2742-plan3
DESCRIPTION
calculation a wood building with u.s standardTRANSCRIPT
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7
DESIGN CRITERIA:
A. Code: 2010 CBC, Wind: C, 85 mph, Category: D
B. Maximum 19% moisture content
prior to Installation of Finish Material
4X Members: No. 2 or Better
6X, 8X Beams and Headers: No.1 or Better
2X Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade or Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
PRIMARY ROOF LOADING
Pitch 4.0:12
K = Increase for pitch 1.05
Truss(24" OC) x K 2.53
Plywood(7/16") x K 1.37
1/2" Gyp. Board 2.20Conc. Tile x K 10.54
Sprinkler 1.00
Misc.(Insul.,Elect.,ETC) 2.36
Snow Load 0.00
Live Load 20.00
Dead Load 20.00
PRIMARY FLOOR LOADING
14" TJI/210 @ 19.2" O/C 1.94
Plywood(5/8") 1.851/2" Gyp. Board 2.20
Carpet 1.00
None Covering 0.00
Sprinkler 1.00
Misc.(Insul.,Elect.,ETC) 7.00
Partition 0.00
Live Load 40.00
Dead Load 15.00
7/17/2019 2742-PLAN3
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Beam ID: GT#1 Girder Truss @ Rear of the Family RoomLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 20.0'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 0.00' to 20.00'
20.00'
Dow n (DL+LL/Max.) 6924/6924 6924/69
Up (DL+LL/Max.) 0/0 0/0
*** TRUSS DESIGNED BY OTHERS ***
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: GT#2 Girder Truss Over the GarageLoads (Downward +)Beam Weight 40.0 PLF from 0.0' to 20.8'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 20.75'
20.75'
Dow n (DL+LL/Max.) 2490/2490 2490/24
Up (DL+LL/Max.) 0/0 0/0
*** TRUSS DESIGNED BY OTHERS ***
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: GT#3 Girder Truss Over the Bed #2Loads (Downward +)Beam Weight 40.0 PLF @ 0.0' to 33.8'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 33.75'
33.75'
Dow n (DL+LL/Max.) 4050/4050 4050/40
Up (DL+LL/Max.) 0/0 0/0
*** TRUSS DESIGNED BY OTHERS ***
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: GT#4 Girder Truss Over the Family Room @ ELEV.CLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 19.5'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 19.50'
19.50'
Dow n (DL+LL/Max.) 2243/2243 2242/2242Up (DL+LL/Max.) 0/0 0/0
*** TRUSS DESIGNED BY OTHERS ***
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: GT#5 Girder Truss Over the Family Room @ OPT.Loads (Downward +)Beam Weight 30.0 PLF from 0.0' to 14.8'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 14.75'
14.75'
Dow n (DL+LL/Max.) 1696/1696 1696/1696
Up (DL+LL/Max.) 0/0 0/0
*** TRUSS DESIGNED BY OTHERS ***
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 1(Drop) Header @ Rear of the Bed #4Loads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 6.5'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 0.00' to 6.50'
Exterior Wall 15 PLF= 1.0'x15.0 @ 0.00' to 6.50'
6.50'
Reactions(DL+LL/Max. Load Combination)
Down 2454/2454 2454/2454
Up 0/0 0/0
Use DFL NO2 4 x 10(Fb= 900 Fv=180)
Critical Shear =2202 LB @ 0.33' 1.5xShear/(FvxA)=0.453
Fv=225 A= 32.38
Crit ical Moment =3987 LBxFT @ 3.25' Ratio=0.718
Fb= 1335 S= 49.91
Critical Deflection = -0.082 INCH @ 3.25'
2202
Shear Diagram:DL RF_L
3987
Moment Diagram:DL RF_L
-0.082
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 2(Drop) Header @ Rear of the Bed #4Loads (Downward +)Beam Weight 20.0 PLF from 0.0' to 4.3'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 0.00' to 4.25'
Exterior Wall150 PLF=10.0'x15.0 @ 0.00' to 4.25'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 4.25'
4.25'
Reactions(DL+LL/Max. Load Combination)
Down 3002/2608 3002/2608
Up 0/0 0/0
Use DFL NO2 4 x 8(Fb= 900 Fv=180)
Critical Shear =1886 LB @ 0.33' 1.5xShear/(FvxA)=0.619
Fv=180 A= 25.38
Crit ical Moment =2375 LBxFT @ 2.17' Ratio=0.798
Fb= 1165 S= 30.66
Critical Deflection = -0.058 INCH @ 2.08'
1886
Shear Diagram:DL FL_L
2375
Moment Diagram:DL FL_L
-0.058
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 3(Drop) Header @ Rear of the Dining RoomLoads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 6.5'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 6.50'
Exterior Wall 60 PLF= 4.0'x15.0 @ 0.00' to 6.50'
6.50'
Reactions(DL+LL/Max. Load Combination)
Down 1958/1958 1958/1958
Up 0/0 0/0
Use DFL NO2 4 x 10(Fb= 900 Fv=180)
Critical Shear =1757 LB @ 0.33' 1.5xShear/(FvxA)=0.452
Fv=180 A= 32.38
Crit ical Moment =3182 LBxFT @ 3.25' Ratio=0.715
Fb= 1071 S= 49.91
Critical Deflection = -0.041 INCH @ 3.25'
1757
Shear Diagram:DL FL_L
3182
Moment Diagram:DL FL_L
-0.041
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 4 Header @ Rear of the KitchenLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 6.3'
Exterior Wall 165 PLF=11.0'x15.0 @ 0.00' to 6.25'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 6.25'
Primary Roof 700 PLF=35.0'x(20+20)/2 @ 0.00' to 6.25'
6.25'
Reactions(DL+LL/Max. Load Combination)
Down 4398/3828 4398/3828
Up 0/0 0/0
Use DFL NO2 4 x 12(Fb= 900 Fv=180)w/Left:2-2x4 trim./stud Right:2-2x4 trim./stud
Critical Shear =-2952 LB @ 5.92' 1.5xShear/(FvxA)=0.625
Fv=180 A= 39.38
Crit ical Moment =5163 LBxFT @ 3.17' Ratio=0.848
Fb= 990 S= 73.83
Critical Deflection = -0.073 INCH @ 3.08'
-2952Shear Diagram:DL FL_L
5163
Moment Diagram:DL FL_L
-0.073
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 4C Header @ Rear of the Kitchen @CLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 6.3'
Exterior Wall 165 PLF=11.0'x15.0 @ 0.00' to 6.25'
Primary Floor 536 PLF=19.5'x(15+40)/2 @ 0.00' to 6.25'
Primary Roof 700 PLF=35.0'x(20+20)/2 @ 0.00' to 4.00'
Primary Roof 180 PLF= 9.0'x(20+20)/2 @ 4.00' to 6.25'
Point Load(P1) From left of BM GT#3 @ 3.75
:Point Load Location
P1
3.75'
6.25'
Reactions(DL+LL/Max. Load Combination)
