3/4"Ø
1"Ø HOLE FOR 7/8"Ø
1 1/8"Ø HOLE FOR 1"Ø
W/ SET-3G EPOXY
(E)CONC. SLABON GRADE
(E)S.O.G. FOOTING
SHEAR WALL LENGTH
*. MIN WOOD POST SIZE HAS BEEN DESIGNED TO 11' OF UNBRACED COLUMN HEIGHT.
*. HDU14 REQUIRES HEAVY HEX ANCHOR NUT.
HDU4
HDU2
HDU5
HDU8
HDU11
HDU14
2-HDU11
SIMPSON
5/8"Ø
5/8"Ø
5/8"Ø
7/8"Ø
1"Ø
1"Ø
1"Ø
A.B.
4x4 #1
4x4 #1
4x4 #1
4x6 #1
6x6 #1
6x6 #1
MIN.* WOOD POST
PSL3.5x5.25 2.0E
(10)-1/4x2.5
(6)-1/4x2.5
(14)-1/4x2.5
(20)-1/4x2.5
(30)-1/4x2.5
(36)-1/4x2.5
(30)-1/4x2.5
SDS SCREWS
3x3x1/4"
3x3x1/4"
3x3x1/4"
3x3x5/16"
3.5x3.5x3/8"
3.5x3.5x3/8"
3.5x3.5x3/8"
WASHER
9"
9"
9"
9"
9"
9"
9"
NEW
6"
9"
EXIT.
EMBEDMENT
6"
EDGE
DIST.
A.B. SCHEDULE
4x6 #1
6"6"
6"6"
6"
10"6"
12"8"
12"8"
SHEAR WALL LENGTH
WD. STUDSSEE PLAN
SIMPSON A35 ORSIMPSON LTP5SEE SCHED.
2x R.R.SEE PLAN
2x STUD
WOOD HDR.SEE PLAN
WD. POSTSEE SCHED.
2x DBLTOP PLATE
(2)-16d
TOE NAILS
DET.
SEE2
-
B.N.TYP.
APPROVAL STAMP
1SCALE : N.T.S.
TYP. HOLDOWN ANCHOR DETAIL
ROOF
HEADER SCHEDULE
OPENING WIDTH "W"x4 STUDS x6 STUDS
HEADER
UP TO 6'-0"4x6 #2 6x6 #2
FLOOR
UP TO 8'-0"4x8 #2 6x8 #2
UP TO 10'-0"4x10 #2 6x10 #1
UP TO 5'-0"4x8 #2 6x8 #2
UP TO 6'-0"4x10 #2 6x8 #2
UP TO 7'-0"4x12 #2 6x10 #2
UP TO 8'-0"4x12 #1 6x12 #2
UP TO 10'-0"PSL 3.5x9.25 2.0E 6x12 #1
SCALE : N.T.S.
TYP. HEADER DETAIL @SHEAR WALL LINE 2
4-10d TOE NAILSTYP.
ADD. 2x TRIMMER WHERE
"W" IS 6'-0"
(1)-2x STUD (1)-2x TRIMMER (1)-2x STUD
ADD. 2x STUDWHERE OPENING WIDTH
"W" 6'-0"
HEADER
DBL. TOP PLATE
3x BLOCKING
(ADD. ONLY @SHEAR WALL LINE)SIMPSON ST6236
WD. STUDSSEE PLAN
"W"
SEE SHEAR WALL SCHED.
2x OR 3x SILL PLATE
ADD. 2x STUDWHERE OPENING WIDTH
"W" 6'-0"
SEE SCHEDULE
(4)-16d TOE NAIL@ EACH END
W/ 5/8"Ø A.B. x6" EMB.
(E)2 OR 3x TREATED PL.
SEE SHEAR WALL SCHED.
SHEAR WALL
SEE PLAN
6"
SEE
FDN. PLAN
INTO 3/4"Ø HOLEW/SET-3G EPOXY
(E)CONT. FOOTING
SEE PLAN(E)WD. STUDS
ON GRADE(E)CONC. SLAB
B.N.
(ESR-4057)
3SCALE : N.T.S.
INT. WD. SHEAR WALL TO (E)FT'G CONNE.
SEE PLAN
DETAILS &
SECTION
SCALE : N.T.S.
TYP. INT. SHEAR WALL CONNEC. (TOP LEVEL)
WD. POST OR
SIMPSON
DBL. TOP PLATE
SIMPSON
WD. HDR.
