HomeMy WebLinkAboutSTRUCTUAL CALCULATIONS - 20-00796 - 1068 Cypress Loop - New SFRFROST Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
Idaho Falls, ID 83401 Fax: 208.227.8405
www.frost-structural.com
Project: Coulter Residence
Client: TWebb Construction
Project No.: IF20-395
Date:
Engineer :
SEAL:
FSE
STRUCTURAL CALCULATIONS
KBB
October 28, 2020
10/28/2020
BASIS FOR DESIGN
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KBB FSE10/28/20IF20-395Coulter Residence
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LATERAL DESIGN
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KBB FSE10/28/20IF20-395Coulter Residence
1
E=2.20 K
W=9.30 K
2
E=1.10 K
W=4.65 K
E=2.20 K
W=8.45 K A
E=1.00 K
W=5.55 K B
E=0.25 K
W=1.00 K C
GARAGE LATERAL KEYPLAN
Level =Roof Area =1 Total Seismic Weight = 68.1
Long. Wall Length (ft) =136 105 Area (ft^2) =2000 0
Trans. Wall Length (ft) =64 85 Dead Load (psf) =16 0
Plate Height (ft) =9 9 Live / Snow Load (psf) =35 0
Parapet Height (ft) =0 0 % Live / Snow Load =20% 0%
Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0
Misc. (lbs) =0 0 Misc. (lbs) =0 0
Long. Weight (k) = 9.2 4.7 Weight (k) = 46.0 0.0
Trans. Weight (k) = 4.3 3.8 Transverse Weight (k) =59.9
Longitudinal Weight (k) =54.1
Seismic Weights
Walls Roof
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Key Plan Area =1
Risk Category =II
Seismic Design Category =D [per ASCE 7-10 tables 11.6-1 and 11.6-2]
Importance Factor IE =1.00
Site Class =D
Seismic Force Resisting System (Table 12.2-1) =
Response Modification Coefficient, R =6.5
Overstrength factor, Ωο =3
Deflection Amplification Factor, Cd =4
Design Spectral Response Accelerations:
Ss =43.2%S1 =15.4%[per USGS Earthquake Ground Motion Tool]
Fa = 1.45 Fv = 2.18 [per ASCE 7-10 table 11.4-1 & 11.4-2]
SMS =0.628g SM1 =0.336g [ASCE 7-10 equation 11.4-1 & 11.4-2]
SDS = 0.419g SD1 =0.224g [ASCE 7-10 equation 11.4-3 & 11.4-4]
TL =6 CS =0.064 T = 0.160 T0 =0.107
Ct =0.020 Cs-max =0.216 Ta =0.160 TS =0.535
x =0.750 Cs-min =0.018 Tmax =0.224 Sa =0.419
CS (controls)=0.064 CU =1.4 k = 1.00
Main Seismic Force Resisting System:
V = CsW =4.4 [per ASCE 7-10 equation 12.8-1]
Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-10 section 12.8.3]
Level hx (ft) wx (kip)wx hx
k (kip-ft)Cvx Fx (kip) Vx (kip)
Roof 16 68.1 1089 1.000 4.4 4.4
Totals: 68 1089 1.0 4.4
Transverse Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 16 59.9 59.9 3.9 5.0 10.0 5.0
Longitudinal Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 16 54.1 54.1 3.5 4.5 9.1 4.5
Design Seismic Lateral Loads
Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-10
[see ASCE 7-10 table 1.5-2]
[ASCE 7-10 table 1.5-1]
A.Light-frame (wood) walls sheathed with wood
structural panels rated for shear resistance
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KBB FSE10/28/20IF20-395Coulter Residence
JOB TITLE
JOB NO. SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
www.struware.com
Code Search
Code:ASCE 7 - 10
Occupancy:
Occupancy Group =R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
Building Geometry:
Roof angle (θ) 7.00 / 12 30.3 deg
Building length (L) 68.0 ft
Least width (B) 59.8 ft
Mean Roof Ht (h) 16.0 ft
Parapet ht above grd 0.0 ft
Minimum parapet ht 0.0 ft
Live Loads:
Roof 0 to 200 sf: 17 psf
200 to 600 sf: 20.4 - 0.017Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor N/A
Partitions N/A
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FROST Structural Engineering
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KBB FSE10/28/20IF20-395Coulter Residence
JOB TITLE
JOB NO. SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads :ASCE 7- 10
Ultimate Wind Speed 115 mph
Nominal Wind Speed 89.1 mph
Risk Category II
Exposure Category C
Enclosure Classif.Enclosed Building
Internal pressure +/-0.18
Directionality (Kd) 0.85
Kh case 1 0.860
Kh case 2 0.860
Type of roof Gable
Topographic Factor (Kzt)
Topography Flat
Hill Height (H) 0.0 ft H< 15ft;exp C
Half Hill Length (Lh) 0.0 ft \Kzt=1.0
Actual H/Lh = 0.00
Use H/Lh = 0.00
Modified Lh = 0.0 ft
From top of crest: x = 0.0 ft
Bldg up/down wind? downwind
H/Lh= 0.00 K1 =0.000
x/Lh = 0.00 K2 =0.000
z/Lh = 0.00 K3 =1.000
At Mean Roof Ht:
Kzt = (1+K1K2K3)^2 =1.00
Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).