Down 5851/5130 5912/5201
Up 0/0 0/0
Use GLB 24F V4 3 1/8 x 10 1/2(Fb=2400/1850 Fv=265)w/Left:4x4 post Right:4x4 post
Critical Shear =-4015 LB @ 5.92' 1.5xShear/(FvxA)=0.693
Fv=265 A= 32.81
Critical Moment =10546 LBxFT @ 3.75' Ratio=0.735
Fb= 3000 S= 57.42
Critical Deflection = -0.143 INCH @ 3.17'
-4015Shear Diagram:DL FL_L
10546
Moment Diagram:DL 0.75xFL 0.75xRl
-0.143
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 5 Flush Bm @ Left of the STAIRLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 5.3'
Primary Floor 289 PLF=10.5'x(15+40)/2 @ 0.00' to 5.25' 5.25'
Reactions(DL+LL/Max. Load Combination)
Down 810/810 810/810
Up 0/0 0/0
Use TIMBERSTRAND 1 3/4x14 1.5E(Fb=2325 Fv=310)
Critical Shear =708 LB @ 0.33' 1.5xShear/(FvxA)=0.140
Fv=310 A= 24.50
Crit ical Moment =1063 LBxFT @ 2.67' Ratio=0.097
Fb= 2292 S= 57.17
Critical Deflection = -0.006 INCH @ 2.67'
708
Shear Diagram:DL FL_L
1063
Moment Diagram:DL FL_L
-0.006
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 6 Flush Bm @ Left of the STAIRLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 14.5'
Point Load(P1) From left of BM 5 @ 3.75
Primary Floor 413 PLF=15.0'x(15+40)/2 @ 0.00' to 3.50'
Primary Floor 88 PLF= 3.2'x(15+40)/2 @ 3.50' to 14.50'
:Point Load Location
P1
3.75'
14.50'
Reactions(DL+LL/Max. Load Combination)Down 2455/2455 1202/1202
Up 0/0 0/0
Use TIMBERSTRAND 1 3/4x14 1.5E(Fb=2325 Fv=310)w/Left:2-2x4 trim./stud
Critical Shear =2308 LB @ 0.33' 1.5xShear/(FvxA)=0.456
Fv=310 A= 24.50
Crit ical Moment =6124 LBxFT @ 4.33' Ratio=0.561
Fb= 2292 S= 57.17
Critical Deflection =-0.231 Inch @ 6.75' L/480=0.362
2308
Shear Diagram:DL FL_L
6124
Moment Diagram:DL FL_L
-0.231
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 7 Flush Bm @ Rear of the STAIRLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 13.5'
Primary Floor 921 PLF=33.5'x(15+40)/2 @ 0.00' to 9.25'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 9.25' to 13.50'
Point Load(P1) From left of BM 6 @ 9.25
:Point Load Location
P1
9.25'
13.50'
Reactions(DL+LL/Max. Load Combination)
Down 6597/6597 6363/6363
Up 0/0 0/0
Use PARALLAM 5 1/4 x 14(Fb=2800 Fv=285)w/Left:2-2x6 trim./stud Right:2-2x6 trim./stud
Critical Shear =6296 LB @ 0.33' 1.5xShear/(FvxA)=0.451
Fv=285 A= 73.50
Critical Moment =24032 LBxFT @ 7.25' Ratio=0.611
Fb= 2752 S= 171.50Critical Deflection =-0.221 Inch @ 6.83' L/480=0.338
6296
Shear Diagram:DL FL_L
24032
Moment Diagram:DL FL_L
-0.221
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 7.1 Flush Bm @ Rear of the KitchenLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 13.8'
Primary Floor 578 PLF=21.0'x(15+40)/2 @ 0.00' to 13.75'
Point Load(P1) From left of BM 6 @ 3.00
:Point Load Location
P1
3.00'
13.75'
Reactions(DL+LL/Max. Load Combination)
Down 5982/5982 4623/4623Up 0/0 0/0
Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310)w/Left:4x4 post Right:2-2x4 trim./stud
Critical Shear =5784 LB @ 0.33' 1.5xShear/(FvxA)=0.571
Fv=310 A= 49.00
Critical Moment =17933 LBxFT @ 6.00' Ratio=0.821
Fb= 2292 S= 114.33
Critical Deflection =-0.348 Inch @ 6.67' L/480=0.344
5784
Shear Diagram:DL FL_L
17933
Moment Diagram:DL FL_L
-0.348
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 8 Top Flush Bm Over the GarageLoads (Downward +)Beam Weight 40.0 PLF from 0.0' to 20.8'
Exterior Wall 135 PLF= 9.0'x15.0 @ 0.00' to 20.75'
Primary Roof 440 PLF=22.0'x(20+20)/2 @ 0.00' to 20.75'
Primary Roof 210 PLF=10.5'x(20+20)/2 @ 0.00' to 20.75'
Primary Floor 55 PLF= 2.0'x(15+40)/2 @ 0.00' to 20.75'
Shear Wall W= 751 S= 1080 H= 9.0' @ 5.0' L= 4.0' 3(A)
Point Load(P1) From right of BM GT#1 @ 0.00
Point Load(P2) From right of BM 6 @ 0.00
:Point Load Location :Edge of Shear Panel
P1P2
20.75'
Reactions(DL+LL/Max. Load Combination)
Down 15621/16121 8060/8890
Up 0/0 0/0
Use PARALLAM 5 1/4 x 18(Fb=2800 Fv=285)w/Left:Design trim./post Right:2-2x6 trim./stud
Critical Shear =7400 LB @ 0.33' 1.5xShear/(FvxA)=0.330
Fv=356 A= 94.50Critical Moment =39660 LBxFT @ 10.33' Ratio=0.502
Fb= 3346 S= 283.50
Critical Deflection =-0.635 Inch @10.33' L/280=0.889
7400
Shear Diagram:DL RF_L
39660
Moment Diagram:DL RF_L
-0.635
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 8 Top Flush Bm Over the GarageLoads (Downward +)Beam Weight 40.0 PLF from 0.0' to 20.8'
Exterior Wall 135 PLF= 9.0'x15.0 @ 0.00' to 20.75'
Primary Roof 440 PLF=22.0'x(20+20)/2 @ 0.00' to 20.75'
Primary Roof 210 PLF=10.5'x(20+20)/2 @ 0.00' to 20.75'
Primary Floor 55 PLF= 2.0'x(15+40)/2 @ 0.00' to 20.75'
Shear Wall W= 751 S= 1080 H= 9.0' @ 5.0' L= 4.0' 3(A)
Point Load(P1) From right of BM GT#1 @ 0.00
Point Load(P2) From right of BM 6 @ 0.00
:Point Load Location :Edge of Shear Panel
P1P2
20.75'
Reactions(DL+LL/Max. Load Combination)
Down 15621/16121 8060/8890
Up 0/0 0/0
Use GLB 24F V4 5 1/8 x 18(Fb=2400/1850 Fv=265)w/Left:Design trim./post Right:2-2x6 trim./stud
Critical Shear =7400 LB @ 0.33' 1.5xShear/(FvxA)=0.363
Fv=331 A= 92.25
Critical Moment =39660 LBxFT @ 10.33' Ratio=0.620
Fb= 2772 S= 276.75Critical Deflection =-0.723 Inch @10.33' L/280=0.889
7400
Shear Diagram:DL RF_L
39660
Moment Diagram:DL RF_L
-0.723
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 8C Flush Bm Over the GarageLoads (Downward +)Beam Weight 40.0 PLF from 0.0' to 20.8'
Exterior Wall 135 PLF= 9.0'x15.0 @ 0.00' to 20.75'
Primary Roof 400 PLF=20.0'x(20+20)/2 @ 0.00' to 13.75'
Primary Roof 210 PLF=10.5'x(20+20)/2 @ 0.00' to 20.75'
Primary Floor 55 PLF= 2.0'x(15+40)/2 @ 0.00' to 20.75'
Shear Wall W= 751 S= 1080 H= 9.0' @ 5.0' L= 4.0' 3(A)
Primary Roof 200 PLF=10.0'x(20+20)/2 @13.75' to 20.75'
Point Load(P1) From right of BM GT#4 @13.75
Point Load(P2) From left of BM GT#1 @ 0.00