SEE PLAN
(2)-2x STUD
SEE PLAN
WD. POST OR(2)-2x STUD
SEE PLAN
SCALE : N.T.S.
TYP. HEADER TO POST CONNECTION 5
OPENING 3
'
-
0
"
"HH4,HH6"
"HH4,HH6"
PERPENDICULAR
SIMPSON A35SEE SCHED.
SIMPSON A35SEE SCHED.
B.N.(E)2x R.R.SEE PLAN
E.N.
(E)OR(N) WD. STUDSSEE PLAN (E)OR(N) WD. STUDSSEE PLAN
B.N.(E)2x R.R.
"DBL" JOISTS
(4)-8d NAILS
@48"O.C.
UNDER THE WALL
E.N.
2x BLOCKING
SEE PLAN
PARALLEL
(3)-16d
4"4"
(E)2x C.J.
SEE PLAN
(E)2x C.J.
SEE PLAN
SEE PLAN
SHEAR WALL
(E)2x C.J.SEE PLAN(E)2x C.J.
SEE PLAN
W/(2)-16d @16"O.C.
2x LEDGER
SEE PLAN
SHEAR WALL
4
SCALE : N.T.S.
TYP. ALL NON BEARING WALL CONNEC.6
(E)2x R.R.
SEE PLAN
2x4 STUDS@16"O.C.
1/
2
"
GA
P
2x BLOCKING B.N.
1/
2
"
GA
P(E)2x R.R.
SEE PLAN
2x4 STUDS@16"O.C.SIMPSON STC
@16" O.C.@BOTH SIDE
@48" O.C.
(ER-280)
ON GRADE(E)CONC. SLAB
2x4 STUDS
@16"O.C.
2x TREATED PL.
x2" PENETRATION
W/ 1/4"Ø SHOT PIN
@16"O.C.
Project Name
Designed By
Drawing No
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501 S. 1st AVE. MEDICAL OFFICE REMODEL
25-2138
Drawn By
08.25.25
IY SC
A+K DESIGN GROUP
13949 Ramona Ave. #d
Chino, CA 91710
(626) 695-9836
www.akintl.com
DESIGN GROUP
ELECTRICAL GENERAL
NOTES & SYMBOLS
E0.01
AS NOTED
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Designed By
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501 S. 1st AVE. MEDICAL OFFICE REMODEL
25-2138
Drawn By
08.25.25
IY SC
A+K DESIGN GROUP
13949 Ramona Ave. #d
Chino, CA 91710
(626) 695-9836
www.akintl.com
DESIGN GROUP
TITLE 24
E0.02
AS NOTED
Project Name
Designed By
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501 S. 1st AVE. MEDICAL OFFICE REMODEL
25-2138
Drawn By
08.25.25
IY SC
A+K DESIGN GROUP
13949 Ramona Ave. #d
Chino, CA 91710
(626) 695-9836
www.akintl.com
DESIGN GROUP
NORTH
DEMOLITION FLOOR
PLAN
E1.00
AS NOTED
EXAM #1
FOYER
RESTROOM
WAITING
CORRIDOR #1
EXAM #2 EXAM #3
OFFICE #1 EXAM #4 EXAM #6
OFFICE #2
KITCHEN EXAM #5
CORRIDOR #3
HALLWAY
STORAGE #2
RECEPTION
CORRIDOR #2
EXAM #7
STORAGE #1
EXAM #1 FOYER
RESTROOM
WAITING
CORRIDOR #1
EXAM #2 EXAM #3
OFFICE #1 EXAM #4 EXAM #6 EXAM #7
OFFICE #2
KITCHEN
EXAM #5
CORRIDOR #2
CORRIDOR #3
HALLWAY
STORAGE #2
RECEPTION
STORAGE #1
Project Name
Designed By
Drawing No
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of
Project No Issued Date
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501 S. 1st AVE. MEDICAL OFFICE REMODEL
