80181-Structural_calc-Combine
Core Structure, Inc., 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244
Structural Calculations
Marrow Ranch
55075 Monroe St.
La Quinta, CA 92253
Project No.: 80181
May 21, 2018
Amir Deihimi, Principal
Design Loads
Project: 80181
Designer: MW Development
Location: La Quinta, CA
Date: 5/21/2018
12 psf
2.5 psf
1.5 psf
2 psf
2 psf
psf
20 psf
20 psf
40 psf
3.5 psf 3.5 psf
2.5 psf 2.5 psf
4 psf 2 psf
3 psf 5 psf
2 psf Misc. 2 psf
15 psf 15 psf
40 psf 40 psf
55 psf 55 psf
10 psf 1 psf
1 psf 5 psf
12 psf 1 psf
8 psf 3 psf
3 psf 10 psf
34 psf
Roof Loads – Interior
Concrete Tile
Framing
Sheathing (1/2" CDX)
Ceiling
Insulation
Total Dead Load
Total Live Load
Total Roof Load
Floor Loads – Units Deck Loads
Framing Framing
Total Live Load
Total Dead LoadTotal Dead Load
Total Live Load
Sheathing (3/4" Plywood)
Carpet
Misc.
Sheathing (3/4" Plywood)
Ceiling
Flooring Tile
Ceiling
Total Floor Load Total Deck Load
Exterior Wall Interior Wall
7/8" Stucco Insulation
Misc. Total Wall Weight
Total Wall Weight
Insulation Drywall
Limestone Studs
Studs Misc.
BUILDING INFORMATION
A.General:
Number of stories 1
Building risk category II
Design Code 2016 CBC
Load standard ASCE 7-16
Design Load Combination ASD
C.Material Critia:
Maximum 19% moisture content prior to Installation of Finish Material
4x Members: No. 2 or Better
6x, 8x Beam and Header: No. 1 or Better
2x Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade of Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
B.Lateral Loads Data:
WIND STANDARD ASCE 7-16(Directional Procedure)
Exposure C
Wind Speed V 110
Enclosure Enclosed Building
Velocity pressure qz 0.00256KzKztKdV2 (27.3-1)
Velocity pressure exposure coefficient Kz from (27.3.1)
Directionality Factor Kd 0.85 (Table 26.6-1)
Topographic factor defined Kzt 1 (26.8.2)
Gust Effect Factor G 0.85 (26.9)
Pressures for MWFRS p qGCp – qi(GCpi)(27.4-1)
External pressure coefficient Cp from (Fig. 27.4-1)
Internal pressure coefficient (GCpi)0.18 (Table 26.11-1)
SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure)
Seismic Design Category D (Table 11.6-1)
Importance factor Ie 1 (Table 1.5-2)
Soil Site Class D (Table 20-3-1)
Response Spectral Acc. (0.2 sec) Ss 1.5
Response Spectral Acc. (1.0 sec) S1 0.675
TL (sec)8
Fa 1 (Table 11.4-1)
Fv 1.5 (Table 11.4-2)
Max. Considered earthquake acc. SMS 1.5 (11.4-1)
Max. Considered earthquake acc. SM1 1.0125 (11.4-2)
Design spectral acc. At short period SDS 1 (11.4-3)
Design spectral acc. at 1s period SD1 0.675 (11.4-4)
Response modification coefficient R 6.5 (Table 12.2-1)
System overstrength coefficient Ω2.5 (Table 12.2-1)
Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2)
Building Height (ft)20
Building period T=Ta (sec)0.19 (12.8-7)
Base Shear Adjustment Factor 1
Minimum Cs 0.05 (12.8.5 & 12.8-6)
Maximum Cs 0.55 (12.8-3 & 12.8-4)
