HomeMy WebLinkAbout2051 S Garnsey St - REV 2 - PlanFOUNDATION PLAN
SCALE: 1/4" = 1'
1. PROVIDE A WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM 4" ABOVE THE
EARTH OR 2" ABOVE PAVED AREAS.
2. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
3. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND
HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO
WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE 2306.5 OF THE LABC.
4. FOUNDATION ANCHOR BOLTS IN WALLS WITH LATERAL LOADS GREATER THAN 300 POUNDS/FOOT SHALL
HAVE AN APPROVED PLATE WASHER UNDER EACH NUT; AND THE NUTS SHALL BE TIGHTENED JUST
PRIOR TO COVERING THE WALL FRAMING.
5. UNO THE FOUNDATION BOLTS SHALL BE 5/8" DIA. WITH 3"x3"x1/4" PLATE WASHERS EMBEDDED AT LEAST
9 INCHES INTO THE CONCRETE (OR) MASONRY FOUNDATION SPACED NOT MORE THAN 6 FEET APART.
6. MIN 2 BOLTS PER PIECE OF SILL PLATE AND ONE LOCATED WITHIN 12" AND NOT LESS THAN
7 BOLT DIAMETER OR 4-3/8" OF EACH END OF EACH SILL PLATE.
7. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
8. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED. PLATE WASHERS ARE REQUIRED
FOR ALL HOLDOWNS.
9. ALL FOUNDATION EXCAVATIONS MUST BE OBSERVED AND APPROVED BY THE PROJECT ENGINEERING
GEOLOGIST AND/OR PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL.
10. IF ADVERSE SOIL CONDITIONS ARE IN ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED.
11. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR
SMOOTH SHANK PORTION.
12. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT DIPPED
ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
NOTES:
DENOTES NEW FOOTING
LEGEND:
ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE
JOINTS OCCURRING IN BRACED WALL PANELS
SOLID BLOCKING SHALL BE PROVIDED AT ALL HORIZONTAL
COMMON NAILS OR GALVANIZED BOX.
1" Ø BOLT - 3.5"x3.5"x3/8"
b) 3 x STUDS AND BLOCKS BETWEEN ADJACENT PANELS
c) 1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
d) ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED.
e) SQUARE PLATE WASHERS SHALL BE USED WITH ANCHOR BOLTS
5/8" Ø BOLT - 3"x3"x1/4"
7/8" Ø BOLT - 3"x3"x5/16"
a) 3 x FOUNDATION SILL PLATES
ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 300 lb/ft SHOULD BE PROVIDED:
3/4" Ø BOLT - 3"x3"x5/16"
d) STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C.
2. DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS.
3. AN AITC CERTIFICATE OF INSPECTION FOR ALL GLU-LAM BEAMS INCLUDING PARALLAM BEAMS SHALL
BE SUBMITTED TO THE BUILDING AND SAFETY DEPT. PRIOR TO ERECTION.
4. GLUE LAM BEAMS MUST BE FABRICATED IN A LADBS LICENSED SHOP. IDENTIFY GRADE SYMBOL
AND LAMINATION SPECIES PER T 5A, 2005 NDS SUPP.
6. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATORS SHOP.
8. ALL WOOD MEMBERS MUST BE GRADE MARKED WITH GRADE AND SPECIES.
9. BEARING WALL STUDS CANNOT BE NOTCHED MORE THAN 25% OF THEIR WIDTH. BORED HOLES CANNOT
HAVE A DIAMETER GREATER THAN 40% OF THE STUD WIDTH
10. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH
SHANK PORTION.
11. STRUCTURAL OBSERVATION IS REQUIRED FOR ALL PLYWOOD SHEAR WALLS WITH A DESIGN LOAD
OVER 300 PLF.
12. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
14. EXTERIOR STAIRS AND BALCONIES MUST BE POSITIVELY ATTACHED TO THE STRUCTURE WITHOUT THE USE
OF TOE NAILS OR NAILS IN WITHDRAWAL.
16. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/
COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT
OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK
ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1
17. CONTINUOUS SPECIAL INSPECTION REQUIRED 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.
7. LADBS LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
18. 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 BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE
FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER.
13. 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.
PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
15. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
1. ALL WALLS OVER 10' IN HEIGHT TO BE 2x6 @16" O.C. FRAMING.
NOTES:
FRAMING BOUNDARY
4x4 POST INTERIOR WALL (U.N.O.)
SHEAR WALL PER PLAN
FRAMING MEMBERS
LEGEND:
POST FROM ABOVE
ON TOP OF BEAM/HEADER
ON TOP OF BEAM/HEADER
POST W/STRAP OR HOLDOWN FROM ABOVE
ON TOP OF POST BELOW
POST FROM ABOVE W/STRAP OR HOLDOWN
POST FROM ABOVE
ON TOP OF POST BELOW
19. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT DIPPED
ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
20. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS. CONTINUOUS INSPECTION IS
REQUIRED,
21. A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
4x6 POST EXTERIOR WALL (U.N.O.)
ROOF FRAMING PLAN
SCALE: 1/4" = 1'
DENOTES EXISTING FOOTING
380
650
498
PLATE TO BLKG.
REQUIREMENTS
SDS 1/4"x 6
SDS 1/4"x 6
SDS 1/4"x 6
SHEAR WALL SCHEDULE
12" O.C.
PANEL NAILING
12" O.C.
12" O.C.
12" O.C.
10d @215/32" PLYWOOD
15/32" PLYWOOD
STRUCTURAL 1
STRUCTURAL 1
STRUCTURAL 1
15/32" PLYWOOD4
3
2" O.C.
10d @
10d @
3" O.C.
4" O.C.
OF SHEAR
STRUCTURAL 1
WALL MATERIAL
15/32" PLYWOOD
DESCRIPTION
TYPE
1
PERIMETER
6" O.C.
10d @
10d @ 12" O.C. OR
LPT4 @ 8" O.C.
8" O.C. OR
10" O.C. OR
LPT4 @ 10" O.C.
LPT4 @ 12" O.C.
10d @
10d @
A35 @
A35 @
@ 4" O.C.
@ 8" O.C.
@ 6" O.C.
REQUIREMENTS
BLKG. TO PLATE
16" O.C. OR
CONNECTION
LPT4 @ 16" O.C.
10d @
FIELD
A35 @
A35 @
CONNECTION
@ 6" O.C.
20d NAILS
OR
5/8" Ø @ 24" O.C.
3/4" Ø @ 32" O.C.
3/4" Ø @ 32" O.C.
5/8" Ø @ 32" O.C.
3/4" Ø @ 48" O.C.
OR
OR
9"
9"
9"
9"
9"
3/4" Ø @ 6'-0" O.C.
5/8" Ø @ 48" O.C.
5/8" Ø @ 32" O.C.
ANCHOR BOLTS
FOUND CONN.
SILL PLATE TO
OR
9"
255
ANCHOR
EMB.
BOLTS
9"
9"
ALLOWABLE
SHEAR LOAD
PLF
MIN 12" WIDTH x 18" DEPTH
MIN 12" WIDTH x 24" DEPTH
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
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20
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:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
S.S.
S.S.
24-1021
11/5/2024
8/4/2025
1/4” = 1’-0”
S1
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Revision to 101122391
(issued on 5/2/25)
REV 2 #101124644
APPROVALS:BLDG - CSG
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
AD
D
R
E
S
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:
20
5
1
S
G
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818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
S.S.
S.S.
24-1021
11/5/2024
8/4/2025
N.T.S.