25-2138
Drawn By
08.25.25
IY SC
A+K DESIGN GROUP
13949 Ramona Ave. #d
Chino, CA 91710
(626) 695-9836
www.akintl.com
DESIGN GROUP
NORTH
LIGHTING AND POWER
FLOOR PLANS
E1.01
AS NOTED
NORTH
Project : TI 25-05033
Address : 501 S 1st Ave. Arcadia, CA
HWANG Structural Engineers Inc.E-mail) mail@hwangse.com
2450 W Main St.
Alhambra, CA 91801
May, 2025
TI
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WHEDROETSAHN
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No. 5592
Exp.06-30-25
CA
IOSSENPROF
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Design Criteria
Building Code LACBC 2023, CBC 2022
Project Address 501 S 1st Ave. Arcadia, CA
Latitude Longitude Decimal
Project Type Office
Seismic Force Resisting System
Bearing Wall System ASCE 7-16, Table 12.2-1
Special reinforced masonry shear walls
R =5.0 Response Modification Coefficient USE
Ω o =2.5 System Overstrength Factor
Cd =3.5 Deflection Amplification Factor
Material
Concrete
F'c =2500 psi for Slab-on Grade
F'c =2500 psi for Foundation
Reinforcing Steel
ASTM A615 GR60 & GR40
Foundation System
Allowable Soil Bearing Pressure Soils Report by
F p =1500 psf for Isolation Pad & Continuous
psf increases for each 1ft wide and in depth
psf for Maximum
μ =for Friction
Passive earth pressure
F p =psf
psf Maximum
Retaining walls
lb/ft^3 cantilevered
lb/ft^3 Restrained at-rest
34.1343 -118.0285
Design Criteria
Design Load (Gravity Load)
Vertical Load
Roof
DL Asphalt shingle 5.0 Live load reduction CBC 2022 Section 1607.10
Framing 2.7 General
Sheathing 2.0 L = L0 (0.25 + 15/(KLL*AT)1/2 )EQ. 16-23
Ceiling 2.5 where,
Misc 2.8 L = reduced design live load
15.0 L0 = unreduced design live load(Table 4-1)
Future solar panel 5.0 KLL = live load element factor(Table 4-2)
LL 20.0 AT = tributary area
KLL*AT > 400 ft2
Reduction in roof
L r = L 0 R 1 R 2 EQ. 16-26~32
where,
R1 =1 for At ≤ 200 ft2
Exterior Wall 20.0 1.2 - 0.001 At for 200 ft2 <At < 600 ft2
0.6 for At ≥ 600 ft2
**R2 =1 for F ≤ 4
DL Dead Load 1.2 - 0.05 F for 4 < F < 12
LL Live Load 0.6 for F ≥ 12
F=number of inches of rise per ft
Minimum roof live load shall be 12psf
CBC 2022, Table 1607.10.1
Table 4-2 Live load element factor, KLL
Element KLL
Interior columns 4
Exterior columns without cantilever slabs 4
Edge columns with cantilever slabs 3
Corner columns with cantilever slabs 2
Edge beams without cantilever slabs 2
Interior beams 2
All other members not identified 1
including
Edge beams with cantilever slabs
Gravity Load
Load Combination
Load Combinations CBC 2022, Section 1605
Strength Design or Load and Resistance Factor Design CBC 2022, Section 1605.2
1.1.4(D + F)EQ. 16-1
2.1.2(D+F) + 1.6(L+H) + 0.5(L r or S or R)EQ. 16-2
3.1.2(D+F) + 1.6(Lr or S or R) + 1.6H + (f 1 L or 0.5W)f1 =1 for floors in places of public assembly,EQ. 16-3
4.1.2(D+F) + 1.0W + f1 L + 1.6H + 0.5(Lr or S or R) for live loads in excess of 100 psf EQ. 16-4
5.1.2(D+F) + 1.0E + 1.6H + f 1 L + f2 S 0.5 for other live loads EQ. 16-5
6.0.9D + 1.6W + 1.6H f2 =0.7 for roof configurations that do not shed EQ. 16-6
7.0.9(D+F) + 1.0E + 1.6H show off the structure, and EQ. 16-7
0.2 for other roof configurations
Allowable Stress Design
1.D + F EQ. 16-8
2.D + H + F + L EQ. 16-9
3.D + H + F + (L r or S or R)EQ. 16-10
4.D + H + F + 0.75(L ) + 0.75(Lr or S or R)EQ. 16-11
5.D + H + F + (0.6W or 0.7E)EQ. 16-12
6.D + H + F + 0.75(0.6W) + 0.75L + 0.75(L r or S or R)EQ. 16-13
7.D + H + F + 0.75(0.7E) + 0.75L + 0.75 S EQ. 16-14
8.0.6D + 0.6W + H EQ. 16-15
9.0.6(D+F) + 0.7E + H EQ. 16-16