Seismic response coefficient Cs 0.15 (12.8-2)
Adjusted Cs 0.15
For allowable stress design V = CsW/1.4 0.1099W
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SECTION D1 – DIRECTION X
Buil ding Di mensi on (ft):B = 20 L = 48 Mean Height = 20 Base Height = 0.5
Section Di mensi on (ft):Wi dth = 20 Depth = 32 Wind Height = 14 Base Height = 0.5
Plate Height:ROOF = 11'
WIND LOAD:
L/B =48/20=2.4, Windward Wal l Cpw = 0.8, Leeward Wall Cpl = -0.28, qh = 23.8 PSF Wall(LW) P = GCplqh = 5.66 PLF
WIND HEIGHT (FT):15 20 25 30 40 50
qz=0.00256KzKztKdV2 22.38 23.7 24.75 25.8 27.38 28.7
Wall (WW) P = GCpwqz 15.22 16.11 16.83 17.55 18.62 19.52
Wall P = GCpwqz+GCplqh 20.88 21.78 22.49 23.21 24.29 25.18
ROOF ELEMENT WDi r+WDir-OWDir+OWDir-
Gabl e W=24.75', L=34.5' WW
Gabl e W=24.75', L=34.5' LW
44.18
36.94
75.99
5.13
36.94
44.18
5.13
75.99
D1X_ROOF = 96.83 = 0.6 x 161.38 PLF
MAX TOTAL = 96.83 PLF
SEISM IC LOAD:V = 0.1099W
W_ROOF:
DL ROOF_P = 20 x 824 / 20 = 824 PLF
DL EXT WALL = 35 x 32 x (11/2) / 20 = 308 PLF
SHEAR = 0.1099 x (824+308)= 124.41 PLF
TOTAL SEISMIC LOAD = 124.41 = 124.41 PLF
Story Wx (PLF)Hx (ft)
Wxxhx
/sum(Wixhi)
Fx
(PLF)
Sum(Fi)Sum(Wi)Fpx(PLF)
Fpx
Min
Fpx
Max
Fpx
Design
D1X_ROOF 1132 11 1 124.41 124.41 1132 124.41 161.71 323.43 161.71
DIAPHRAGM DESIGN:
Story Width
(ft)
Depth
(ft)
Sei smic(plf)Wind(plf)Diaphragm ChordShearChordShearChord
D1X_ROOF 20 32 50.5 252.7 30.3 151.3 15/32 Sheathing and Single-Floor Unblocked w/8d
COMMON NAILS at 6”, 6”, 12” O.C.
(10 ) 16d sinker per
top plate splice
SECTION D1 – DIRECTION Y
Buil ding Di mensi on (ft):B = 48 L = 20 Mean Height = 20 Base Height = 0.5
Section Di mensi on (ft):Wi dth = 32 Depth = 20 Wind Height = 13.25 Base Height = 0.5
Plate Height:ROOF = 11'
WIND LOAD:
L/B =20/48=0.42, Windward Wal l Cpw = 0.8, Leeward Wall Cpl = -0.5, qh = 23.8 PSF Wall(LW) P = GCplqh = 10.12 PLF
WIND HEIGHT (FT):15 20 25 30 40 50
qz=0.00256KzKztKdV2 22.38 23.7 24.75 25.8 27.38 28.7
Wall (WW) P = GCpwqz 15.22 16.11 16.83 17.55 18.62 19.52
Wall P = GCpwqz+GCplqh 25.33 26.23 26.95 27.66 28.74 29.63
ROOF ELEMENT WDi r+WDir-OWDir+OWDir-
Hip W=34.5', L=24.75', Slope = 22.62°
WW
Hip W=34.5', L=24.75', Slope = 22.62° LW
1.99
49.89
22.78
29.1
49.89
1.99
29.1
22.78
D1Y_ROOF = 112.66 = 0.6 x 187.77 PLF
MAX TOTAL = 112.66 PLF
SEISM IC LOAD:V = 0.1099W
W_ROOF:
DL ROOF_P = 20 x 824 / 32 = 515 PLF
DL EXT WALL = 35 x 20 x (11/2) / 32 = 120.31 PLF
SHEAR = 0.1099 x (515+120.31)= 69.82 PLF
TOTAL SEISMIC LOAD = 69.82 = 69.82 PLF
Story Wx (PLF)Hx (ft)
Wxxhx
/sum(Wixhi)
Fx
(PLF)
Sum(Fi)Sum(Wi)Fpx(PLF)
Fpx
Min
Fpx
Max
Fpx
Design
D1Y_ROOF 635.31 11 1 69.82 69.82 635.31 69.82 90.76 181.52 90.76
DIAPHRAGM DESIGN:
Story Width
(ft)
Depth
(ft)
Sei smic(plf)Wind(plf)Diaphragm ChordShearChordShearChord
D1Y_ROOF 32 20 72.6 580.9 90.1 721 15/32 Sheathing and Single-Floor Unblocked w/8d
COMMON NAILS at 6”, 6”, 12” O.C.