S2
DE
T
A
I
L
STRUCTURAL CALCULATIONS
PROJECT:
2049 S Garnsey St.,
Santa Ana, CA 92707
JOB #24-1021
08-04-25
BY: Shant Shahbaz
Roof:
D.L (psf)16
L.L (psf)20
Floor:Wall:
D.L (psf)16 L.L (psf)15 10
L.L (psf)40 15
D.L. =Dead Load T.A = Tributary Area
L.L = Live Load wD = (T.A.i * D.L.i)
wL = (T.A.i * L.L.i)
Deck:Ceiling
D.L (psf)16 D.L (psf)
L= Length
L.L (psf)
Roof Framing:
L.L (psf)60
←wD, wL
RR (1)
L (ft)9'
T.A. (ft)1.33
wD 21
wL 27
2-2 x 4 @ 16" O.C. (No.2)↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
9'
←D, wL
CJ (1)
L (ft)16.5'
T.A. (ft)1.33
wD 13
wL 20
2 x 10 @ 16" O.C. (No.2)↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
16.5'
←D, wL
HDR(1)
L (ft)2'
T.A.roof (ft)3
ceilling (ft)0
wD 48
wL 60
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
2'
SPS ENGINEERING 818 747 7269 | shant.sps@gmail.com
Roof Framing:
←wD, wL
HDR(2)
L (ft)4'
T.A.roof (ft)9
ceilling (ft)9
wD 234
wL 315
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
4'
←D, wL
HDR(3)
L (ft)3'
T.A.roof (ft)11
ceilling (ft)9
wD 266
wL 355
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
3'
←D, wL
HDR(4)
L (ft)6'
T.A.roof (ft)9
ceilling (ft)0
wD 144
wL 180
4 x 8 (No. 2) ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
6'
←D, wL
HDR(5)
L (ft)6'
T.A.roof (ft)9
ceilling (ft)9
wD 234
wL 315
4 x 8 (No. 2) ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
6'
SPS ENGINEERING 818 747 7269 | shant.sps@gmail.com
Roof Framing:
←wD, wL
HDR(6)
L (ft)6'
T.A.roof (ft)9
ceilling (ft)9
wD 234
wL 315
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
6'
SPS ENGINEERING 818 747 7269 | shant.sps@gmail.com
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021
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
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
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
2-2x4
Span = 9.0 ft
1 2
D(0.0160) L(0.020)
.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 = 0.0160, L = 0.020 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.487: 1
Load Combination
+D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 4.500 ft
21.79 psi=
=
1,466.25 psi
2-2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L+H
=
=
=
180.00 psi==
Section used for this span 2-2x4
Maximum Shear Stress Ratio 0.121 : 1
8.737 ft=
=
714.12 psi
Maximum Deflection
467
<360
259
Ratio =0 <240
Max Downward Transient Deflection 0.231 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.416 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 9.0 ft 1 0.241 0.060 0.90 1.500 1.151.00 1.00 0.16 317.4 1,319.6 0.07 162.01.00 9.71.00
1.00+D+L+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.487 0.121 1.00 1.500 1.151.00 1.00 0.36 714.1 1,466.3 0.15 180.01.00 21.81.00
1.00+D+Lr+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.173 0.043 1.25 1.500 1.151.00 1.00 0.16 317.4 1,832.8 0.07 225.01.00 9.71.00
1.00+D+S+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.188 0.047 1.15 1.500 1.151.00 1.00 0.16 317.4 1,686.2 0.07 207.01.00 9.71.00
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr+0.750L+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.336 0.083 1.25 1.500 1.151.00 1.00 0.31 614.9 1,832.8 0.13 225.01.00 18.81.00
1.00+D+0.750L+0.750S+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.365 0.091 1.15 1.500 1.151.00 1.00 0.31 614.9 1,686.2 0.13 207.01.00 18.81.00
1.00+D+0.60W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.135 0.034 1.60 1.500 1.151.00 1.00 0.16 317.4 2,346.0 0.07 288.01.00 9.71.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00
1.00+D+0.750L+0.750S+0.450W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00