h = 16.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb).
B = 59.8 ft h/B = 0.27 Rigid structure
/z (0.6h) =15.0 ft
G =0.85 Using rigid structure default
Rigid Structure Flexible or Dynamically Sensitive Structure
ē =0.20 Natural Frequency (η1) =0.0 Hz
ℓ = 500 ft Damping ratio (β) = 0zmin =15 ft /b =0.65
c = 0.20 /α = 0.15
gQ, gv =3.4 Vz =97.1
Lz =427.1 ft N1 =0.00
Q =0.91 Rn =0.000
Iz =0.23 Rh =28.282 η =0.000 h =16.0 ft
G =0.88 use G = 0.85 RB =28.282 η =0.000
RL =28.282 η =0.000
gR =0.000
R = 0.000
G = 0.000
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KBB FSE10/28/20IF20-395Coulter Residence
JOB TITLE
JOB NO. SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Enclosure Classification
Test for Enclosed Building: A building that does not qualify as open or partially enclosed.
Test for Open Building:All walls are at least 80% open.
Ao ≥ 0.8Ag
Test for Partially Enclosed Building:
Input Test
Ao 0.0 sf Ao ≥ 1.1Aoi YES
Ag 0.0 sf Ao > 4' or 0.01Ag NO
Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT
Agi 0.0 sf Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao ≥ 1.1Aoi
Ao > smaller of 4' or 0.01 Ag
Aoi / Agi ≤ 0.20
Where:
Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which Ao is identified.
Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.
Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Reduction Factor for large volume partially enclosed buildings (Ri) :
If the partially enclosed building contains a single room that is unpartitioned , the internal
pressure coefficient may be multiplied by the reduction factor Ri.
Total area of all wall & roof openings (Aog):0 sf
Unpartitioned internal volume (Vi) :0 cf
Ri = 1.00
Altitude adjustment to constant 0.00256 (caution - see code) :
Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3
Constant = 0.00256
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KBB FSE10/28/20IF20-395Coulter Residence
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CALCULATED BY DATE
CHECKED BY DATE
Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only
Kz = Kh (case 1) =0.86 Edge Strip (a) =6.0 ft
Base pressure (qh) =24.8 psf End Zone (2a) =12.0 ft
GCpi = +/-0.18 Zone 2 length =29.9 ft
Wind Pressure Coefficients
CASE A CASE B
Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi
1 0.56 0.74 0.38 -0.45 -0.27 -0.63
2 0.21 0.39 0.03 -0.69 -0.51 -0.87
3 -0.43 -0.25 -0.61 -0.37 -0.19 -0.55
4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63
5 0.40 0.58 0.22
6 -0.29 -0.11 -0.47
1E 0.69 0.87 0.51 -0.48 -0.30 -0.66
2E 0.27 0.45 0.09 -1.07 -0.89 -1.25
3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71
4E -0.48 -0.30 -0.66 -0.48 -0.30 -0.66
5E 0.61 0.79 0.43
6E -0.43 -0.25 -0.61
Ultimate Wind Surface Pressures (psf)
1 18.3 9.4 -6.7 -15.6
2 9.7 0.7 -12.6 -21.5
3 -6.2 -15.1 -4.7 -13.6
4 -4.7 -13.6 -6.7 -15.6
5 14.4 5.4
6 -2.7 -11.6
1E 21.5 12.6 -7.4 -16.3
2E 11.1 2.2 -22.0 -31.0
3E -8.7 -17.6 -8.7 -17.6
4E -7.4 -16.3 -7.4 -16.3
5E 19.6 10.6
6E -6.2 -15.1
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof
Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.3 psf (upward) add to
windward roof pressure
Horizontal MWFRS Simple Diaphragm Pressures (psf)
Transverse direction (normal to L)
Interior Zone: Wall 23.0 psf
Roof 15.8 psf
End Zone: Wall 29.0 psf
Roof 19.8 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall 17.1 psf
End Zone: Wall 25.8 psf
θ = 30.3 deg
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KBB FSE10/28/20IF20-395Coulter Residence
JOB TITLE
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CHECKED BY DATE
Location of MWFRS Wind Pressure Zones
NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.
