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Structural Calculations
For
509 Sunset Dr.
Submittal: For Approval
Submitted: 07/15/2019
Prepared By:
Hung Nguyen, SE 27520 Glenwood Drive
Mission Viejo, CA 92692
(949) 354-4459
Project No.: 2019-009
EXP. 09-30-19
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Project Project No.
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Table of Contents
Table of Contents ............................................................................................................................................................ 3
PROJECT DESCRIPTION .................................................................................................................................................... 4
SCOPE OF WORK .......................................................................................................................................................... 4
GRAVITY LOAD RESISTING SYSTEM ............................................................................................................................. 4
LATERAL LOAD RESISTING SYSTEM.............................................................................................................................. 4
BASIS OF DESIGN: ............................................................................................................................................................ 5
FOUNDATIONS ............................................................................................................................................................. 5
MATERIALS .................................................................................................................................................................. 5
ROOF DEAD LOAD (Wood) ............................................................................................................................................... 7
Wall Dead Load (Wood) ................................................................................................................................................... 8
Roof Framing Design:....................................................................................................................................................... 9
Roof Joist Design (RJ-1):............................................................................................................................................. 10
Roof Header Design: .................................................................................................................................................. 11
Footing Design: .............................................................................................................................................................. 12
LATERAL ANALYSIS AND DESIGN ................................................................................................................................... 13
Wind: ......................................................................................................................................................................... 13
BUILDING WEIGHT: .................................................................................................................................................... 19
USGS Design Maps: .................................................................................................................................................... 20
Seismic Base Shear-New Patio: ................................................................................................................................. 21
Seismic Forces (ASCE 7-10) ........................................................................................................................................ 21
Load Distributions-Addition: ..................................................................................................................................... 23
SHEAR WALL DESIGN: .................................................................................................................................................... 23