Seismic Load Effects and Combinations ASCE 7-16, Section 12.4
E = Eh + E v ASCE 7-16, EQ. 12.4-1
E = Eh - E v Use in Load Combination 7 or 8 ASCE 7-16, EQ. 12.4-2
Eh = ρQE
Ev = 0.2S DS D Zero for determining demand on soils for foundation design
Load Combination with EQ for Strength Design
5.(1.2 + 0.2SDS)D + ρQE + L + 0.2S
for LL < = 100 psf, Use 0.5 L (except in garages or public assembly area)
Use 1.51 D + #####QE +1.0 L
7.(0.9 - 0.2SDS)D + ρQE + 1.6H
if H counter acts E do not include it
Use 0.59 D + #####QE
Load Combination with EQ for Allowable Stress Design
5.(1.0 + 0.14S DS )D + H + F + 0.7ρQ E
Use 1.22 D + #####QE
6.(1.0 + 0.105SDS)D + H + F + 0.525ρQE + 0.75L + 0.75(Lr or S or R)
Use 1.16 D + #####QE +0.75 L
8.(0.6 - 0.14S DS )D + 0.7ρQ E + H
Use 0.38 D + #####QE
Notation
D Dead Load
E Combined effect of horizontal and vertical EQ induced as defined in ASCE 7, Sec. 12.4.2
Em Maximum seismic load horizontal and vertical seismic forces as set forth in ASCE 7, Sec. 12.4.3
F Load due to fluids with well-defined pressures and maximum heights
Fa Flood load
H Load due to lateral earth pressures, ground water pressure or pressure of bulk materials
L Live load, except roof live load, including any permitted live load reduction
Lr Roof live load including any permitted live load reduction
R Rain load
S Snow load
T Self-straining forces arising from contraction or expansion resulting from temperature change,
shrinkage, moisture change, creep in component metarials, movement due to differential settlement or combinations thereof
W Load due to wind pressure
Multiple Simple Beam
LIC# : KW-06015972, Build:20.25.05.07 HWANG Structural Engineers Inc.(c) ENERCALC, LLC 1982-2025
Project File: [25-05033] 501 S 1st Ave_Arcadia.ec6
Project Title:Engineer:Project ID:Project Descr:
Roof HeadersDescription :
BEAM Size :4x8, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019
Douglas Fir-Larch No.11,350.01,350.0 925.0625.0 1,600.0580.0170.0675.0 31.210Eminbend - xx ksi
Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf
HDR1
Applied Loads
Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 12.0 ft
.Design Summary
Max fb/Fb Ratio =0.685 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
4.000 inft
96.85 psi
Fb : Allowable :2,193.75 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+Lr212.50 psi
fb : Actual :
Max fv/FvRatio =0.456 : 1 0.000 ft
1,502.86 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max DeflectionsTransient Downward 0.125 in
Transient Upward 0.000 in
Total Downward 0.250 in
Total Upward 0.000 in
0.96 0.960.96 0.96 Ratio 767 383Ratio
LC: Lr Only LC: +D+Lr
LC:LC:
BEAM Size :4x6, Sawn, Fully BracedUsing Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019
Douglas Fir-Larch No.2875.0875.0 600.0625.0 1,300.0470.0170.0425.0 31.210Eminbend - xx ksi
Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf
HDR
Applied Loads
Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 12.0 ft
.Design Summary
Max fb/Fb Ratio =0.459 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
2.000 inft
57.85 psi
Fb : Allowable :1,421.88 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+Lr212.50 psi
fb : Actual :
Max fv/FvRatio =0.272 : 1 0.000 ft
652.85 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max DeflectionsTransient Downward 0.022 in
Transient Upward 0.000 in
Total Downward 0.044 in
Total Upward 0.000 in
0.48 0.480.48 0.48 Ratio 2178 1089Ratio
LC: Lr Only LC: +D+Lr
LC:LC:
Design Load (Seismic Load)
Lateral Load
Design Load (Seismic Load)
Seismic Base Shear
Location Lat 34.1343 Long -118.0285