1.00+0.60D+0.60W+0.60H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.081 0.020 1.60 1.500 1.151.00 1.00 0.10 190.4 2,346.0 0.04 288.01.00 5.81.00
1.00+D+0.70E+0.60H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.135 0.034 1.60 1.500 1.151.00 1.00 0.16 317.4 2,346.0 0.07 288.01.00 9.71.00
1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00
1.00+0.60D+0.70E+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.081 0.020 1.60 1.500 1.151.00 1.00 0.10 190.4 2,346.0 0.04 288.01.00 5.81.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L+H1 0.4156 4.533 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.162 0.162
Max Upward from Load Combinations 0.162 0.162
Max Upward from Load Cases 0.090 0.090
+D+H 0.072 0.072
+D+L+H 0.162 0.162
+D+Lr+H 0.072 0.072
+D+S+H 0.072 0.072
+D+0.750Lr+0.750L+H 0.140 0.140
+D+0.750L+0.750S+H 0.140 0.140
+D+0.60W+H 0.072 0.072
+D+0.750Lr+0.750L+0.450W+H 0.140 0.140
+D+0.750L+0.750S+0.450W+H 0.140 0.140
+0.60D+0.60W+0.60H 0.043 0.043
+D+0.70E+0.60H 0.072 0.072
+D+0.750L+0.750S+0.5250E+H 0.140 0.140
+0.60D+0.70E+H 0.043 0.043
D Only 0.072 0.072
L Only 0.090 0.090
H Only
Wood Beam
LIC# : KW-06019339, Build:20.25.06.16 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:CJ1
SPS Engineering
15445 Ventura Blvd. #63
Sherman Oaks. CA 91403
818 747 7269
Project File: garnsey st.ec6
Referenced Design Standard(s) : NDS 2018
Load Combination Set : ASCE 7-16
Code References
Governing Code : IBC 2021
Material Properties
Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
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
Unbraced Lengths
First Brace starts at ft from Left-Most support
Regular spacing of lateral supports on length of beam = 8.0 ft
2x10
Span = 16.50 ft
1 2
D(0.0130) L(0.020)
.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 = 0.0130, L = 0.020 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.973: 1
Load Combination
+D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 8.250 ft
26.85 psi=
=
647.46 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L+H
=
=
=
180.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.149 : 1
0.000 ft=
=
630.01 psi
Maximum Deflection
700
<360
424
Ratio =0 <240
Max Downward Transient Deflection 0.283 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.466 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
0.66Length = 7.949 ft 1 0.388 0.065 0.90 1.100 1.151.00 1.00 0.44 247.9 638.9 0.10 162.01.00 10.61.00
0.66Length = 8.009 ft 1 0.390 0.065 0.90 1.100 1.151.00 1.00 0.44 248.2 635.6 0.10 162.01.00 10.61.00
0.99Length = 0.5420 ft 1 0.033 0.065 0.90 1.100 1.151.00 1.00 0.06 31.5 962.4 0.10 162.01.00 10.61.00
0.99+D+L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
Wood Beam
LIC# : KW-06019339, Build:20.25.06.16 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:CJ1
SPS Engineering
15445 Ventura Blvd. #63
Sherman Oaks. CA 91403
818 747 7269
Project File: garnsey st.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.61Length = 7.949 ft 1 0.966 0.149 1.00 1.100 1.151.00 1.00 1.12 629.2 651.0 0.25 180.01.00 26.91.00
0.60Length = 8.009 ft 1 0.973 0.149 1.00 1.100 1.151.00 1.00 1.12 630.0 647.5 0.25 180.01.00 26.91.00
0.99Length = 0.5420 ft 1 0.075 0.149 1.00 1.100 1.151.00 1.00 0.14 80.1 1,068.5 0.25 180.01.00 26.91.00
0.99+D+Lr+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.50Length = 7.949 ft 1 0.371 0.047 1.25 1.100 1.151.00 1.00 0.44 247.9 667.9 0.10 225.01.00 10.61.00
0.49Length = 8.009 ft 1 0.374 0.047 1.25 1.100 1.151.00 1.00 0.44 248.2 664.0 0.10 225.01.00 10.61.00
0.99Length = 0.5420 ft 1 0.024 0.047 1.25 1.100 1.151.00 1.00 0.06 31.5 1,333.3 0.10 225.01.00 10.61.00