(10 ) 16d sinker per
top plate splice
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SECTION D2 – DIRECTION X
Buil ding Di mensi on (ft):B = 20 L = 48 Mean Height = 20 Base Height = 0.5
Section Di mensi on (ft):Wi dth = 21.5 Depth = 15.5 Wind Height = 17.25 Base Height = 0.5
Plate Height:ROOF = 14.5'
WIND LOAD:
L/B =48/20=2.4, Windward Wal l Cpw = 0.8, Leeward Wall Cpl = -0.28, qh = 23.8 PSF Wall(LW) P = GCplqh = 5.66 PLF
WIND HEIGHT (FT):15 20 25 30 40 50
qz=0.00256KzKztKdV2 22.38 23.7 24.75 25.8 27.38 28.7
Wall (WW) P = GCpwqz 15.22 16.11 16.83 17.55 18.62 19.52
Wall P = GCpwqz+GCplqh 20.88 21.78 22.49 23.21 24.29 25.18
ROOF ELEMENT WDi r+WDir-OWDir+OWDir-
Hip W=25.25', L=21', Sl ope = 30.26° WW
Hip W=25.25', L=21', Sl ope = 30.26° LW
6.1
86.38
33.77
58.71
86.38
6.1
58.71
33.77
D2X_ROOF = 146.33 = 0.6 x 243.88 PLF
MAX TOTAL = 146.33 PLF
SEISM IC LOAD:V = 0.1099W
W_ROOF:
DL ROOF_P = 20 x 481 / 21.5 = 447.44 PLF
DL EXT WALL = 35 x 31 x (14.5/2) / 21.5 = 365.87 PLF
DL INT WALL = 10 x x (14.5/2) / 21.5 = 0 PLF
SHEAR = 0.1099 x (447.44+365.87)= 89.38 PLF
TOTAL SEISMIC LOAD = 89.38 = 89.38 PLF
Story Wx (PLF)Hx (ft)
Wxxhx
/sum(Wixhi)
Fx
(PLF)
Sum(Fi)Sum(Wi)Fpx(PLF)
Fpx
Min
Fpx
Max
Fpx
Design
D2X_ROOF 813.31 14.5 1 89.38 89.38 813.31 89.38 116.19 232.37 116.19
DIAPHRAGM DESIGN:
Story Width
(ft)
Depth
(ft)
Sei smic(plf)Wind(plf)Diaphragm ChordShearChordShearChord
D2X_ROOF 21.5 15.5 80.6 433.1 101.5 545.5 15/32 Sheathing and Single-Floor Unblocked w/8d
COMMON NAILS at 6”, 6”, 12” O.C.