Point Load(P3) From right of BM 6 @ 0.00
:Point Load Location :Edge of Shear Panel
P1
13.75'
P2P3
20.75'
Reactions(DL+LL/Max. Load Combination)
Down 15774/16272 8036/8889
Up 0/0 0/0
Use GLB 24F V4 5 1/8 x 18(Fb=2400/1850 Fv=265)w/Left:Design trim./post Right:2-2x6 trim./stud
Critical Shear =7538 LB @ 0.33' 1.5xShear/(FvxA)=0.370
Fv=331 A= 92.25Critical Moment =42831 LBxFT @ 11.00' Ratio=0.671
Fb= 2769 S= 276.75
Critical Deflection =-0.773 Inch @10.42' L/280=0.889
7538
Shear Diagram:DL RF_L
42831
Moment Diagram:DL RF_L
-0.773
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 9(Drop) Header @ Front of the GarageLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 16.3'
Exterior Wall 165 PLF=11.0'x15.0 @ 0.00' to 16.25'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 16.25'
Primary Floor 605 PLF=22.0'x(15+40)/2 @ 0.00' to 16.25'
Shear Wall W= 1141 S= 1102 H= 9.0' @14.0' L= 4.0' 10(A)
:Edge of Shear Panel
16.25'
Reactions(DL+LL/Max. Load Combination)
Down 8043/8053 8043/11679
Up 0/0 0/-4041
Use GLB 24F V4 5 1/8 x 15(Fb=2400/1850 Fv=265)w/Left:2-2x6 trim./stud Right:Design trim./post
Critical Shear =-6934 LB @15.92' 1.5xShear/(FvxA)=0.511
Fv=265 A= 76.88
Critical Moment =29372 LBxFT @ 8.08' Ratio=0.794
Fb= 2310 S= 192.19
Critical Deflection =-0.599 Inch @ 8.17' L/280=0.696
-6934Shear Diagram:DL FL_L
29372
Moment Diagram:DL FL_L
-0.599
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 10(Drop) Header @ Front of the GarageLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 8.3'
Primary Roof 420 PLF=21.0'x(20+20)/2 @ 0.00' to 2.00'
Primary Roof 180 PLF= 9.0'x(20+20)/2 @ 2.00' to 8.25'
Exterior Wall 30 PLF= 2.0'x15.0 @ 0.00' to 8.25'
Point Load(P1) From right of BM GT#2 @ 2.00
:Point Load Location
P1
2.00'
8.25'
Reactions(DL+LL/Max. Load Combination)
Down 3257/3257 1611/1611
Up 0/0 0/0
Use DFL NO1 6 x 8(Fb=1200 Fv=170)
Critical Shear =3100 LB @ 0.33' 1.5xShear/(FvxA)=0.531
Fv=213 A= 41.25
Crit ical Moment =5574 LBxFT @ 2.00' Ratio=0.869
Fb= 1492 S= 51.56
Critical Deflection =-0.199 Inch @ 3.83' L/240=0.412
3100
Shear Diagram:DL RF_L
5574
Moment Diagram:DL RF_L
-0.199
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 11 HDR Bm @ Front of the GarageLoads (Downward +)Beam Weight 30.0 PLF @ 0.0' to 16.3'
Primary Floor 28 PLF= 1.0'x(15+40)/2 @ 0.00' to 16.25'
Exterior Wall 135 PLF= 9.0'x15.0 @ 0.00' to 16.25'
Primary Roof 40 PLF= 2.0'x(20+20)/2 @ 0.00' to 16.25'
16.25'
Reactions(DL+LL/Max. Load Combination)
Down 1889/1808 1889/1808
Up 0/0 0/0
Use DFL NO1 6 x 10(Fb=1350 Fv=170)
Critical Shear =1500 LB @ 0.33' 1.5xShear/(FvxA)=0.281
Fv=153 A= 52.25
Crit ical Moment =6354 LBxFT @ 8.17' Ratio=0.759
Fb= 1215 S= 82.73
Critical Deflection =-0.580 Inch @ 8.08' L/280=0.696
1500
Shear Diagram:DL
6354
Moment Diagram:DL
-0.580
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 12(Drop) Drop Bm @ Front of the Porch @ ELEV.BLoads (Downward +)Beam Weight 30.0 PLF from 0.0' to 14.8'
Primary Roof 140 PLF= 7.0'x(20+20)/2 @ 0.00' to 14.75'
Exterior Wall 15 PLF= 1.0'x15.0 @ 0.00' to 14.75'
14.75'
Reactions(DL+LL/Max. Load Combination)
Down 1364/1364 1364/1364
Up 0/0 0/0
Use DFL NO1 6 x 12(Fb=1350 Fv=170)
Critical Shear =1303 LB @ 0.33' 1.5xShear/(FvxA)=0.145
Fv=213 A= 63.25
Crit ical Moment =5031 LBxFT @ 7.42' Ratio=0.301
Fb= 1654 S= 121.23
Critical Deflection =-0.177 Inch @ 7.42' L/240=0.738
1303
Shear Diagram:DL RF_L
5031
Moment Diagram:DL RF_L
-0.177
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 13(Drop) Header @ Rear of the Bed #2 @ ELEV.CLoads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 4.3'
Primary Roof 180 PLF= 9.0'x(20+20)/2 @ 0.00' to 3.50'
Primary Roof 700 PLF=35.0'x(20+20)/2 @ 3.50' to 4.25'
Exterior Wall 30 PLF= 2.0'x15.0 @ 0.00' to 4.25'
Point Load(P1)From left of BM GT#3 @ 3.50
:Point Load Location
P1
3.50'
4.25'
Reactions(DL+LL/Max. Load Combination)
Down 1238/1238 4180/4180
Up 0/0 0/0
Use DFL NO2 4 x 10(Fb= 900 Fv=180)w/ Right:2-2x4 trim./stud
Critical Shear =-3930 LB @ 3.92' 1.5xShear/(FvxA)=0.809
Fv=225 A= 32.38
Crit ical Moment =2924 LBxFT @ 3.50' Ratio=0.524
Fb= 1340 S= 49.91
Critical Deflection = -0.021 INCH @ 2.33'
-3930Shear Diagram:DL RF_L
2924
Moment Diagram:DL RF_L
-0.021
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 14(Drop) Header @ Rear of the Bed #2Loads (Downward +)Beam Weight 20.0 PLF from 0.0' to 4.3'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 4.25'
Exterior Wall 60 PLF= 4.0'x15.0 @ 0.00' to 4.25'
Point Load(P1) From left of BM 13 @ 0.00
Point Load(P2) From right of BM 13 @ 4.25
:Point Load Location
P1 P2
4.25'
Reactions(DL+LL/Max. Load Combination)
Down 2518/2190 5460/4818
Up 0/0 0/0
Use DFL NO2 4 x 6(Fb= 900 Fv=180)w/ Right:2-2x4 trim./stud
Critical Shear =1079 LB @ 0.33' 1.5xShear/(FvxA)=0.467
Fv=180 A= 19.25
Crit ical Moment =1360 LBxFT @ 2.17' Ratio=0.793
Fb= 1166 S= 17.65
Critical Deflection = -0.036 INCH @ 2.08'
1079
Shear Diagram:DL FL_L
1360
Moment Diagram:DL FL_L
-0.036
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 16 Header @ Rear of the Bed #4Loads (Downward +)Beam Weight 20.0 PLF from 0.0' to 5.5'
Exterior Wall 150 PLF=10.0'x15.0 @ 0.00' to 5.50'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 5.50'
Point Load(P1) From left of BM 13 @ 0.50
Point Load(P2)From right of BM 13 @ 5.00
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 0.50'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 5.00' to 5.50'
:Point Load Location
P1
0.50'
P2
5.00'
5.50'
Reactions(DL+LL/Max. Load Combination)
Down 3521/3091 6165/5449
Up 0/0 0/0
Use DFL NO2 4 x 12(Fb= 900 Fv=180)w/ Right:4x4 post
Critical Shear =-5040 LB @ 5.17' 1.5xShear/(FvxA)=0.853
Fv=225 A= 39.38
Crit ical Moment =3454 LBxFT @ 3.00' Ratio=0.567