0.99+D+S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.54Length = 7.949 ft 1 0.374 0.051 1.15 1.100 1.151.00 1.00 0.44 247.9 662.7 0.10 207.01.00 10.61.00
0.53Length = 8.009 ft 1 0.377 0.051 1.15 1.100 1.151.00 1.00 0.44 248.2 658.9 0.10 207.01.00 10.61.00
0.99Length = 0.5420 ft 1 0.026 0.051 1.15 1.100 1.151.00 1.00 0.06 31.5 1,227.5 0.10 207.01.00 10.61.00
0.99+D+0.750Lr+0.750L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.50Length = 7.949 ft 1 0.799 0.101 1.25 1.100 1.151.00 1.00 0.95 533.8 667.9 0.21 225.01.00 22.81.00
0.49Length = 8.009 ft 1 0.805 0.101 1.25 1.100 1.151.00 1.00 0.95 534.6 664.0 0.21 225.01.00 22.81.00
0.99Length = 0.5420 ft 1 0.051 0.101 1.25 1.100 1.151.00 1.00 0.12 67.9 1,333.3 0.21 225.01.00 22.81.00
0.99+D+0.750L+0.750S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.54Length = 7.949 ft 1 0.806 0.110 1.15 1.100 1.151.00 1.00 0.95 533.8 662.7 0.21 207.01.00 22.81.00
0.53Length = 8.009 ft 1 0.811 0.110 1.15 1.100 1.151.00 1.00 0.95 534.6 658.9 0.21 207.01.00 22.81.00
0.99Length = 0.5420 ft 1 0.055 0.110 1.15 1.100 1.151.00 1.00 0.12 67.9 1,227.5 0.21 207.01.00 22.81.00
0.99+D+0.60W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.365 0.037 1.60 1.100 1.151.00 1.00 0.44 247.9 678.8 0.10 288.01.00 10.61.00
0.39Length = 8.009 ft 1 0.368 0.037 1.60 1.100 1.151.00 1.00 0.44 248.2 674.7 0.10 288.01.00 10.61.00
0.99Length = 0.5420 ft 1 0.019 0.037 1.60 1.100 1.151.00 1.00 0.06 31.5 1,702.0 0.10 288.01.00 10.61.00
0.99+D+0.750Lr+0.750L+0.450W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.786 0.079 1.60 1.100 1.151.00 1.00 0.95 533.8 678.8 0.21 288.01.00 22.81.00
0.39Length = 8.009 ft 1 0.792 0.079 1.60 1.100 1.151.00 1.00 0.95 534.6 674.7 0.21 288.01.00 22.81.00
0.99Length = 0.5420 ft 1 0.040 0.079 1.60 1.100 1.151.00 1.00 0.12 67.9 1,702.0 0.21 288.01.00 22.81.00
0.99+D+0.750L+0.750S+0.450W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.786 0.079 1.60 1.100 1.151.00 1.00 0.95 533.8 678.8 0.21 288.01.00 22.81.00
0.39Length = 8.009 ft 1 0.792 0.079 1.60 1.100 1.151.00 1.00 0.95 534.6 674.7 0.21 288.01.00 22.81.00
0.99Length = 0.5420 ft 1 0.040 0.079 1.60 1.100 1.151.00 1.00 0.12 67.9 1,702.0 0.21 288.01.00 22.81.00
0.99+0.60D+0.60W+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.219 0.022 1.60 1.100 1.151.00 1.00 0.27 148.7 678.8 0.06 288.01.00 6.31.00
0.39Length = 8.009 ft 1 0.221 0.022 1.60 1.100 1.151.00 1.00 0.27 148.9 674.7 0.06 288.01.00 6.31.00
0.99Length = 0.5420 ft 1 0.011 0.022 1.60 1.100 1.151.00 1.00 0.03 18.9 1,702.0 0.06 288.01.00 6.31.00
0.99+D+0.70E+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.365 0.037 1.60 1.100 1.151.00 1.00 0.44 247.9 678.8 0.10 288.01.00 10.61.00
0.39Length = 8.009 ft 1 0.368 0.037 1.60 1.100 1.151.00 1.00 0.44 248.2 674.7 0.10 288.01.00 10.61.00
0.99Length = 0.5420 ft 1 0.019 0.037 1.60 1.100 1.151.00 1.00 0.06 31.5 1,702.0 0.10 288.01.00 10.61.00
0.99+D+0.750L+0.750S+0.5250E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.786 0.079 1.60 1.100 1.151.00 1.00 0.95 533.8 678.8 0.21 288.01.00 22.81.00
0.39Length = 8.009 ft 1 0.792 0.079 1.60 1.100 1.151.00 1.00 0.95 534.6 674.7 0.21 288.01.00 22.81.00
0.99Length = 0.5420 ft 1 0.040 0.079 1.60 1.100 1.151.00 1.00 0.12 67.9 1,702.0 0.21 288.01.00 22.81.00
0.99+0.60D+0.70E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.39Length = 7.949 ft 1 0.219 0.022 1.60 1.100 1.151.00 1.00 0.27 148.7 678.8 0.06 288.01.00 6.31.00
0.39Length = 8.009 ft 1 0.221 0.022 1.60 1.100 1.151.00 1.00 0.27 148.9 674.7 0.06 288.01.00 6.31.00
0.99Length = 0.5420 ft 1 0.011 0.022 1.60 1.100 1.151.00 1.00 0.03 18.9 1,702.0 0.06 288.01.00 6.31.00
.