Shear Wall at Line 1.1: ............................................................................................................................................... 24
Wood shear wall design (NDS) .................................................................................................................................. 24
Shear Wall at Line 3 and Line A: ................................................................................................................................ 29
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CALCULATION SUBJECT Hung Nguyen, S.E 06/11/18 Page: 4 Of: 28
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PROJECT DESCRIPTION
SCOPE OF WORK
Summary:
This project is a single story, wood framed residence. The home was probably built in the early 60’s as a
tract home. The tenant would like to add a cover patio at the back of the house
GRAVITY LOAD RESISTING SYSTEM
Roof Framing System: The roof framing primarily consists of 2x conventional framing
Foundation System: It is anticipated that the foundation system is conventional continuous and spread
footing with the first floor is a raised floor with conventional framing
Walls: All the exterior interior walls are 2x4 wood framed walls.
LATERAL LOAD RESISTING SYSTEM
Lateral Resisting System: The lateral resisting system of the existing building is combination of drywall and
plywood shear wall. Lateral analysis will be performed for the added portion of the house.
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BASIS OF DESIGN:
CODES
2016 California Building Code
FOUNDATIONS
Soils report by: Use code minimum
Footing Min. Ftg. Width Min. Ftg. Embed. Allow. Bearing
Pressure
Continuous Footing 12 inches 12" below grade 1500 psf
Pad Footing 24 inches 12" below grade 1500 psf
MATERIALS
CONCRETE:
Design compressive strength at 28 days shall be as follows:
Slab on grade: fc’ = 2,500 psi Footings: fc’ = 2,500 psi
REINFORCING STEEL:
(ASTM A615 Grade 60) fy = 60 ksi
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STRUCTURAL LUMBER: (Based on 2012 NDS)
2x Joists & Blocking (Repetitive member use) Douglas Fir Larch No.2
4x Beams Douglas Fir Larch No.1
4x header Douglas Fir Larch No.2
6x Beams (Posts and Timbers) Douglas Fir Larch No.2
Ledgers and Nailers (2x, 3x and 4x) Douglas Fir Larch No.2
2x4 & 2x6 Studs (Repetitive member used) Douglas Fir Larch Stud
Grade
4x Posts Douglas Fir Larch No.2
6x Posts Douglas Fir Larch No.2
Top Plates Douglas Fir Larch No.2
Sill and Sole Plates Douglas Fir Larch No.2
Glued Laminated Timber Beams 24F-V4 simple span
24F-V8 cantilevered span
Fb= 2400 psi Fv= 265 psi E= 1,800,000 psi
Parallel Strand Lumber (PSL) - Stock Beams (18" & Less Depth)
Fb= 2900 psi Fv= 290 psi E= 2,000,000 psi
Laminated Veneer Lumber (LVL)
Fb= 2600 psi Fv= 285 psi E= 1,900,000 psi
Nailing Schedule
Per 2012 IBC Table 2304.9.1
Framing Connectors
Use ICC-ES approved framing connectors (Simpson Strong-Tie or equal, latest catalog)
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ROOF DEAD LOAD (Wood)
Slope Roof: Deck
(psf)
Joist
(psf)
Beam
(psf)
Lateral
(psf)
Asphalt Shingles 3.0 3.0 3.0 3.0
Plywood Sheathing 1.5 1.5 1.5 1.5
Roof framing 3.0 3.0 3.0
Insulation 0.5 0.5 0.5
Mechanical / Electrical / Plumbing 1.2 1.2 1.2
Gypsum Board Ceiling 2.8 2.8 2.8
Miscellaneous 0.5 2.0 2.0 2.0
TOTAL ROOF DEAD LOAD: 5.0 14.0 14.0 14.0
Roof Live Load = 20 psf
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Wall Dead Load (Wood)
EXTERIOR WALL DEAD LOAD:
Stucco 10.0 psf
Plywood Sheathing 1.5 psf
Stud Wall 1.5 psf
Insulation 0.5 psf
Mechanical / Electrical / Plumbing 0.7 psf
Gypsum Board 2.8 psf
Miscellaneous 1.0 psf
TOTAL WALL DEAD LOAD: 18.0 psf
INTERIOR BEARING WALL DEAD LOAD:
Gypsum Board (both sides) 5.6 psf
Plywood Sheathing 1.5 psf
Stud Wall 1.5 psf
Mechanical / Electrical / Plumbing 0.7 psf
Miscellaneous 0.7 psf
TOTAL WALL DEAD LOAD: 10.0 psf
INTERIOR PARTITION WALL DEAD LOAD:
Gypsum Board (both sides) 5.6 psf
Stud Wall 1.5 psf
Mechanical / Electrical / Plumbing 0.7 psf
Miscellaneous 1.2 psf
TOTAL WALL DEAD LOAD: 9.0 psf
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Roof Framing Design:
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Roof Joist Design (RJ-1):
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Roof Header Design:
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Footing Design:
CONTINUOUS EXTERIOR FOOTING: Roof Dead Load RDL = 14 psf
Wall Dead Load Wall = 18 psf
Roof Live Load LLr = 20 psf
Roof Tributary Width At,roof = 8 ft
WDL =RDL × At,roof + Wall × 8 ft =256 plf
WLL = LLr × At,roof = 160 plf
Assume Footing Depth = 18”, Footing Width =12”
WFtg = 150 pcf × 2.5 ft × 1.0 ft =375 plf
Total load W = WDL + WLL + WFtg = 791.000plf
Soils pressure Qallow = 1500 psf
Footing Width Width = W/ Qallow = 0.527 ft
Use 12” wide footing with 1-#4 top and bott
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LATERAL ANALYSIS AND DESIGN :
Wind:
WIND LOADING (ASCE7)
WIND LOADING
In accordance with ASCE7-10
Using the directional design method
Tedds calculation version 2.1.03
Building data
Type of roof Flat
Length of building b = 25.00 ft
Width of building d = 12.00 ft
Height to eaves H = 4.00 ft
Mean height h = 4.00 ft
General wind load requirements
Basic wind speed V = 110.0 mph
Risk category II
Velocity pressure exponent coef (Table 26.6-1) Kd = 0.85
Exposure category (cl 26.7.3) B
Enclosure classification (cl.26.10) Enclosed buildings
Internal pressure coef +ve (Table 26.11-1) GCpi_p = 0.18
Internal pressure coef –ve (Table 26.11-1) GCpi_n = -0.18
Gust effect factor Gf = 0.85
Minimum design wind loading (cl.27.4.7) pmin_r = 8 lb/ft2
Topography
Topography factor not significant Kzt = 1.0
Velocity pressure equation q = 0.00256 × Kz × Kzt × Kd × V2 × 1psf/mph2
Velocity pressures table
z (ft) Kz (Table 27.3-1) qz (psf)
4.00 0.57 15.01
12 ft
4 f
t
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Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.) qi = 15.01 psf
Pressures and forces
Net pressure p = q × Gf × Cpe - qi × GCpi
Net force Fw = p × Aref
Roof load case 1 - Wind 0, GCpi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve) 4.00 -0.90 15.01 -14.18 50.00 -0.71
B (-ve) 4.00 -0.90 15.01 -14.18 50.00 -0.71
C (-ve) 4.00 -0.50 15.01 -9.08 100.00 -0.91
D (-ve) 4.00 -0.30 15.01 -6.53 100.00 -0.65
Total vertical net force Fw,v = -2.98 kips
Total horizontal net force Fw,h = 0.00 kips
Walls load case 1 - Wind 0, GCpi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 4.00 0.80 15.01 7.50 100.00 0.75
B 4.00 -0.50 15.01 -9.08 100.00 -0.91
C 4.00 -0.70 15.01 -11.63 48.00 -0.56
D 4.00 -0.70 15.01 -11.63 48.00 -0.56
Overall loading
Projected vertical plan area of wall Avert_w_0 = b × H = 100.00 ft2
Projected vertical area of roof Avert_r_0 = 0.00 ft2
Minimum overall horizontal loading Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 1.60 kips
Leeward net force Fl = Fw,wB = -0.9 kips
Windward net force Fw = Fw,wA = 0.8 kips
Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 1.7 kips
Roof load case 2 - Wind 0, GCpi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve) 4.00 -0.18 15.01 0.41 50.00 0.02
B (+ve) 4.00 -0.18 15.01 0.41 50.00 0.02
C (+ve) 4.00 -0.18 15.01 0.41 100.00 0.04
D (+ve) 4.00 -0.18 15.01 0.41 100.00 0.04
Total vertical net force Fw,v = 0.12 kips
Total horizontal net force Fw,h = 0.00 kips
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Walls load case 2 - Wind 0, GCpi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 4.00 0.80 15.01 12.91 100.00 1.29
B 4.00 -0.50 15.01 -3.68 100.00 -0.37
C 4.00 -0.70 15.01 -6.23 48.00 -0.30
D 4.00 -0.70 15.01 -6.23 48.00 -0.30
Overall loading
Projected vertical plan area of wall Avert_w_0 = b × H = 100.00 ft2
Projected vertical area of roof Avert_r_0 = 0.00 ft2
Minimum overall horizontal loading Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 1.60 kips
Leeward net force Fl = Fw,wB = -0.4 kips
Windward net force Fw = Fw,wA = 1.3 kips
Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 1.7 kips
Roof load case 3 - Wind 90, GCpi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve) 4.00 -0.90 15.01 -14.18 24.00 -0.34
B (-ve) 4.00 -0.90 15.01 -14.18 24.00 -0.34
C (-ve) 4.00 -0.50 15.01 -9.08 48.00 -0.44
D (-ve) 4.00 -0.30 15.01 -6.53 204.00 -1.33
Total vertical net force Fw,v = -2.45 kips
Total horizontal net force Fw,h = 0.00 kips