Fb= 990 S= 73.83Critical Deflection = -0.035 INCH @ 2.83'
-5040Shear Diagram:DL 0.75xFL 0.75xRl
3454
Moment Diagram:DL FL_L
-0.035
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 15(Drop) Header @ Left of the Living Room 2 OPT.Loads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 2.8'
Point Load(P1) From left of BM 7 @ 1.00
Exterior Wall 30 PLF= 2.0'x15.0 @ 0.00' to 2.75'
Primary Floor 55 PLF= 2.0'x(15+40)/2 @ 0.00' to 2.75'
:Point Load Location
P1
1.00'
2.75'
Reactions(DL+LL/Max. Load Combination)Down 4553/4553 2663/2663
Up 0/0 0/0
Use GLB 24F V4 3 1/8 x 12(Fb=2400/1850 Fv=265)w/Left:2-2x4 trim./stud
Critical Shear =4518 LB @ 0.33' 1.5xShear/(FvxA)=0.682
Fv=265 A= 37.50
Crit ical Moment =4500 LBxFT @ 1.00' Ratio=0.303
Fb= 2374 S= 75.00
Critical Deflection = -0.004 INCH @ 1.25'
4518
Shear Diagram:DL FL_L
4500
Moment Diagram:DL FL_L
-0.004
Deflection Diagram:LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 16 Header @ Rear of the Porch @ PLAN 3CLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 5.5'
Exterior Wall 150 PLF=10.0'x15.0 @ 0.00' to 5.50'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 5.50'
Point Load(P1) From left of BM 13 @ 0.50
Point Load(P2) From right of BM 13 @ 5.00
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 0.50'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 5.00' to 5.50'
:Point Load Location
P1
0.50'
P2
5.00'
5.50'
Reactions(DL+LL/Max. Load Combination)
Down 3521/3091 6165/5449
Up 0/0 0/0
Use DFL NO2 4 x 12(Fb= 900 Fv=180)w/ Right:4x4 post
Critical Shear =-5040 LB @ 5.17' 1.5xShear/(FvxA)=0.853
Fv=225 A= 39.38
Crit ical Moment =3454 LBxFT @ 3.00' Ratio=0.567Fb= 990 S= 73.83
Critical Deflection = -0.035 INCH @ 2.83'
-5040Shear Diagram:DL 0.75xFL 0.75xRl
3454
Moment Diagram:DL FL_L
-0.035
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 17 Header @ Rear of the Porch @ PLAN 3CLoads (Downward +)Beam Weight 20.0 PLF from 0.0' to 5.5'
Exterior Wall 150 PLF=10.0'x15.0 @ 0.00' to 5.50'
Primary Floor 523 PLF=19.0'x(15+40)/2 @ 0.00' to 5.50'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 0.00' to 5.50'
5.50'
Reactions(DL+LL/Max. Load Combination)
Down 3884/3376 3884/3376Up 0/0 0/0
Use DFL NO2 4 x 10(Fb= 900 Fv=180)w/Left:2-2x4 trim./stud Right:2-2x4 trim./stud
Critical Shear =-2544 LB @ 5.17' 1.5xShear/(FvxA)=0.655
Fv=180 A= 32.38
Crit ical Moment =3980 LBxFT @ 2.75' Ratio=0.886
Fb= 1080 S= 49.91
Critical Deflection = -0.079 INCH @ 2.75'
-2544Shear Diagram:DL FL_L
3980
Moment Diagram:DL FL_L
-0.079
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 18(Drop) Header @ Rear of the Patio @ OPT.Loads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 12.3'
Primary Roof 720 PLF=36.0'x(20+20)/2 @ 0.00' to 12.25'
Exterior Wall150 PLF=10.0'x15.0 @ 0.00' to 12.25'
Primary Floor 536 PLF=19.5'x(15+40)/2 @ 0.00' to 12.25'
12.25'
Reactions(DL+LL/Max. Load Combination)
Down 8691/7553 8691/7553
Up 0/0 0/0
Use GLB 24F V4 3 1/8 x 15(Fb=2400/1850 Fv=265)w/Left:Design trim./post Right:Design trim./post
Critical Shear =6175 LB @ 0.33' 1.5xShear/(FvxA)=0.746
Fv=265 A= 46.88
Critical Moment =20000 LBxFT @ 6.17' Ratio=1.023
Fb= 2003 S= 117.19
Critical Deflection =-0.454 Inch @ 6.08' L/280=0.525
6175
Shear Diagram:DL FL_L
20000
Moment Diagram:DL FL_L
-0.454
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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Beam ID: 19(Drop) Drop Bm @ Front of the PatioLoads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 11.3'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 11.25'11.25'
Reactions(DL+LL/Max. Load Combination)
Down 1238/1238 1238/1238
Up 0/0 0/0
Use DFL NO1 6 x 8(Fb=1200 Fv=170)
Critical Shear =1164 LB @ 0.33' 1.5xShear/(FvxA)=0.199
Fv=213 A= 41.25
Crit ical Moment =3480 LBxFT @ 5.67' Ratio=0.544
Fb= 1489 S= 51.56
Critical Deflection =-0.256 Inch @ 5.67' L/240=0.563
1164
Shear Diagram:DL RF_L
3480
Moment Diagram:DL RF_L
-0.256
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
Beam ID: 20 Drop Bm @ Left of the PatioLoads (Downward +)Beam Weight 20.0 PLF @ 0.0' to 7.3'
Primary Roof 200 PLF=10.0'x(20+20)/2 @ 0.00' to 5.50'
Primary Roof 340 PLF=17.0'x(20+20)/2 @ 5.50' to 7.25'
Point Load(P1) From left of BM GT#5 @ 5.50
:Point Load Location
P1
5.50'
7.25'
Reactions(DL+LL/Max. Load Combination)
Down 1237/1237 2300/2300
Up 0/0 0/0
Use DFL NO1 6 x 8(Fb=1200 Fv=170)
Critical Shear =-2180 LB @ 6.92' 1.5xShear/(FvxA)=0.373
Fv=213 A= 41.25
Crit ical Moment =3473 LBxFT @ 5.50' Ratio=0.539
Fb= 1500 S= 51.56
Critical Deflection = -0.099 INCH @ 3.83'
-2180Shear Diagram:DL RF_L
3473
Moment Diagram:DL RF_L
-0.099
Deflection Diagram:DL LL
Job : 62742-202
Plan : 3
IBC9.7
7/17/2019 2742-PLAN3
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GOUVIS ENGINEERING CONSULTING GROUPLATERAL ANALYSIS
2010 CBC
POURING MONO
SHEET : L - 1
JOB NO. : 62742
CLIENT : Pardee Homes
PLAN NO. : 3
DATE : 8/21/2012(Ver
Y DIRECTION SECTION 1Y
BLDG DIMENSION (FT): BASE HT=0.5, SLOPE ROOF HT=25.0, GABLE MEAN ROOF HT=23.0, L=56.0, B=48.0FLOOR HT (FT): 1-FLR=9.0, 2-FLR=19.3WIND PARAMETERS: WIND SPEED=85 MPH, WIND EXPOSURE=CCOEFFICIENTS: Kd=0.85, Kzt=1.00, G=0.85, GCpi= 0.18, =1.00INTERPOLATION: L/B YES, h/L YES, YES, qh=14.47WIND HEIGHT (FT): 15 20 25 30 UPLIFT (AVE.)WALL PRESSURE P (PSF): 14.81 15.38 15.84 16.24 9.37ROOF: 48.00(WW)/17.00/18.43, 48.00(LW)/17.00/18.43; OVERHANGS: 48.00/2.00WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*5.75*1.00)+70.51=128.01WIND LOAD FLOOR (PLF): 1-FLR=150.68 MAX TOTAL=278.69Ry= 6.5, SITE CLASS: D, SDS=2FaSs/3=2x1.00x1.50/3=1.000, SD1=2FvS1/3=2x1.50x0.60/3=0.600, SDC=D, k=1.0000V=SDSIW/1.4Ry=(1.000)(1.00)W/(1.4*6.5)= 0.1099WROOF: DL ROOF = 20.0x36.0 = 720.00 PLF