(10 ) 16d sinker per
top plate splice
SECTION D2 – DIRECTION Y
Buil ding Di mensi on (ft):B = 48 L = 20 Mean Height = 20 Base Height = 0.5
Section Di mensi on (ft):Wi dth = 15.5 Depth = 21.5 Wind Height = 18 Base Height = 0.5
Plate Height:ROOF = 14.5'
WIND LOAD:
L/B =20/48=0.42, Windward Wal l Cpw = 0.8, Leeward Wall Cpl = -0.5, qh = 23.8 PSF Wall(LW) P = GCplqh = 10.12 PLF
WIND HEIGHT (FT):15 20 25 30 40 50
qz=0.00256KzKztKdV2 22.38 23.7 24.75 25.8 27.38 28.7
Wall (WW) P = GCpwqz 15.22 16.11 16.83 17.55 18.62 19.52
Wall P = GCpwqz+GCplqh 25.33 26.23 26.95 27.66 28.74 29.63
ROOF ELEMENT WDi r+WDir-OWDir+OWDir-
Gabl e W=21', L=25.25' WW
Gabl e W=21', L=25.25' LW
56.43
68.28
97.07
27.65
68.28
56.43
27.65
97.07
D2Y_ROOF = 185.04 = 0.6 x 308.39 PLF
MAX TOTAL = 185.04 PLF
SEISM IC LOAD:V = 0.1099W
W_ROOF:
DL ROOF_P = 20 x 481 / 15.5 = 620.65 PLF
DL EXT WALL = 35 x 21.5 x (14.5/2) / 15.5 = 351.98 PLF
SHEAR = 0.1099 x (620.65+351.98+100.56)= 117.94 PLF
TOTAL SEISMIC LOAD = 117.94 = 117.94 PLF
Story Wx (PLF)Hx (ft)
Wxxhx
/sum(Wixhi)
Fx
(PLF)
Sum(Fi)Sum(Wi)Fpx(PLF)
Fpx
Min
Fpx
Max
Fpx
Design
D2Y_ROOF 1073.19 14.5 1 117.94 117.94 1073.19 117.94 153.31 306.63 153.31
DIAPHRAGM DESIGN:
Story Width
(ft)
Depth
(ft)
Sei smic(plf)Wind(plf)Diaphragm ChordShearChordShearChord
D2Y_ROOF 15.5 21.5 55.3 214.1 66.7 258.5 15/32 Sheathing and Single-Floor Unblocked w/8d
COMMON NAILS at 6”, 6”, 12” O.C.
(10 ) 16d sinker per
top plate splice
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SHEARWALL AND HARDWARE SCHEDULE
(De sign Code : 2016 CBC)
A. SHEARWALL SCHEDULE
Pane l
Type She athing Edge
Nail
Fie ld
Nail
Se ismic
Allowable (plf)
Wind
Allowable (plf)Sole Plate Nailing She ar Clip M udsill Anchor s Ga
(k/in)2x Mudsill 3x Mudsill
1 3/8"
Sheathing 8d @ 6 8d @
12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10
@ 48 -13
2 3/8"
Sheathing 8d @ 4 8d @
12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10
@ 42 -19
3 3/8"
Sheathing 8d @ 3 8d @
12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10
@ 36 -25
4 3/8"
Sheathing 8d @ 2 8d @
12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10
@ 24 -39
5 15/32"
Structural I
10d @
2
10d @
12 870 1218 (2) Rows Stagg, 16d
Nails @ 3 A35 @ 6 5/8 x 10
@ 18 -51
3D 3/8"
Sheathing 8d @ 3 8d @
12 980 1372 SDS1/4x6 @ 4 (Both
Sides)A35 @ 8 -5/8 x 12
@ 22 50
4D 3/8"
Sheathing 8d @ 2 8d @
12 1280 1792 SDS1/4x6 @ 3 (Both
Sides)A35 @ 8 -5/8 x 12
@ 16 78
5D 15/32"
Structural I
10d @
2
10d @
12 1740 2436 SDS1/4x6 @ 2 (Both
Sides)A35 @ 6 -5/8 x 12
@ 8 102
1. Wall shall be framed with studs at 16" o.c. or panels are applied with long dimension across studs.
2. All framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nomial member or two 2-inch
nominal members fastend in accordance with section 2306.1 to transfer the design shear value between framing members. Wood
structural panel joint and sill plate nailing shall be staggered in all cases.