ASCE 7 -99 and ASCE 7-10 (& later)
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
ASCE 7 -02 and ASCE 7-05
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Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Key Plan Area =1
Risk Category =II
Wind Speed =115
Exposure =C
Importance Factor Iw =1.00
Bldg/Area Length, L (ft)=68
Bldg/Area Width, W (ft)=59.75
Edge Strip (a) (ft)=3.45
End Zone (2a) (ft)= 6.9
Transverse Direction (normal to L):
Roof Type (receiving wind) =Gable End
Use Only End Zone Pressures =N
Interior Pressure (psf) =23.0
Roof Interior Pressure (psf) =15.8
End Zone Pressure (psf) =29.0
Roof End Zone Pressure (psf) =19.8
Windward Parapet Pressure (psf) =
Leeward Parapet Pressure (psf) =
Overall Structure Height,Hx (ft) =21.6 OK
Vertical Distribution of Main Wind Force Resisting System
Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip)
Roof 9 1 260 328 181 274 18.6
Total: 274 18.6
Longitudinal Direction (parallel to L):
Roof Type (receiving wind) =Gable Slope
Use Only End Zone Pressures =N
Interior Pressure (psf) =23.0
Roof Interior Pressure (psf) =15.8
End Zone Pressure (psf) =29.0
Roof End Zone Pressure (psf) =19.8
Windward Parapet Pressure (psf) =
Leeward Parapet Pressure (psf) =
Overall Structure Height,Hx (ft) =21.6 OK
Vertical Distribution of Main Wind Force Resisting System
Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip)
Roof 9 1 310 389 181 328 19.6
Total: 328 19.6
Wind Lateral Load Vertical Distribution for MWFRS <=60'
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Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Shear
Line :1
VSEISMIC =2,200 lbs SDS = 0.419g
E = 0.70 x V = 1,540 lbs S.D.C. =D
WWIND =9,300 lbs
F = 0.60 x W = 5,580 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =16 length (ft)25.6
Floor DL (psf) =0 height (ft)9.0
Wall DL (psf) =15 roof trib. (ft)18.3
floor trib. (ft)0.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.4
aspect ratio factor 2w/l 1.00
Seismic F (lbs)1540
shear (plf)60
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)13860
DL factor A =1.06
A x wDL (plf)452
End Post Compression(lbs)1945
DL factor B 0.54
B x wDL (plf)231
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)5580
shear (plf)218
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)50220
wDL (plf)427
End Post Compression(lbs)3264
DL factor C 0.60
C x wDL (plf)256
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)3264
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line 1, Use:SW4
Wood Framing: Douglas-Fir OR Southern Pine
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
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Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Shear
Line :2
VSEISMIC =1,100 lbs SDS = 0.419g
E = 0.70 x V = 770 lbs S.D.C. =D
WWIND =4,650 lbs
F = 0.60 x W = 2,790 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =16 length (ft)31.1
Floor DL (psf) =0 height (ft)9.0
Wall DL (psf) =15 roof trib. (ft)18.3
floor trib. (ft)0.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.3
aspect ratio factor 2w/l 1.00
Seismic F (lbs)770
shear (plf)25
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)6930
DL factor A =1.06
A x wDL (plf)452
End Post Compression(lbs)1611
DL factor B 0.54
B x wDL (plf)231
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)2790
shear (plf)90
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)25110
wDL (plf)427
End Post Compression(lbs)2100
DL factor C 0.60
C x wDL (plf)256
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)2100
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line 2, Use:SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Shear
Line :A
VSEISMIC =2,200 lbs SDS = 0.419g
E = 0.70 x V = 1,540 lbs S.D.C. =D