DL EXT WALL = 15.0[2.0(19.25-14.63)] = 138.75 PLFDL INT WALL = 10.0[2.0(19.25-14.63)] = 92.50 PLFSHEAR = 0.1099(720.00+138.75+92.50) = 0.1099(951.25) = 104.53 PLF
1-FLR: DL FLOOR = 15.0x34.0 = 510.00 PLFDL EXT WALL = 15.0[2.0(14.63-10.00)+2.0(9.00-4.50)] = 273.75 PLFDL INT WALL = 10.0[2.0(14.63-10.00)+1.0(9.00-4.50)] = 137.50 PLFSHEAR = 0.1099(510.00+273.75+137.50) = 0.1099(921.25) = 101.24 PLF
TOTAL SEISMIC LOAD = 104.53+101.24 = 205.77 PLF REDISTRIB.: 951.3x19.3+921.3x9.0 = 26602.8SHEAR ROOF = 205.77 x 951.25 x 19.25 / 26602.81 = 141.64 PLF (141.64 PLF)SHEAR 1-FLR = 205.77 x 921.25 x 9.00 / 26602.81 = 64.13 PLF (131.61 PLF)
ROOF : 141.64 PLF SEISMIC GOVERN (DIAPH.ONLY)1-FLR: 278.69 PLF WIND GOVERN
ROOF DIAPHRAGM V = 141.64 = 141.64 PLFMAX SHEAR = 141.64 x 48.00 / (2 x 34.00) = 99.98 PLFUSE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 141.64 x 48.00 x 48.00 / (8 x 34.00) = 1199.75 LBSUSE 8 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS1-FLR DIAPHRAGM V = 150.68 PLF ALIGNMAX SHEAR = 150.68 x 48.00 / (2 x 34.00) = 106.36 PLFUSE: 23/32" CDX RATED UNBLKED W/10d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 150.68 x 48.00 x 48.00 / (8 x 34.00) = 1276.33 LBS
USE 8 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS
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GOUVIS ENGINEERING CONSULTING GROUPLATERAL ANALYSIS
2010 CBC
POURING MONO
SHEET : L - 2
JOB NO. : 62742
CLIENT : Pardee Homes
PLAN NO. : 3
DATE : 8/21/2012(Ver
Y DIRECTION SECTION 2Y
BLDG DIMENSION (FT): BASE HT=0.5, SLOPE ROOF HT=22.5, GABLE MEAN ROOF HT=21.5, L=56.0, B=48.0FLOOR HT (FT): 1-FLR=9.0, 2-FLR=19.3WIND PARAMETERS: WIND SPEED=85 MPH, WIND EXPOSURE=CCOEFFICIENTS: Kd=0.85, Kzt=1.00, G=0.85, GCpi= 0.18, =1.00INTERPOLATION: L/B YES, h/L YES, YES, qh=14.47WIND HEIGHT (FT): 15 20 25 UPLIFT (AVE.)WALL PRESSURE P (PSF): 14.81 15.38 15.84 6.51ROOF: 20.00(WW)/10.50/18.43; OVERHANGS: 30.50/1.00GABLE: 20.50(LW)/10.50WIND LOAD ROOF (PLF): +Y/+GCpi=51.61(R) +Y/-GCpi=54.78(R) -Y/+GCpi=74.86(R) -Y/-GCpi=71.69(R)WIND LOAD FLOOR (PLF): 1-FLR=92.58(R) MAX TOTAL=167.44Ry= 6.5, SITE CLASS: D, SDS=2FaSs/3=2x1.00x1.50/3=1.000, SD1=2FvS1/3=2x1.50x0.60/3=0.600, SDC=D, k=1.0000V=SDSIW/1.4Ry=(1.000)(1.00)W/(1.4*6.5)= 0.1099WROOF: DL ROOF = 20.0x21.8 = 435.00 PLF
DL EXT WALL = 15.0[2.0(19.25-14.63)] = 138.75 PLFDL INT WALL = 10.0[1.0(19.25-14.63)] = 46.25 PLFSHEAR = 0.1099(435.00+138.75+46.25) = 0.1099(620.00) = 68.13 PLF
1-FLR: DL FLOOR = 15.0x21.8 = 326.25 PLFDL EXT WALL = 15.0[2.0(14.63-10.00)+2.0(9.00-4.50)] = 273.75 PLFDL INT WALL = 10.0[1.0(14.63-10.00)+0.0(9.00-4.50)] = 46.25 PLF
SHEAR = 0.1099(326.25+273.75+46.25) = 0.1099(646.25) = 71.02 PLF TOTAL SEISMIC LOAD = 68.13+71.02 = 139.15 PLF REDISTRIB.: 620.0x19.3+646.3x9.0 = 17751.3SHEAR ROOF = 139.15 x 620.00 x 19.25 / 17751.25 = 93.56 PLF (93.56 PLF)SHEAR 1-FLR = 139.15 x 646.25 x 9.00 / 17751.25 = 45.59 PLF (92.32 PLF)
ROOF : 93.56 PLF SEISMIC GOVERN (DIAPH.ONLY)1-FLR: 167.44 PLF WIND GOVERN
ROOF DIAPHRAGM V = 93.56 = 93.56 PLFMAX SHEAR = 93.56 x 20.00 / (2 x 21.75) = 43.01 PLFUSE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 93.56 x 20.00 x 20.00 / (8 x 21.75) = 215.07 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)1-FLR DIAPHRAGM V = 92.58 PLF ALIGNMAX SHEAR = 92.58 x 30.50 / (2 x 21.75) = 64.91 PLFUSE: 23/32" CDX RATED UNBLKED W/10d COMMON NAILS AT 6", 6", 12" O.C.
CHORD FORCE = 92.58 x 30.50 x 30.50 / (8 x 21.75) = 494.94 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)
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GOUVIS ENGINEERING CONSULTING GROUPLATERAL ANALYSIS
2010 CBC
POURING MONO
SHEET : L - 3
JOB NO. : 62742
CLIENT : Pardee Homes
PLAN NO. : 3
DATE : 8/21/2012(Ver
X DIRECTION SECTION 1X
BLDG DIMENSION (FT): BASE HT=0.5, SLOPE ROOF HT=25.0, GABLE MEAN ROOF HT=23.0, L=48.0, B=56.0FLOOR HT (FT): 1-FLR=9.0, 2-FLR=19.3WIND PARAMETERS: WIND SPEED=85 MPH, WIND EXPOSURE=CCOEFFICIENTS: Kd=0.85, Kzt=1.00, G=0.85, GCpi= 0.18, =1.00INTERPOLATION: L/B YES, h/L YES, YES, qh=14.47WIND HEIGHT (FT): 15 20 25 30 UPLIFT (AVE.)WALL PRESSURE P (PSF): 15.22 15.79 16.25 16.65 6.05OVERHANGS: 34.00/2.003.00/2.00GABLE: 34.00(LW)/24.00WIND LOAD ROOF (PLF): +X/+GCpi=105.23 +X/-GCpi=85.70 -X/+GCpi=99.53 -X/-GCpi=119.06WIND LOAD FLOOR (PLF): 1-FLR=154.83 MAX TOTAL=273.89Rx= 6.5, SITE CLASS: D, SDS=2FaSs/3=2x1.00x1.50/3=1.000, SD1=2FvS1/3=2x1.50x0.60/3=0.600, SDC=D, k=1.0000V=SDSIW/1.4Rx=(1.000)(1.00)W/(1.4*6.5)= 0.1099WROOF: DL ROOF = 20.0x49.0 = 980.00 PLF
DL EXT WALL = 15.0[2.0(19.25-14.63)] = 138.75 PLFDL INT WALL = 10.0[2.0(19.25-14.63)] = 92.50 PLFSHEAR = 0.1099(980.00+138.75+92.50) = 0.1099(1211.25) = 133.10 PLF
1-FLR: DL FLOOR = 15.0x48.0 = 720.00 PLFDL EXT WALL = 15.0[2.0(14.63-10.00)+2.0(9.00-4.50)] = 273.75 PLFDL INT WALL = 10.0[2.0(14.63-10.00)+1.5(9.00-4.50)] = 160.00 PLF
SHEAR = 0.1099(720.00+273.75+160.00) = 0.1099(1153.75) = 126.79 PLF TOTAL SEISMIC LOAD = 133.10+126.79 = 259.89 PLF REDISTRIB.: 1211.3x19.3+1153.8x9.0 = 33700.3SHEAR ROOF = 259.89 x 1211.25 x 19.25 / 33700.31 = 179.81 PLF (179.81 PLF)SHEAR 1-FLR = 259.89 x 1153.75 x 9.00 / 33700.31 = 80.08 PLF (164.82 PLF)
ROOF : 179.81 PLF SEISMIC GOVERN (DIAPH.ONLY)1-FLR: 273.89 PLF WIND GOVERN
ROOF DIAPHRAGM V = 179.81 = 179.81 PLFMAX SHEAR = 179.81 x 34.25 / (2 x 48.00) = 64.15 PLFUSE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 179.81 x 34.25 x 34.25 / (8 x 48.00) = 549.30 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)1-FLR DIAPHRAGM V = 164.82 PLF ALIGNMAX SHEAR = 164.82 x 34.25 / (2 x 48.00) = 58.80 PLFUSE: 23/32" CDX RATED UNBLKED W/10d COMMON NAILS AT 6", 6", 12" O.C.