Building Usage Office
Site Class D ASCE 7-16, Section 11.4.3
Response Modification Coefficient ASCE 7-16, Table 12.2-1
R =5
Site Specific Spectral Acceleration SEACO seismic design map
Max.Ss, S1 provided from USGS Site Coefficients
S s (0.2 sec)1.937 g F a 1.2 ASCE 7-16, Table 11.4-1
S 1 (1.0 sec)0.687 g F v 1.7 ASCE 7-16, Table 11.4-2
Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2
S MS = F aS s 2.324
S M1 = FvS1 1.168
Design Spectral Response Acceleration Parameters ASCE 7-10, EQ 11.4-3,4
S DS = 2/3S MS 1.550
S D1 = 2/3SM1 0.779
Occupancy Category II CBC 2019, Table 1604.5
Importance Factor 1 ASCE 7-16, Section 11.5.1
Design Base Shear
Determine the Structural Period
Ct =0.020 ASCE 7-16, Table 12.8-2
h n = 10.0 ft
x =0.75 ASCE 7-16, Table 12.8-2
Ta = Ct * (hn 0.112 sec
Determine the Seismic Response Coefficient Cs On short period Occupancy Factor
Use the smaller value of Value of SDS I or II III IV
0.310 SDS < 0.167 A A A
0.167 <SDS< 0.33 B B C
0.33 <SDS< 0.50 C C D
1.385 for T<TL 0.5 <SDS D D D
On 1-S period Occupancy Factor
Cs shall not be less than 0.01 Value of SDS I or II III IV
Cs shall not be less than 0.5*S1/(R/I)SD1 < 0.067 A A A
Design Value for Cs 0.067 <SD1< 0.133 B B C
Cs = 0.310 0.133 <SD1< 0.20 C C D
Design Base Shear 0.20 <SDS D D D
V 1 = Cs *W 0.310 W
Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv
For Allowable Stress Design >0.25 0.5 0.75 1 1.25 1.5 >0.1 0.2 0.3 0.4 0.5 0.6
V BASE = 0.7*V 1 0.217 W A 0.8 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 0.8
B 0.9 0.9 0.9 0.9 0.9 0.9 B 0.8 0.8 0.8 0.8 0.8 0.8
C 1.3 1.3 1.2 1.2 1.2 1.2 C 1.5 1.5 1.5 1.5 1.5 1.4
D 1.6 1.4 1.2 1.1 1 1 D 2.4 2.2 2 1.9 1.8 1.7
Seismic Design Category D E 2.4 1.7 1.3 Section 11.4.8 E 4.2 See Section 11.4.8
F See Section 11.4.8 F See Section 11.4.8
Values of approximate period parameters
Ct and x
Structure type x
Steel moment-resisting frames 0.80
Concrete moment-resisting frames 0.90
Eccentrically braced steel frames 0.75
All other structural systems 0.750.02
0.03
0.016
0.028
Ct
DS
S1
SC = =R
I
D1S2
SC = =TR
I
Lateral Load
Design Load (Seismic Load)
Vertical Distribution of Seismic Force ASCE 7-16, Section 12.8.3
F x =Cvx V ASCE 7-16, EQ. 12.8-11
ASCE 7-16, EQ. 12.8-12
Cvx vertical distribution factor
V total design lateral force or shear at the base of the structure
wi and wx the portion of the total effective seismic weight of the
structure(W) located Level i and x
hi and hx the height from the base to Level i and x
k an exponent related to the structure period
1 for Ta is less than 0.5 sec
2 for Ta is more than 2.5 sec
k=1+(Ta-0.5)/2 for Ta between 0.5 and 2.5 sec
k =
V = W = Strength Design
W = ASD
V = W = Strength Design
W = ASD
Redundancy Factor ρ for Seismic Design Categories D through F ASCE 7-16, Section 12.3.4.2
For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3
unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0
a) Each story resisting more than 35 percent of the base shear in the direction of interest shall
comply with Table 12.3-3.
b) Structures that are regular in plan at all levels provided that the seismic force-resisting systems
consist of at least two bays of seismic force-resisting perimeter framing on each side of the
structure in each orthogonal direction at each story resisting more than 35% of the base shear.
The number of bays for a shear wall shall be calculated as the length of shear wall divided by
the story height or two times the length of shear wall divided by the story height for lightframed
construction.