Walls load case 3 - Wind 90, GCpi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 4.00 0.80 15.01 7.50 48.00 0.36
B 4.00 -0.30 15.01 -6.48 48.00 -0.31
C 4.00 -0.70 15.01 -11.63 100.00 -1.16
D 4.00 -0.70 15.01 -11.63 100.00 -1.16
Overall loading
Projected vertical plan area of wall Avert_w_90 = d × H = 48.00 ft2
Projected vertical area of roof Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 0.77 kips
Leeward net force Fl = Fw,wB = -0.3 kips
Windward net force Fw = Fw,wA = 0.4 kips
Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 0.8 kips
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Roof load case 4 - Wind 90, GCpi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve) 4.00 -0.18 15.01 0.41 24.00 0.01
B (+ve) 4.00 -0.18 15.01 0.41 24.00 0.01
C (+ve) 4.00 -0.18 15.01 0.41 48.00 0.02
D (+ve) 4.00 -0.18 15.01 0.41 204.00 0.08
Total vertical net force Fw,v = 0.12 kips
Total horizontal net force Fw,h = 0.00 kips
Walls load case 4 - Wind 90, GCpi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 4.00 0.80 15.01 12.91 48.00 0.62
B 4.00 -0.30 15.01 -1.07 48.00 -0.05
C 4.00 -0.70 15.01 -6.23 100.00 -0.62
D 4.00 -0.70 15.01 -6.23 100.00 -0.62
Overall loading
Projected vertical plan area of wall Avert_w_90 = d × H = 48.00 ft2
Projected vertical area of roof Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 0.77 kips
Leeward net force Fl = Fw,wB = -0.1 kips
Windward net force Fw = Fw,wA = 0.6 kips
Overall horizontal loading Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 0.8 kips
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C
25 ft
Side face
A
12 ft
Windward face
B
12 ft
Leeward face
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BUILDING WEIGHT:
New Patio:
Roof Dead Load RDL = 14 psf
Ext. Wall Dead Load Walle = 18 psf
Int Wall Dead Load Walli = 10 psf
Roof Area Ar = 300 ft2
Ext. Wall Length Lewr = 74 ft
Int. Wall Length Liwr = 0 ft
Wall height Hr = 8.0 ft
Weight of Roof Wr = RDL × Ar = 4.200 kips
Wall Weight at Roof level Wwr = (Lewr *Walle + Liwr *Walli) × Hr/2 = 5.328 kips
Total Roof Weight Wtr = Wr + Wwr = 9.528 kips
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USGS Design Maps:
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Seismic Base Shear-New Patio:
SEISMIC FORCES (ASCE 7-10)
Tedds calculation version 3.1.00
Site parameters
Site class D
Mapped acceleration parameters (Section 11.4.1)
at short period SS = 1.17
at 1 sec period S1 = 0.45
Site coefficientat short period (Table 11.4-1) Fa = 1.032
at 1 sec period (Table 11.4-2) Fv = 1.550
Spectral response acceleration parameters
at short period (Eq. 11.4-1) SMS = Fa × SS = 1.207
at 1 sec period (Eq. 11.4-2) SM1 = Fv × S1 = 0.698
Design spectral acceleration parameters (Sect 11.4.4)
at short period (Eq. 11.4-3) SDS = 2 / 3 × SMS = 0.805
at 1 sec period (Eq. 11.4-4) SD1 = 2 / 3 × SM1 = 0.465
Seismic design category
Risk category (Table 1.5-1) II
Seismic design category based on short period response acceleration (Table 11.6-1)
D
Seismic design category based on 1 sec period response acceleration (Table 11.6-2)
D
Seismic design category D
Approximate fundamental period
Height above base to highest level of building hn = 8 ft
From Table 12.8-2:
Structure type All other systems
Building period parameter Ct Ct = 0.02
Building period parameter x x = 0.75
Approximate fundamental period (Eq 12.8-7) Ta = Ct × (hn)x × 1sec / (1ft)x= 0.095 sec
Building fundamental period (Sect 12.8.2) T = Ta = 0.095 sec
Long-period transition period TL = 8 sec
Seismic response coefficient
Seismic force-resisting system (Table 12.2-1) A. Bearing_Wall_Systems
15. Light-frame (wood) walls sheathed with wood structural panels
Response modification factor (Table 12.2-1) R = 6.5
Seismic importance factor (Table 1.5-2) Ie = 1.000
Seismic response coefficient (Sect 12.8.1.1)
Calculated (Eq 12.8-3) Cs_calc = SDS / (R / Ie) = 0.1238
Maximum (Eq 12.8-3) Cs_max = SD1 / ((T / 1 sec) × (R / Ie)) = 0.7520
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Minimum (Eq 12.8-5) Cs_min = max(0.044 × SDS × Ie,0.01) = 0.0354
Seismic response coefficient Cs = 0.1238
Seismic base shear (Sect 12.8.1)
Effective seismic weight of the structure W = 9.5 kips