CHORD FORCE = 164.82 x 34.25 x 34.25 / (8 x 48.00) = 503.50 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)
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GOUVIS ENGINEERING CONSULTING GROUPLATERAL ANALYSIS
2010 CBC
POURING MONO
SHEET : L - 4
JOB NO. : 62742
CLIENT : Pardee Homes
PLAN NO. : 3
DATE : 8/21/2012(Ver
X DIRECTION SECTION 2X
BLDG DIMENSION (FT): BASE HT=0.5, SLOPE ROOF HT=22.5, GABLE MEAN ROOF HT=21.5, L=48.0, B=56.0FLOOR HT (FT): 1-FLR=9.0, 2-FLR=19.3WIND PARAMETERS: WIND SPEED=85 MPH, WIND EXPOSURE=CCOEFFICIENTS: Kd=0.85, Kzt=1.00, G=0.85, GCpi= 0.18, =1.00INTERPOLATION: L/B YES, h/L YES, YES, qh=14.47WIND HEIGHT (FT): 15 20 25 UPLIFT (AVE.)WALL PRESSURE P (PSF): 15.22 15.79 16.25 6.59ROOF: 21.75(WW)/10.25/18.43, 21.75(LW)/10.25/18.43; OVERHANGS: 21.75/2.00WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*3.25*1.00)+72.41=104.91WIND LOAD FLOOR (PLF): 1-FLR=154.83 MAX TOTAL=259.74Rx= 6.5, SITE CLASS: D, SDS=2FaSs/3=2x1.00x1.50/3=1.000, SD1=2FvS1/3=2x1.50x0.60/3=0.600, SDC=D, k=1.0000V=SDSIW/1.4Rx=(1.000)(1.00)W/(1.4*6.5)= 0.1099WROOF: DL ROOF = 20.0x22.5 = 450.00 PLF
DL EXT WALL = 15.0[2.0(19.25-14.63)] = 138.75 PLFSHEAR = 0.1099(450.00+138.75) = 0.1099(588.75) = 64.70 PLF
1-FLR: DL ROOF = 20.0x10.5 = 210.00 PLFDL FLOOR = 15.0x20.5 = 307.50 PLFDL EXT WALL = 15.0[2.0(14.63-10.00)+2.0(9.00-4.50)] = 273.75 PLFSHEAR = 0.1099(210.00+307.50+273.75) = 0.1099(791.25) = 86.95 PLF
TOTAL SEISMIC LOAD = 64.70+86.95 = 151.65 PLF
REDISTRIB.: 588.8x19.3+791.3x9.0 = 18454.7SHEAR ROOF = 151.65 x 588.75 x 19.25 / 18454.69 = 93.13 PLF (93.13 PLF)SHEAR 1-FLR = 151.65 x 791.25 x 9.00 / 18454.69 = 58.52 PLF (113.04 PLF)
ROOF : 104.91 PLF WIND GOVERN (DIAPH.ONLY)1-FLR: 259.74 PLF WIND GOVERN
ROOF DIAPHRAGM V = 104.91 = 104.91 PLFMAX SHEAR = 104.91 x 21.75 / (2 x 20.50) = 55.65 PLFUSE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 104.91 x 21.75 x 21.75 / (8 x 20.50) = 302.61 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)1-FLR DIAPHRAGM V = 154.83 PLF ALIGNMAX SHEAR = 154.83 x 21.75 / (2 x 31.00) = 54.31 PLFUSE: 23/32" CDX RATED UNBLKED W/10d COMMON NAILS AT 6", 6", 12" O.C.CHORD FORCE = 154.83 x 21.75 x 21.75 / (8 x 31.00) = 295.34 LBSSPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION)
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 3072 Seismic: 3399
1Y_ROOF
wind
seismic
128.0
141.6
| 48.0
1 @Left of Elevation 2ND Floor Exterior Wall(Y Dir.)
Wind 3072(Uplift on Roof=7.4 PSF)Seismic 3597= 3399+ 198
1.5 2.5 5.8 2.5 2.3 4.5 8.0
A
2.8 2.5 1.8
9.0
Strap(E)
0.0
A
11.3
B
19.0
2010
27.0
741
A
34.034.0
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 34.00(FT) Total Panel Length = 8.00(FT)Shear Diaphragm = 3597/ 34.00 = 106(PLF) = 1.00Use (9 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 3597/ 8.00= 450(PLF)(Flexible ) Max. Drag = 2010(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.192" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 3953(LB) C= 4200(LB) (2)CS14/(2)2x4 ****
Right Side : T= 3953(LB) C= 4200(LB) (2)CS14/(2)2x4 ****
Use (2)CS14/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 749 Seismic: 936
2Y_ROOF
wind
seismic
74.9
93.6
| 20.0
2 @Left of Family Room 2ND Floor Exterior Wall(Y Dir.)
Wind 749(Uplift on Roof=8.5 PSF)Seismic 1045= 936+ 109
0.5 4.5 3.8 2.5 4.0
A
1.0 2.5 1.5
9.0
Strap(E)
0.0
A
11.2
580
15.3
258
A
20.320.3
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceTotal Wall Length = 20.25(FT) Total Panel Length = 4.00(FT)Shear Diaphragm = 1045/ 20.25 = 52(PLF) = 1.00Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 1045/ 4.00= 261(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 580(LB)
Use TYPE 2
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.052" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'Roof_P 210.0= 20 *21.0/2 FROM 0.0' TO 20.3'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 2220(LB) C= 2676(LB) (2)CS16/(2)2x4 ****
Right Side : T= 2220(LB) C= 2676(LB) (2)CS16/(2)2x4 ****
Use (2)CS16/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 749 Seismic: 936
2Y_ROOF
wind
seismic
74.9
93.6
| 20.0
3 @Right of Family Room 2ND Floor Exterior Wall(Y Dir.)
Wind 749(Uplift on Roof=8.5 PSF)Seismic 1056= 936+ 120
1.5 2.5 1 .0 4.0
A
2.5 5.0 2.5 1.5
9.0
Strap(E)
0.0
A
5.0
257
9.0
592
A
20.5
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceTotal Wall Length = 20.50(FT) Total Panel Length = 4.00(FT)Shear Diaphragm = 1056/ 20.50 = 51(PLF) = 1.00Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 1056/ 4.00= 264(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 592(LB)
Use TYPE 2
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.063" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'Roof_P 210.0= 20 *21.0/2 FROM 0.0' TO 20.5'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 2247(LB) C= 2702(LB) (2)CS16/(2)2x4 ****
Right Side : T= 2247(LB) C= 2702(LB) (2)CS16/(2)2x4 ****
Use (2)CS16/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 3072 Seismic: 3399
1Y_ROOF
wind
seismic
128.0
141.6
| 48.0
4 @Right of Elevation 2ND Floor Exterior Wall(Y Dir.)
Wind 3072(Uplift on Roof=8.5 PSF)Seismic 3603= 3399+ 204
1.0 2.5 2.8 2.3 2.8 2.3 0.5 7.5
A
5.5 2.5 3.5
9.0
Strap(E)
0.0
A
10.9
B
14.0
1529
21.5
1256
22.1
AB
33.033.0
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 33.00(FT) Total Panel Length = 7.50(FT)Shear Diaphragm = 3603/ 33.00 = 109(PLF) = 1.00Use (9 A35) or (7 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 3603/ 7.50= 480(PLF)(Flexible ) Max. Drag = 1529(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.296" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 4267(LB) C= 4498(LB) (2)CS14/(2)2x4 ****
Right Side : T= 4267(LB) C= 4498(LB) (2)CS14/(2)2x4 ****
Use (2)CS14/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 3616 Seismic: 1539
1Y_1_FL
wind
seismic
150.7
64.1
| 48.0
Load 1 @ 0.0' Start 0.0' to 34.0'(100%)
5 @Left of Elevation 1ST Floor 1-Pour Exterior Wall(Y Dir.)
Wind 6689Seismic 5521= 5334+ 187
1.5 2.8 9.5
A
5.0 2.0 2.5 5.5
B
3.0 1.5
9.0
Strap(E) HD Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May Needed
0.0
A
4.2
855
13.7
1470
15.1
AB
23.3
441
28.8
905
A
33.333.3
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 33.25(FT) Total Panel Length = 15.00(FT)
Shear Diaphragm = 6689/ 33.25 = 201(PLF) = 1.00Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(W) = 6689/15.00= 446(PLF)(Flexible ) Max. Drag = 1470(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.747" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
Load 1 @ 0.0' Start 0.0' to 34.0'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 3407(LB) C= 4230(LB) STHD14/4x4
T= 3351(LB) C= 4230(LB) ** STHD10/4x4Right Side : T= 3459(LB) C= 4230(LB) STHD14/4x4
T= 3342(LB) C= 4230(LB) ** STHD10/4x4
Use STHD14/4x4 on both ends or Use STHD10/4x4** on both ends
w/(3)5/8" x 12" Anchor Bo lt (@ 40" O.C. Max.)Panel B Left Side : T= 2741(LB) C= 4414(LB) STHD10/4x4
Right Side : T= 6304(LB) C= 4328(LB) HDU8/4x4(I) w/DBL BLK'G
Use STHD10/4x4 @ L. & HDU8/4x4(I) @ R.w/(2)5/8" x 12" Anchor Bo lt (@ 40" O.C. Max.)
For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End
** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer
(I) Holdown inside of panel
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 3616 Seismic: 1539
1Y_1_FL
wind
seismic
150.7
64.1
| 48.0
Load 1 @ 0.0' Start 0.0' to 34.0'(100%)
5XA @Left of Elevation 1ST Floor 1-Pour Exterior Wall(Y Dir.)