3. All Hardware shall be USP structural connectors U.O.N.
B. HOLDOWN SCHEDULE
Holdown M in. Post Conne ctors Anchor Bold Allowable (lbs)Displace me nt all da (in)Re marks
STHD10 4X4 28-16d N/A 3400 0.146 ST1
STHD14 4X4 38-16d N/A 3815 0.164 ST2
HTT5 4X4 26-16d 5/8"5090 0.135 TD1
HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 TD2
HDU11 4X8 30-SDS1/4x2 1/2 1"11175 0.137 TD3
HDU14 4X8 36-SDS1/4x2 1/2 1"14375 0.177 TD4
HD19 6X8 5-THR. BOLTS 1"1 1/4"19360 0.18 TD5
C. HOLDOWN STRAP SCHEDULE
Str ap M in. Post Conne ctors Allowable (lbs)Displace me nt all da (in)Re marks
CS16 2X4 22-10d 1700 0.026 A
(2)CS16 2-2X4 22-10d 3400 0.026 B
(2)CS14 2-2X4 30-10d 4980 0.031 C
CMST14 4X4 80-16d 6490 0.052 D
(3)CS14 3-2X4 30-10d 7470 0.031 C*
CMST12 4X6 104-16d 9200 0.069 E
(2)CMST14 4X8 80-16d 12980 0.052 F
(2)CMST12 6X8 104-16d 18400 0.069 G
D. PLATE SPLICE STRAP SCHEDULE
Straps Alt. Nails pe r top plate splice Allowable Te nsion Loads Re marksTypeGaFasteners
Simpson ST22 16 18-16d 10-16d sinker 1420 A
Simpson ST6224 16 28-16d 16-16d sinker 2540 B
Simpson ST6236 14 40-16d 22-16d sinker 3845 C
Simpson MST37 12 42-16d 24-16d sinker 5080 D
Simpson MSTC52 16 62-16d 32-16d sinker 5649 E
Simpson MST60 10 68-16d 36-16d sinker 6730 F
Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SW_LINE A 1st Floor Passe d
Exterior Drection X Location:(0.00, 0.00)
Loads
SECTION D1X_ROOF: W=968 LB, E=1244 LB (20ft)
USE HARDY FRAM E ON FOUNDATION
Total Length (ft): 32.00 Total panel Length (ft): 1.50 ρ = 1.0
No. of Pane l M ode l Wind She ar (lbs)Se ismic She ar (lbs)De fle ction (in)
Dist. She ar Allow. She ar Dist. She ar Allow. She ar Wind Se ismic Allow.
1 HFX-18x9 HS 968 4210 1451 3760 0.102 0.153 2.64
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SW_LINE 1 1st Floor Passe d
Exterior Drection Y Location:(0.00, 0.00)
Loads
SECTION D1Y_ROOF: W=1831 LB, E=1135 LB (32.5ft)
USE HARDY FRAM E ON FOUNDATION
Total Length (ft): 20.00 Total panel Length (ft): 1.50 ρ = 1.0
No. of Pane l M ode l Wind She ar (lbs)Se ismic She ar (lbs)De fle ction (in)
Dist. She ar Allow. She ar Dist. She ar Allow. She ar Wind Se ismic Allow.
1 HFX-18x9 HS 1831 4210 1273 3760 0.194 0.134 2.64
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SW_LINE 2 1st Floor Passe d
Exterior Drection Y Location:(0.00, 0.00)
Loads
SECTION D1Y_ROOF: W=1831 LB, E=1135 LB (32.5ft)
SECTION D2Y_ROOF: W=1434 LB, E=914 LB (15.5ft)
USE HARDY FRAM E ON FOUNDATION
Total Length (ft): 21.00 Total panel Length (ft): 3.00 ρ = 1.0
No. of Pane l M ode l Wind She ar (lbs)Se ismic She ar (lbs)De fle ction (in)
Dist. She ar Allow. She ar Dist. She ar Allow. She ar Wind Se ismic Allow.