Wood Beam
LIC# : KW-06019339, Build:20.25.06.16 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:CJ1
SPS Engineering
15445 Ventura Blvd. #63
Sherman Oaks. CA 91403
818 747 7269
Project File: garnsey st.ec6
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L+H1 0.4663 8.310 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.272 0.272
Max Upward from Load Combinations 0.272 0.272
Max Upward from Load Cases 0.165 0.165
+D+H 0.107 0.107
+D+L+H 0.272 0.272
+D+Lr+H 0.107 0.107
+D+S+H 0.107 0.107
+D+0.750Lr+0.750L+H 0.231 0.231
+D+0.750L+0.750S+H 0.231 0.231
+D+0.60W+H 0.107 0.107
+D+0.750Lr+0.750L+0.450W+H 0.231 0.231
+D+0.750L+0.750S+0.450W+H 0.231 0.231
+0.60D+0.60W+0.60H 0.064 0.064
+D+0.70E+0.60H 0.107 0.107
+D+0.750L+0.750S+0.5250E+H 0.231 0.231
+0.60D+0.70E+H 0.064 0.064
D Only 0.107 0.107
L Only 0.165 0.165
H Only
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR1-3
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
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
4x6
Span = 4.0 ft
1 2
D(0.310) L(0.3550)
.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 = 0.310, L = 0.3550 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.819: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.000 ft
80.19 psi=
=
1,105.00 psi
4x6Section 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 4x6
Maximum Shear Stress Ratio 0.445 : 1
3.547 ft=
=
904.46 psi
Maximum Deflection
1358
<360
725
Ratio =0 <240
Max Downward Transient Deflection 0.035 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.066 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 4.0 ft 1 0.424 0.231 0.90 1.300 1.001.00 1.00 0.62 421.6 994.5 0.48 162.01.00 37.41.00
1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.819 0.445 1.00 1.300 1.001.00 1.00 1.33 904.5 1,105.0 1.03 180.01.00 80.21.00
1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.567 0.309 1.25 1.300 1.001.00 1.00 1.15 783.8 1,381.3 0.89 225.01.00 69.51.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.143 0.078 1.60 1.300 1.001.00 1.00 0.37 253.0 1,768.0 0.29 288.01.00 22.41.00
.