Wind 6689Seismic 5524= 5334+ 190
1.8 2.3 9.8
A
5.3 4.0
B
2.3 4.3 9.8
9.0
Strap(E) HD Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May Needed
0.0
A
4.0
682
13.7
2400
15.3
BC
19.0
1505
23.0
2769
C
26.7
B
32.3
A
39.339.3
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceC: Simpson ST6236(3230 LB) ALT (22) # 16d sinker per top plate spliceTotal Wall Length = 39.25(FT) Total Panel Length = 13.75(FT)Shear Diaphragm = 6689/ 39.25 = 170(PLF) = 1.00
Use (16 A35) or (12 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(W) = 6689/13.75= 486(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 2769(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.965" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
Load 1 @ 0.0' Start 0.0' to 34.0'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 3719(LB) C= 4669(LB) STHD14/4x4
Right Side : T= 3812(LB) C= 4603(LB) STHD14/4x4
Use STHD14/4x4 on both endsw/(4)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
Panel B Left Side : T= 8042(LB) C= 9203(LB) HDQ8/(3)2x4(I) w/DBL BLK'G ****
Right Side : T= 4832(LB) C= 5003(LB) HDU8/4x4(I) w/DBL BLK'GUse HDQ8/(3)2x4(I) @ L. & HDU8/4x4(I) @ R.w/(2)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End
(I) Holdown inside of panel
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 1412 Seismic: 695
2Y_1_FL
wind
seismic
92.6
45.6
| 30.5
Load 2 @ 0.0' Start 0.0' to 20.3'(100%)
Load 3 (30%)
6 @Left of Garage 1ST Floor 1-Pour Exterior Wall(Y Dir.)
Wind 2385Seismic 2413= 2259+ 154
7.3 8.0
A
5.5
9.0
Strap(E) Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May Needed
0.0
A
7.2
843
15.2
640
A
20.720.7
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceTotal Wall Length = 20.75(FT) Total Panel Length = 8.00(FT)Shear Diaphragm = 2413/ 20.75 = 116(PLF) = 1.00Use (6 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 2413/ 8.00= 302(PLF)(Flexible ) Max. Drag = 843(LB)
Use TYPE 2
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.744" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
Load 2 @ 0.0' Start 0.0' to 20.3'(100%)Load 3 (30%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 3257(LB) C= 3048(LB) STHD10/4x4
Right Side : T= 3233(LB) C= 5493(LB) STHD10/4x4
Use STHD10/4x4 on both endsw/(2)5/8" x 12" Anchor Bo lt (@ 48" O.C. Max.)
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 3616 Seismic: 1539
1Y_1_FL
wind
seismic
150.7
64.1
| 48.0
Wind: 0 Seismic: 695
2Y_1_FL
wind
seismic
0.0
45.6
| 30.5
Load 4 @ 0.0' Start 0.0' to 33.3'(100%)
Load 3 (70%)
7 @Right of Elevation 1ST Floor 1-Pour Exterior Wall(Y Dir.)
Wind 7213Seismic 7425= 7074+ 352
7.3 4.0 10.3
A
6.5 9.0 3.0 8.0
B
8.5
9.0
Strap(E) HD Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May Needed
0.0
A
9.1
B
11.3
1479
21.5
1345
22.7
AB
40.0
1087
48.0
1117
A
56.5
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 56.50(FT) Total Panel Length = 18.25(FT)Shear Diaphragm = 7425/ 56.50 = 131(PLF) = 1.00Use (18 A35) or (13 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) =4498/ 9.00= 500(PLF)(Up_Floor ) Max. Drag = 1479(LB)
Use TYPE 4
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.442" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'
Load 4 @ 0.0' Start 0.0' to 33.3'(100%)Load 3 (70%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 6718(LB) C= 4062(LB) HDU8/4x4(I) w/DBL BLK'G
Right Side : T= 6653(LB) C= 8495(LB) HDU8/4x6(I) w/DBL BLK'G
Use HDU8/4x4(I) @ L. & HDU8/4x6(I) @ R.w/(4)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each EndPanel B Left Side : T= 3554(LB) C= 3800(LB) STHD14/4x4
Right Side : T= 3554(LB) C= 3800(LB) STHD14/4x4
Use STHD14/4x4 on both endsw/(3)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 2039 Seismic: 3079
1X_ROOF
wind
seismic
119.1
179.8
| 34.3
8 @Rear of Elevation 2ND Floor Exterior Wall(X Dir.)
Wind 2039(Uplift on Roof=7.4 PSF)Seismic 3334= 3079+ 254
4.0 4.5 0.5 10.0
A
6.5 0.3 6.5 9.5 4.5 1.5
9.0
Strap(E)
0.0
A
9.0
628
19.0
2007
B
30.7
A
47.8
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 47.75(FT) Total Panel Length = 10.00(FT)Shear Diaphragm = 3334/ 47.75 = 70(PLF) = 1.00Use (8 A35) or (6 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 3334/10.00= 333(PLF)(Flexible ) Max. Drag = 2007(LB)
Use TYPE 2
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.053" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'Roof_P 350.0= 20 *35.0/2 FROM 0.0' TO 47.8'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 1982(LB) C= 3324(LB) (2)CS16/(2)2x4 ****
Right Side : T= 1982(LB) C= 3324(LB) (2)CS16/(2)2x4 **** T= 1462(LB) C= 3324(LB) ** CS16/4x4
Use (2)CS16/(2)2x4 on both ends or Use (2)CS16/(2)2x4 @ L. & CS16/4x4** @ R.
** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 2039 Seismic: 3079
1X_ROOF
wind
seismic
119.1
179.8
| 34.3
Wind: 1141 Seismic: 1013
2X_ROOF
wind
seismic
104.9
93.1
| 21.8
9 @Front of Bed #3 2ND Floor Exterior Wall(X Dir.)
Wind 3180(Uplift on Roof=7.4 PSF)Seismic 4411= 4092+ 319
4.0
A
4.5 4.0
B
0.5 2.5 24.3 2.5 5.8
C
9.0
Strap(E) Blocked Opening Use on BOT(/TOP) of Opening See Detail on PlansTYPE 3
0.0 12.5
1418
B
15.0
A
40.9
B
42.2
1316
48.0
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice
See Detail Information on Next Page
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
9Total Wall Length = 48.00(FT) Total Panel Length = 13.75(FT)Shear Diaphragm = 4411/ 48.00 = 92(PLF) = 1.00Use (11 A35) or (8 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S)=436(PLF)(on Opening A & B ) Max. Drag= 1418(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 0.939" <= 0.02 x 108.0 = 2.160"
Dead Loads:Wall 135.0= 15 * 9.0'Roof_P 350.0= 20 *35.0/2 FROM 0.0' TO 47.3'
OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 576(LB) C= 2423(LB) CS16/2x4
Right Side : T= 0(LB) C= 0(LB) No Sign. Uplift()Use CS16/2x4 @ L.
Blocked! Force @ Edge of Opening is 982(LB)Panel B Left Side : T= 0(LB) C= 0(LB) No Sign. Uplift()
Right Side : T= 576(LB) C= 2423(LB) CS16/2x4
Use CS16/2x4 @ R.
Panel C Left Side : T= 2412(LB) C= 3275(LB) (2)CS16/(2)2x4 ****Right Side : T= 2517(LB) C= 3041(LB) (2)CS16/(2)2x4 ****
Use (2)CS16/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 1141 Seismic: 1013
2X_ROOF
wind
seismic
104.9
93.1
| 21.8
10 @Front of Elevation 2ND Floor Exterior Wall(X Dir.)
Wind 1141(Uplift on Roof=7.4 PSF)Seismic 1118= 1013+ 105
5.3 4.3 0.3 4.5 1.3 4.0
A
9.0
Strap(E)
0.0
A
15.5
907
19.5Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceTotal Wall Length = 19.50(FT) Total Panel Length = 4.00(FT)Shear Diaphragm = 1141/ 19.50 = 59(PLF) = 1.00Use (3 A35) or (2 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 1118/ 4.00= 279(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 907(LB)
Use TYPE 2
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.146" <= 0.02 x 108.0 = 2.160"Dead Loads:
Wall 135.0= 15 * 9.0'OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 2607(LB) C= 2769(LB) (2)CS16/(2)2x4 ****
Right Side : T= 2607(LB) C= 2769(LB) (2)CS16/(2)2x4 ****
Use (2)CS16/(2)2x4 on both ends
**** Plywood shear wall to be nailed to all studs receiving holdowns
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 2651 Seismic: 1371
1X_1_FL
wind
seismic
154.8
80.1
| 34.3
Load 8 @ 0.0' Start 0.0' to 47.8'(100%)
11 @Rear of Elevation 1ST Floor 1-Pour Exterior Wall(X Dir.)