Seismic response coefficient Cs = 0.1238
Seismic base shear (Eq 12.8-1) V = Cs × W = 1.2 kips
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Load Distributions-Addition:
Longitudinal Direction:
Shear Forces along Line A and B
Assume each line take equal amout of seimic force FSeismic = 1.2 kips/2 = 0.60 kips
Assume each line take about 50% of wind forces Fwind = 0. 8 kips x 0.50 = 0.4 kips
Transverse Direction:
Shear Forces along Line 1.1 and 3
Assume each line take equal amout of seimic force FSeismic = 1.2 kips/2 = 0.60 kips
Assume each line take about 50% of wind forces Fwind = 1.7 kips x 0.50 = 0.85 kips
SHEAR WALL DESIGN:
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Shear Wall at Line 1.1:
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2015 allowable stress design and the perforated shear wall method
Tedds calculation version 1.2.03
Panel details
Structural wood panel sheathing on one side
Panel height h = 7.5 ft
Panel length b = 12 ft
Panel opening details
Width of opening wo1 = 5 ft
Height of opening ho1 = 3 ft
Height to underside of lintel over opening lo1 = 6 ft
Position of opening Po1 = 3.5 ft
Total area of wall A = h × b - wo1 × ho1 = 75 ft2
Panel construction
Nominal stud size 2'' x 4''
Dressed stud size 1.5'' x 3.5''
Cross-sectional area of studs As = 5.25 in2
Stud spacing s = 16 in
Nominal end post size 2 x 2'' x 4''
o1
s1 s2
Ch1 Ch2
3' 6" 5' 3' 6"
W + Eq
D + Lr
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Dressed end post size 2 x 1.5'' x 3.5''
Cross-sectional area of end posts Ae = 10.5 in2
Hole diameter Dia = 0.625 in
Net cross-sectional area of end posts Aen = 8.625 in2
Nominal collector size 2 x 2'' x 4''
Dressed collector size 2 x 1.5'' x 3.5''
Service condition Dry
Temperature 100 degF or less
Vertical anchor stiffness ka = 600000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick)
Species, grade and size classification Douglas Fir-Larch, stud grade, 2'' & wider
Specific gravity G = 0.50
Tension parallel to grain Ft = 450 lb/in2
Compression parallel to grain Fc = 850 lb/in2
Modulus of elasticity E = 1400000 lb/in2
Minimum modulus of elasticity Emin = 510000 lb/in2
Sheathing details
Sheathing material 7/16'' wood panel oriented strandboard sheathing
Fastener type 8d common nails at 4''centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity for seismic design vs = min(760 plf, 1740 plf) = 760 lb/ft
Nominal unit shear capacity for wind design vw = min(1065 plf, 2435 plf) = 1065 lb/ft
Apparent shear wall shear stiffness Ga = 22 kips/in
Loading details
Dead load acting on top of panel D = 28 lb/ft
Roof live load acting on top of panel Lr = 20 lb/ft
Self weight of panel Swt = 18 lb/ft2
In plane wind load acting at head of panel W = 850 lbs
Wind load serviceability factor fWserv = 1.00
In plane seismic load acting at head of panel Eq = 600 lbs
Design spectral response accel. par., short periods SDS = 0.805
From IBC 2015 cl.1605.3.1 Basic load combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.45W + 0.75Lf + 0.75(Lr or S or R)
Load combination no.4 D + 0.525E + 0.75Lf + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD = 1.60
Size factor for tension – Table 4A CFt = 1.10
Size factor for compression – Table 4A CFc = 1.05
Wet service factor for tension – Table 4A CMt = 1.00
Wet service factor for compression – Table 4A CMc = 1.00
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Wet service factor for modulus of elasticity – Table 4A
CME = 1.00
Temperature factor for tension – Table 2.3.3 Ctt = 1.00
Temperature factor for compression – Table 2.3.3
Ctc = 1.00
Temperature factor for modulus of elasticity – Table 2.3.3
CtE = 1.00
Incising factor – cl.4.3.8 Ci = 1.00
Buckling stiffness factor – cl.4.4.2 CT = 1.00
Adjusted modulus of elasticity Emin' = Emin × CME × CtE × Ci × CT = 510000 psi
Critical buckling design value FcE = 0.822 × Emin' / (h / d)2 = 634 psi
Reference compression design value Fc∗ = Fc × CD × CMc × Ctc × CFc × Ci = 1428 psi
For sawn lumber c = 0.8
Column stability factor – eqn.3.7-1 CP = (1 + (FcE / Fc∗)) / (2 × c) – √([(1 + (FcE / Fc
∗)) / (2 × c)]2 - (FcE / Fc∗) / c)
= 0.39