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR1-3
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.0662 2.015 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.330 1.330
Max Upward from Load Combinations 1.330 1.330
Max Upward from Load Cases 0.710 0.710
D Only 0.620 0.620
+D+L 1.330 1.330
+D+0.750L 1.153 1.153
+0.60D 0.372 0.372
L Only 0.710 0.710
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR4-6
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
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
4x8
Span = 6.0 ft
1 2
D(0.270) L(0.3150)
.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 = 0.270, L = 0.3150 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.932: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
83.30 psi=
=
1,105.00 psi
4x8Section 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 4x8
Maximum Shear Stress Ratio 0.463 : 1
0.000 ft=
=
1,030.28 psi
Maximum Deflection
1039
<360
559
Ratio =0 <240
Max Downward Transient Deflection 0.069 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.129 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.0 ft 1 0.478 0.237 0.90 1.300 1.001.00 1.00 1.22 475.5 994.5 0.65 162.01.00 38.41.00
1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.932 0.463 1.00 1.300 1.001.00 1.00 2.63 1,030.3 1,105.0 1.41 180.01.00 83.31.00
1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.645 0.320 1.25 1.300 1.001.00 1.00 2.28 891.6 1,381.3 1.22 225.01.00 72.11.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.161 0.080 1.60 1.300 1.001.00 1.00 0.73 285.3 1,768.0 0.39 288.01.00 23.11.00
.
Wood Beam
LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR4-6
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: garnsey st.ec6
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+L1 0.1286 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.755 1.755
Max Upward from Load Combinations 1.755 1.755
Max Upward from Load Cases 0.945 0.945
D Only 0.810 0.810
+D+L 1.755 1.755
+D+0.750L 1.519 1.519
+0.60D 0.486 0.486
L Only 0.945 0.945
ASCE Hazards Report
Address:
2049 S Garnsey St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.720743
Risk Category:II Longitude:-117.87473
Soil Class:D - Default (see
Section 11.4.3)
Elevation:0 ft (NAVD 88)
Page 1 of 3https://ascehazardtool.org/Tue Nov 05 2024
SS : 1.285
S1 : 0.46
F a : 1.2
F v : N/A
SMS : 1.541
SM1 : N/A
SDS : 1.028
SD1 : N/A
T L : 8
PGA : 0.545
PGA M : 0.654
F PGA : 1.2
Ie : 1
C v : 1.357
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Nov 05 2024
Page 2 of 3https://ascehazardtool.org/Tue Nov 05 2024
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
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ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
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provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Tue Nov 05 2024
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019339, Build:20.24.10.30 SPS Engineering (c) ENERCALC, LLC 1982-2024
DESCRIPTION:Seismic Base Shear Analysis
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: Garnsey st.ec6
Risk Category
ASCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2
Specific Description: EARTHQUAKE
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.285
Longitude =0.000 deg West
S
Latitude =0.000
g, 0.2 sec response
deg North
S 0.4501 g, 1.0 sec response=
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs.
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.20
Fv =1.85
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.542=MS
S = Fv * S1 =0.833M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.028DSMS
=0.555 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=3.00 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65
Category "E" Limit:Limit = 65
Category "F" Limit:Limit = 65
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =13.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.137
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.137
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019339, Build:20.24.10.30 SPS Engineering (c) ENERCALC, LLC 1982-2024
DESCRIPTION:Seismic Base Shear Analysis
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: Garnsey st.ec6
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.028
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.154From Eq. 12.8-2, Preliminary Cs =
0.624From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044
DS
=Cs : Seismic Response Coefficient =0.1538User has selected ASCE 12.8.1.3 : Regular structure,
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation
=
=
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =0.00 kCs =0.1538 from 12.8.1.1
Seismic Base Shear V = Cs * W =0.00 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
Sum Wi =0.00 k Total Base Shear =0.00 k
Base Moment =
0.00 k-ftSum Wi * Hi =
0.0 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
LT
i i
r r
r
r
r=1.3
5.40 psf
Lateral Analysis:
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Line A:
LT s
V =1080 (lbs)OM =576 (lbs) OM = v * H
ν =72 (lb/ft)v = V/L RM =672 (lbs) RM = 14*Ls
Line B:
T s
V =1080 (lbs)2nd
ν =320 (lb/ft)RM =392 s
Line 1:
T s
V =1080 (lbs)OM =617 (lbs) OM = v * H
ν =77 (lb/ft)v = V/L RM =1568 (lbs) RM = 14*Ls
Line 2:
T s
V =1080 (lbs)OM =1727 (lbs) OM = v * H
ν =216 (lb/ft)v = V/L RM =560 (lbs) RM = 14*Ls
r
Roof Lateral Analysis: (1st Floor Walls)
r
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