2 HFX-18x13 HS 1632 2380 1221 2250 0.353 0.264 3.36
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SW_LINE 3 1st Floor Passe d
Exterior Drection Y Location:(0.00, 0.00)
Loads
SECTION D2Y_ROOF: W=1434 LB, E=914 LB (15.5ft)
USE HARDY FRAM E ON FOUNDATION
Total Length (ft): 21.00 Total panel Length (ft): 1.50 ρ = 1.0
No. of Pane l M ode l Wind She ar (lbs)Se ismic She ar (lbs)De fle ction (in)
Dist. She ar Allow. She ar Dist. She ar Allow. She ar Wind Se ismic Allow.
1 HFX-18x13 HS 1434 2380 1308 2250 0.31 0.283 3.36
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
SW_LINE A.1 1st Floor Passe d
Exterior Drection X Location:(0.00, 0.00)
Loads
SECTION D2X_ROOF: W=1555 LB, E=950 LB (21.25ft)
USE HARDY FRAM E ON FOUNDATION
Total Length (ft): 16.00 Total panel Length (ft): 1.50 ρ = 1.0
No. of Pane l M ode l Wind She ar (lbs)Se ismic She ar (lbs)De fle ction (in)
Dist. She ar Allow. She ar Dist. She ar Allow. She ar Wind Se ismic Allow.
1 HFX-18x14 HS 1555 1960 1173 1380 0.723 0.546 3.48
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
Be am ID: 1 Hdr
Section type:Ve rsa Lam 3100
Section name:5 1/4x16
Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285
E (psi): 2000000 Lu (ft): 26.25
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 300PLF =15 x (20+20)/2 @ 0' to 26.25'
WALL_E 70PLF =2 x 35 @ 0' to 26.25'
SELF WEIGHT 19.69PLF From 0' to 26.25'
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)5115/0 5115/0
Support 2 (Down/up)5115/0 5115/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)33565 13.12 68676 49
Shear (lbs)4621 26.25 19950 23
Live Deflection 0.447 13.12 0.875 51
Total Deflection 1.162 13.12 1.312 89
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
Be am ID: 2 Ridge Bm
Section type:Ve rsa Lam 3100
Section name:7x18
Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285
E (psi): 2000000 Lu (ft): 0
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 390PLF =19.5 x (20+20)/2 @ 0' to 32.75'
SELF WEIGHT 29.54PLF From 0' to 32.75'
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)6870/0 6870/0
Support 2 (Down/up)6870/0 6870/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)56248 16.38 116685 48
Shear (lbs)6285 0 29925 21
Live Deflection 0.742 16.38 1.092 68
Total Deflection 1.596 16.38 1.637 97
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
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Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
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Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
Be am ID: 3 HDR
Section type:Ve rsa Lam 3100
Section name:5 1/4x14
Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285
E (psi): 2000000 Lu (ft): 16.25
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
WALL_E 140PLF =4 x 35 @ 0' to 16.25'
ROOF_P 80PLF =4 x (20+20)/2 @ 0' to 16.25'
POINT 1 of Beam 2 @ 8ft, (D=3677 Lr=3193)
SELF WEIGHT 17.23PLF From 0' to 16.25'
Point Load Location
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)5415/0 5415/0
Support 2 (Down/up)5310/0 5310/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)35731 8 54276 66
Shear (lbs)5159 0 17456 30
Live Deflection 0.232 8.12 0.542 43
Total Deflection 0.597 8.12 0.812 74
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
Be am ID: 4 Cl'g Bm
Section type:Ve rsa Lam 3100
Section name:5 1/4x9 1/2
Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285
E (psi): 2000000 Lu (ft): 0
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 180PLF =9 x (20+20)/2 @ 0' to 8.25'
POINT 2 of Beam 2 @ 4ft, (D=3677 Lr=3193)
SELF WEIGHT 11.69PLF From 0' to 8.25'
Point Load Location
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)4330/0 4330/0
Support 2 (Down/up)4122/0 4122/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)15786 4 25500 62
Shear (lbs)4330 0 11845 37