Wind 4690Seismic 5170= 4960+ 210
3.5 5.5 10.0
A
6.5 0.3 6.5 3.3 7.8 4.0
B
0.8
9.0
Strap(E) HD Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May Needed
0.0
A
9.0
969
19.0
1646
23.2
AB
43.2
965
47.2
81
A
48.048.0
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceTotal Wall Length = 48.00(FT) Total Panel Length = 14.00(FT)
Shear Diaphragm = 5170/ 48.00 = 108(PLF) = 1.00Use (13 A35) or (9 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 5170/14.00= 369(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 1646(LB)
Use TYPE 3
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 2.119" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'Floor_P 146.3= 15 *19.5/2 FROM 0.0' TO 47.8'
Load 8 @ 0.0' Start 0.0' to 47.8'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 4124(LB) C= 6920(LB) ** HDU8/4x4(I) w/DBL BLK'G
Right Side : T= 4018(LB) C= 7153(LB) ** HDU8/4x4(I) w/DBL BLK'G
Use HDU8/4x4(I)** on both ends
w/(3)5/8" x 12" Anchor Bol t (@ 40" O.C. Max.)Panel B Left Side : T= 3409(LB) C= 3896(LB) HTT5/4x4(I) w/DBL BLK'G T= 2043(LB) C= 3896(LB) ** STHD10/4x4
Right Side : T= 3036(LB) C= 4219(LB) HTT5/4x4(I) w/DBL BLK'G T= 3036(LB) C= 4006(LB) HTT5/4x4(I) w/DBL BLK'G
Use HTT5/4x4(I) on both ends or Use STHD10/4x4** @ L. & HTT5/4x4(I) @ R.w/(2)5/8" x 12" Anchor Bo lt (@ 40" O.C. Max.)
** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer
(I) Holdown inside of panel
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 2632 Seismic: 1361
1X_1_FL
wind
seismic
154.8
80.1
| 34.0
Wind: 1684 Seismic: 636
2X_1_FL
wind
seismic
154.8
58.5
| 21.8
Load 9 @ 0.0' Start 0.0' to 47.3'(100%)
12 @Rear of Garage 1ST Floor 1-Pour Exterior Wall(X Dir.)
Wind 7496Seismic 6982= 6727+ 254
4.0
A
4.5 4.0
B
0.8 3.5 0.5 4.3 9.5 4.0 10.0
C
2.0
9.0
Strap(E) Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May NeededBlocked Opening Use on BOT(/TOP) of Opening See Detail on PlansTYPE 4
0.0 12.5
1338
B
13.4
A
28.4
B
34.3
C
35.0
2250
45.0
319
A
47.047.0
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceC: Simpson ST6236(3230 LB) ALT (22) # 16d sinker per top plate splice
See Detail Information on Next Page
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
12Total Wall Length = 47.00(FT) Total Panel Length = 18.00(FT)Shear Diaphragm = 7496/ 47.00 = 159(PLF) = 1.00Use (18 A35) or (13 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(W)=566(PLF)(on Opening A & B ) Max. Drag= 2250(LB)
Use TYPE 4
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 0.985" <= 0.02 x 108.0 = 2.160"
Dead Loads:Wall 135.0= 15 * 9.0'
Load 9 @ 0.0' Start 0.0' to 47.3'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 2547(LB) C= 4878(LB) STHD10/4x4
Right Side : T= 0(LB) C= 0(LB) No Sign. Uplift()
Use STHD10/4x4 @ L.w/(2)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
Blocked! Force @ Edge of Opening is 1274(LB)Panel B Left Side : T= 0(LB) C= 0(LB) No Sign. Uplift()
Right Side : T= 2547(LB) C= 4878(LB) STHD10/4x4Use STHD10/4x4 @ R.
w/(2)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)Panel C Left Side : T= 2959(LB) C= 4184(LB) STHD10/4x4
Right Side : T= 345(LB) C= 3860(LB) No Sign. Uplift(2-2x POST)
Use STHD10/4x4 @ L.
w/(4)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
Wind: 2651 Seismic: 1371
1X_1_FL
wind
seismic
154.8
80.1
| 34.3
Wind: 1684 Seismic: 636
2X_1_FL
wind
seismic
154.8
58.5
| 21.8
Load 9 @ 0.0' Start 0.0' to 47.3'(100%)
12B @Rear of Garage 1ST Floor 1-Pour Exterior Wall(X Dir.)
Wind 7515Seismic 7000= 6737+ 263
3.5
A
5.5 3.5
B
0.8 3.5 0.5 4.3 9.5 3.0 10.0
C
3.8
9.0
Strap(E) Panel Edge on the above Story MIN. 4x Post E.N. @ 3" O/C May NeededBlocked Opening Use on BOT(/TOP) of Opening See Detail on PlansTYPE 4
0.0 12.5
1127
A
27.2
B
33.2
C
34.0
2257
44.0
590
A
47.8
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceB: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spliceC: Simpson ST6236(3230 LB) ALT (22) # 16d sinker per top plate splice
See Detail Information on Next Page
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
IBC9.7IBC9.7
12BTotal Wall Length = 47.75(FT) Total Panel Length = 17.00(FT)Shear Diaphragm = 7515/ 47.75 = 157(PLF) = 1.00Use (18 A35) or (13 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(W)=526(PLF)(on Opening A & B ) Max. Drag= 2257(LB)
Use TYPE 4
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.019" <= 0.02 x 108.0 = 2.160"
Dead Loads:Wall 135.0= 15 * 9.0'
Load 9 @ 0.0' Start 0.0' to 47.3'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 2400(LB) C= 4704(LB) STHD10/4x4
Right Side : T= 0(LB) C= 0(LB) No Sign. Uplift()
Use STHD10/4x4 @ L.w/(2)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
Blocked! Force @ Edge of Opening is 1447(LB)Panel B Left Side : T= 0(LB) C= 0(LB) No Sign. Uplift()
Right Side : T= 2400(LB) C= 4704(LB) STHD10/4x4Use STHD10/4x4 @ R.
w/(2)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)Panel C Left Side : T= 2882(LB) C= 4421(LB) STHD10/4x4
Right Side : T= 35(LB) C= 4098(LB) No Sign. Uplift(2-2x POST)
Use STHD10/4x4 @ L.
w/(4)5/8" x 12" Anchor Bo lt (@ 32" O.C. Max.)
7/17/2019 2742-PLAN3
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Job : 62742-202
Plan : 3
Wind: 1684 Seismic: 636
2X_1_FL
wind
seismic
154.8
58.5
| 21.8
Load 10 @ 0.0' Start 0.0' to 19.5'(100%)
13 @Front of Elevation 1ST Floor 1-Pour Exterior Wall(X Dir.)
Wind 2825Seismic 1947= 1859+ 88
2.0
A
16.0 3.0
B
8.0 1.5
9.0
Strap(E) HD Panel Edge on the above Story - - - Blocked with the Header(See Plan)
0.0 2.0
945
A
18.0
537
21.0
880
A
30.530.5
Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate spliceTotal Wall Length = 30.50(FT) Total Panel Length = 5.00(FT)Shear Diaphragm = 2825/ 30.50 = 93(PLF) = 1.00Use (7 A35) or (5 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. ScheduleDesign Wall Shear(S) = 1947/ 5.00= 389(PLF)(Flexible ,SW V_allow(Seismic) Ajusted for H/W Ratio) Max. Drag = 945(LB)
Use TYPE 5
Max. Panel Deflect ion: M = (4.0/1.0) x s x 1.4 = 1.987" <= 0.02 x 108.0 = 2.160"Dead Loads:Wall 135.0= 15 * 9.0'Floor_P 161.3= 15 *21.5/2 FROM 0.0' TO 19.8'
Load 10 @ 0.0' Start 0.0' to 19.5'(100%)OVERTURN ANALYSIS UPLIFT(T) DOWN(C)Panel A Left Side : T= 6520(LB) C= 6977(LB) HDU8/4x4(I) w/DBL BLK'G
Right Side : T= 4882(LB) C= 6977(LB) ** HDU8/4x4(I) w/DBL BLK'G
Blocked with the Header Use HDU8/4x4(I) @ L. & HDU8/4x4(I)** @ R.
w/(2)5/8" x 12" Anchor Bo lt (@ 24" O.C. Max.)For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End
Panel B Left Side : T= 5771(LB) C= 6138(LB) ** HDU8/4x4(I) w/DBL BLK'GRight Side : T= 7171(LB) C= 6312(LB) ** HDU8/4x6(I) w/DBL BLK'G
Use HDU8/4x4(I)** @ L. & HDU8/4x6(I)** @ R.w/(2)5/8" x 12" Anchor Bo lt (@ 24" O.C. Max.)
For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End