ρ =1
1.000
0.310 22.31
0.217 15.62
0.310 22.31
0.217 15.62
Accu. FxLevel x hx h x h x k Area DL
(kips)
w x w x h x k w x hx k Fx
Σwih i
k (kips)(ft) (ft)ft 2 (psf)
Roof 9 9 9.0 2400
(kips) psf
6.5130 72.0 648 1.00
72.0 648 1.00 6.51
15.6 15.6
k
x xvxn k
i i
i=1
w hC =
w h
Vertical Distribution
Roof
Grid A C
Seismic load 6.51 6.51 6.51
Depth 62 62 62
Length 16.5 6 16.5
Shear force
3329 3329 1211 1211 3329 3329 SUM
Design Shear 3329 3329
Diap. force 54 54 20 20 54 54 Governed by seismic
No change No change No change
2nd floor
Grid A E
Seismic load 18.50 18.50 18.50
Depth 6 6 6
Length 16.5 6 16.5
Shear force
916 916 333 333 916 916 SUM 2498
Design Shear 916 916
Diap. force 15 15 5 5 15 15
Bldg
43291249
D
4540 15737
B
1249
D
4540
B.1
15737
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Wood Wall Design
Roof If the shear force is from Strength Level
N-S Direction 0.7=Strength to Allowable LARR #25720, #25713
Wall Wall V H d H/d WSP R Vi w Mo Ma T V s SW HD Strap
Line No. (#) (ft) (ft)1.25-0.125H/dd/Sd ratio*V (#/ft) (ft-#) #/ft
B.1 1 4540 9 8.00 1.125 1.1 1.00 4540 200 40856 2452 4801 567 C HDU8 2-MST-48
8.00
if the H/d ratios greater than 2:1, but not exceeding 3.5:1, are permitted SDPWS 2015 4.3.4
the nominal shear capacity shall be multipled by the Aspect Ratio Factor (WSP)=1.25-0.125h/b
For Hold-down M o = Use 0.7Q E ASCE 7-16, Section 12.4
1.0
M a = Use (0.6 - 0.14SDS)D
=0.38
See Load combination #8
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Shear Wall Schedule
Shear Wall Schedule CBC 2022, LABC 2023 - Table 2306.4.1
Hold-down loads LARR # 25720
0.75x simpson allowable tension loads
Model No.SDS A.B Min wood All. Tension
Member
(in)
1/4 x2.5 5/8 3 3075 2306
1/4 x2.5 5/8 3 4565 3424
1/4 x2.5 5/8 3 5645 4234
1/4 x2.5 7/8 3.5 6970 5228
4.5 7870 5903
1/4 x2.5 1 5.5 9535 7151
7.25 11175 8381
1/4 x2.5 1 5.5 14375 10781
Strap 0.75x simpson allowable tension loads LARR # 25713
Model No.Allowable tension loads(lbs.)
Nails Bolts CD=1.33 CD=1.6
Nails Bolts Nails Bolts
3 1/2 3 1/2
HST HST2 6-5/8" 4385 5260
HST5 12-5/8" 8840 10605
HST3 6-3/4" 6450 7740
HST6 12-5/8" 12700 15240
16" clear span floor to floor Nails Nails Nails Nails
MST MST27 30-16d 3195 2396
MST37 42-16d 3195 2396
MST48 50-16d 4765 3574
MST60 64-16d 6490 4868
MST72 64-16d 6490 4868
MST 18" clear span floor to floor Nails Nails Nails Nails
MST37 20-16d 2465 1849
MST48 32-16d 3960 2970
MST60 46-16d 6235 4676
MST72 62-16d 6490 4868
HDU14
HDU8
HDU5
HDU4
HDU2
HDU11
Foundation design
Continuous Footing
Exterior Grid
Roof Floor
Pt Max.Pt = 380 lb/ft DL 20 0 psf DL Tri. Length = 9 ft.From Roof
180 lb/ft LL 20 0 LL Tri. Length = 0 ft.From Floor
20 psf DL Tri. Height = 10 ft.From Wall
0 LL
Pt lb/ft
Allowable soil bearing pressure psf
Allowable soil bearing pressure = psf
12" Width x 24" Depth Cont. Footing
Interior Grid
Roof Floor
Pt Max.Pt = 440 lb/ft DL 20 0 psf DL Tri. Length = 12 ft.From Roof
240 lb/ft LL 20 0 LL Tri. Length = 0 ft.From Floor
20 psf DL Tri. Height = 10 ft.From Wall
0 LL
Pt lb/ft
Allowable soil bearing pressure psf
Allowable soil bearing pressure = psf
12" Width x 24" Depth Cont. Footing
Allowable Force Check
12" Width x 24" Depth :Pallow = {(4" + 24" x 2) / 12" x 12" / 12"} x 1500 psf
= 4.33 x 1500
= lbs
1500
6500.0
0.37 ft
680
1500
1500
= 0.45 ft1500
Width Lreq = =
560 =
Width Lreq = =