Live Deflection 0.098 4.12 0.275 36
Total Deflection 0.211 4.12 0.413 51
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
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:
:
Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
:
:
:
:
Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
Be am ID: 5 Ridge Bm
Section type:Ve rsa Lam 3100
Section name:5 1/4x14
Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285
E (psi): 2000000 Lu (ft): 0
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 310PLF =15.5 x (20+20)/2 @ 0' to 21.58'
SELF WEIGHT 17.23PLF From 0' to 21.58'
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)3531/0 3531/0
Support 2 (Down/up)3531/0 3531/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)19049 10.79 54440 35
Shear (lbs)3169 0 17456 18
Live Deflection 0.315 10.79 0.719 44
Total Deflection 0.665 10.79 1.079 62
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
Be am ID: 6 HDR
Section type:Douglas Fir-Larch No.1
Section name:6x12
Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170
E (psi): 1600000 Lu (ft): 11.25
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 80PLF =4 x (20+20)/2 @ 0' to 11.25'
WALL_E 70PLF =2 x 35 @ 0' to 11.25'
POINT 1 of Beam 5 @ 5.5ft, (D=1858 Lr=1672)
SELF WEIGHT 14.83PLF From 0' to 11.25'
Point Load Location
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)2732/0 2732/0
Support 2 (Down/up)2653/0 2653/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)12532 5.5 16795 75
Shear (lbs)2582 0 8960 29
Live Deflection 0.090 5.62 0.375 24
Total Deflection 0.215 5.62 0.562 38
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
:
:
:
:
Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
:
:
:
:
Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
Be am ID: 7 HDR
Section type:Douglas Fir-Larch No.1
Section name:6x8
Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170
E (psi): 1600000 Lu (ft): 8.25
Ignore shear within (d): True Repetitive member : False
Applie d Loads:
ROOF_P 260PLF =13 x (20+20)/2 @ 0' to 8.25'
WALL_E 70PLF =2 x 35 @ 0' to 8.25'
SELF WEIGHT 9.67PLF From 0' to 8.25'
Re actions:
D+Lr+L M ax. Load Comb.
Support 1 (Down/up)1401/0 1401/0
Support 2 (Down/up)1401/0 1401/0
Code che ck:
Actual Loc.(ft)Allowe d Ratio (%)
Moment (lbs-ft)2890 4.12 7207 40
Shear (lbs)1181 0 5844 20
Live Deflection 0.044 4.12 0.275 16
Total Deflection 0.114 4.12 0.413 28
Passe d
Moment Diagram: D + Lr
Shear Diagram: D + Lr
Deflection Diagram: D + Lr
:
:
:
:
Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
:
:
:
:
Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019
Weight of Pad
POINT
Weight of Pad
POINT
Footing/Pad ID:1
Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in
Loads:
600.00 LB = 150 x 2.00' x 2.00' x 1.00'
From Support 1 of Beam 1 (5115LB)
Design Pad:
Total Point Load (Ptotal) = 5715 LB
S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in
Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB
Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =4937.50 LB
Required Pad Area = Ptotal/SB = 5715/1500 = 3.81 Ft2
USE 2'-0" SQ x 12" DEEP PAD with (3) #4 @ Bottom, E.W.
Footing/Pad ID:2
Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in
Loads:
937.50 LB = 150 x 2.50' x 2.50' x 1.00'
From Support 1 of Beam 3 (5415LB)
Design Pad:
Total Point Load (Ptotal) = 6353 LB
S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in
Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB
Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =4937.50 LB
Required Pad Area = Ptotal/SB = 6352.5/1500 = 4.24 Ft2
USE 2'-6" SQ x 12" DEEP PAD with (4) #4 @ Bottom, E.W.
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:
:
:
Company Core Structural .Inc
Projec t MORROW RANCH
Job No.80181
Plan
:
:
:
:
Designed D.H.
Checked S.W .
Date 05/21/2018
Client
TIC W ood Structure Design 2019