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Perforated wall length b1 = 3.5 ft
Shear wall aspect ratio h / b1 = 2.143
Perforated wall length b2 = 3.5 ft
Shear wall aspect ratio h / b2 = 2.143
Shear capacity adjustment factor – cl.4.3.3.5
Sum of perforated shear wall lengths ΣLi = b1 × 2 × bs / h + b2 × 2 × bs / h = 6.533 ft
Total length of perforated shear wall Ltot = b1 + wo1 + b2 = 12 ft
Total area of openings Ao = wo1 × ho1 = 15 ft2
Sheathing area ratio (eqn. 4.3-6) r = 1 / (1 + Ao /(h × ΣLi)) = 0.766
Shear capacity adjustment factor (eqn. 4.3-5) Co = 0.957
Perforated shear wall capacity
Maximum shear force under wind loading Vw_max = 0.6 × W = 0.51 kips
Shear capacity for wind loading Vw = vw × Co × ΣLi / 2 = 3.331 kips
Vw_max / Vw = 0.153
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading Vs_max = 0.7 × Eq =
0.42 kips
Shear capacity for seismic loading Vs = vs × Co × ΣLi / 2 = 2.377 kips
Vs_max / Vs = 0.177
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chords 1 and 2
Load combination 6
Shear force for maximum tension V = 0.7 × Eq = 0.42 kips
Axial force for maximum tension P = (0.6 × (D + Swt × h) - 0.7 × 0.2 × SDS × (D + Swt × h)) × b / 2 = 0.477
kips
Maximum tensile force in chord T = V × h / ((Co × ΣLi)) - P = 0.027 kips
Maximum applied tensile stress ft = T / Aen = 3 lb/in2
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Design tensile stress Ft' = Ft × CD × CMt × Ctt × CFt × Ci = 792 lb/in2
ft / Ft' = 0.004
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 1
Shear force for maximum compression V = 0.6 × W = 0.51 kips
Axial force for maximum compression P = ((D + Swt × h)) × s / 2 = 0.109 kips
Maximum compressive force in chord C = V × h / ((Co × ΣLi)) + P = 0.720 kips
Maximum applied compressive stress fc = C / Ae = 69 lb/in2
Design compressive stress Fc' = Fc × CD × CMc × Ctc × CFc × Ci × CP = 561 lb/in2
fc / Fc' = 0.122
PASS - Design compressive stress exceeds maximum applied compressive stress
Collector capacity
Collector seismic design force factor FColl = 1
Maximum shear force on wall Vmax = max(FColl × Vs_max, Vw_max) = 0.51 kips
Uniform shear applied to wall va = Vmax / ((Co × ΣLi)) = 81.5 plf
Shear resisted by wall segments vb = va × b / (b1 + b2) = 139.8 plf
Maximum force in collector Pcoll = 0.204 kips
Maximum applied tensile stress ft = Pcoll / (2 × As) = 19 lb/in2
Design tensile stress Ft' = Ft × CD × CMt × Ctt × CFt × Ci = 792 lb/in2
ft / Ft' = 0.025
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress fc = Pcoll / (2 × As) = 19 lb/in2
Column stability factor CP = 1.00
Design compressive stress Fc' = Fc × CD × CMc × Ctc × CFc × Ci × CP = 1428 lb/in2
fc / Fc' = 0.014
PASS - Design compressive stress exceeds maximum applied compressive stress
Hold down force
Chord 1 T1 = 0.027 kips
Chord 2 T2 = 0.027 kips
Wind load deflection
Design shear force Vδw = fWserv × W = 0.85 kips
Deflection limit ∆w_allow= h / 600 = 0.15 in
0
-0.2
0.2
-0.2
0.2
0
Collector axial force diagram (kips)
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Induced unit shear vδw_max = Vδw / (Co × ΣLi) = 135.88 lb/ft
Anchor tension force Tδ = max(0 kips,vδw_max × h - 0.6 × (D + Swt × h) × b / 2) = 0.432 kips
Shear wall deflection – Eqn. 4.3-1 δsww = 2 × vδw_max × h3 / (3 × E × Ae × ΣLi) + vδw_max × h / (Ga) + h × Tδ / (ka
× ΣLi) = 0.052 in
δsww / ∆w_allow = 0.346
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force Vδs = Eq = 0.6 kips
Deflection limit ∆s_allow= 0.020 × h = 1.8 in
Induced unit shear vδs_max = Vδs / (Co × ΣLi) = 95.92 lb/ft
Anchor tension force Tδ = max(0 kips,vδs_max × h - (0.6 - 0.2 × SDS) × (D + Swt × h) × b / 2) =
0.290 kips
Shear wall elastic deflection – Eqn. 4.3-1 δswse = 2 × vδs_max × h3 / (3 × E × Ae × ΣLi) + vδs_max × h / (Ga) + h × Tδ / (ka
× ΣLi) = 0.037 in
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Amp. seis. deflection – ASCE7 Eqn. 12.8-15 δsws = Cdδ × δswse / Ie = 0.147 in
δsws / ∆s_allow = 0.081
PASS - Shear wall deflection is less than deflection limit
Uplift is only 27 lbs, cross wall can resist uplift:
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Shear Wall at Line 3 and Line A:
Seismic Load = 0.60 kips
Wind Load = 0.85 kips
Use Simpson WSW 12x7 Wall