WWIND =8,450 lbs
F = 0.60 x W = 5,070 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =16 length (ft)5.0 4.9
Floor DL (psf) =0 height (ft)9.0 9.0
Wall DL (psf) =15 roof trib. (ft)2.0 2.0
floor trib. (ft)0.0 0.0
Distance from HD to End of Wall (in)6 6
Stud Wall Thickness (in)6 6
Shearwall Anchored Into:Concrete Concrete
aspect ratio 1.8 1.8
aspect ratio factor 2w/l 1.00 1.00
Seismic F (lbs)778 762
shear (plf)156 156
allowable shear (plf)156 156
suggested shearwall type 4 4
Mot (ft-lbs)7000 6860
DL factor A =1.06 1.06
A x wDL (plf)177 177
End Post Compression(lbs)2105 2101
DL factor B 0.54 0.54
B x wDL (plf)90 90
End Post Uplift for Anchor Holdowns (lbs)1355 1364
End Post Uplift for Straps (lbs)1248 1254
Wind F (lbs)2561 2509
shear (plf)512 512
allowable shear (plf)532 532
suggested shearwall type 6 6
Mot (ft-lbs)23045 22585
wDL (plf)167 167
End Post Compression(lbs)5200 5195
DL factor C 0.60 0.60
C x wDL (plf)100 100
End Post Uplift for Anchor Holdowns (lbs)4996 5016
End Post Uplift for Straps (lbs)4601 4611
Maximum End Post Compression (lbs)5200 5195
Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6
Controlling Anchor Holdown Uplift (lbs)4996 5016
Recommended Anchor Holdown HTT5 HTT5
Anchor at Midwall SSTB20 SSTB20
Anchor at Corner SSTB24 SSTB24
Anchor at Endwall SSTB24 SSTB24
Controlling Strap Holdown Uplift (lbs)4601 4611
Recommended Strap Holdown at Midwall STHD14 STHD14
Recommended Strap Holdown at Corner STHD14 STHD14
Recommended Strap Holdown at Endwall -- --
Line A SW6 SW6
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
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Shear
Line :C
VSEISMIC =250 lbs SDS = 0.419g
E = 0.70 x V = 175 lbs S.D.C. =D
WWIND =1,000 lbs
F = 0.60 x W = 600 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =16 length (ft)3.0 3.0
Floor DL (psf) =0 height (ft)9.0 9.0
Wall DL (psf) =15 roof trib. (ft)2.0 2.0
floor trib. (ft)0.0 0.0
Distance from HD to End of Wall (in)6 6
Stud Wall Thickness (in)6 6
Shearwall Anchored Into:Concrete Concrete
aspect ratio 3.0 3.0
aspect ratio factor 2w/l 0.67 0.67
Seismic F (lbs)88 88
shear (plf)29 29
allowable shear (plf)173 173
suggested shearwall type 5 5
Mot (ft-lbs)788 788
DL factor A =1.06 1.06
A x wDL (plf)177 177
End Post Compression(lbs)667 667
DL factor B 0.54 0.54
B x wDL (plf)90 90
End Post Uplift for Anchor Holdowns (lbs)neglect neglect
End Post Uplift for Straps (lbs)neglect neglect
Wind F (lbs)300 300
shear (plf)100 100
allowable shear (plf)243 243
suggested shearwall type 5 5
Mot (ft-lbs)2700 2700
wDL (plf)167 167
End Post Compression(lbs)1218 1218
DL factor C 0.60 0.60
C x wDL (plf)100 100
End Post Uplift for Anchor Holdowns (lbs)963 963
End Post Uplift for Straps (lbs)832 832
Maximum End Post Compression (lbs)1218 1218
Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6
Controlling Anchor Holdown Uplift (lbs)963 963
Recommended Anchor Holdown LTT20B LTT20B
Anchor at Midwall 1/2" Anchor 1/2" Anchor
Anchor at Corner 1/2" Anchor 1/2" Anchor
Anchor at Endwall 1/2" Anchor 1/2" Anchor
Controlling Strap Holdown Uplift (lbs)832 832
Recommended Strap Holdown at Midwall LSTHD8 LSTHD8
Recommended Strap Holdown at Corner LSTHD8 LSTHD8
Recommended Strap Holdown at Endwall LSTHD8 LSTHD8
Line C SW5 SW5
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
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Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
Shear
Line :B
VSEISMIC =1,000 lbs
E = 0.70 x V = 700 lbs
WWIND =5,550 lbs
F = 0.60 x W = 3,330 lbs
Consider Drift Limits? :Yes
C&C Wall Wind Pressure, p =35 psf
p(ASD) =0.6 x p = 21.0 psf
length(in)20 20
opening height(ft)7.3 7.3
plate height(ft)9 9
Opening width (ft)10 10
Wall Thickness(in)6 6
header depth (in)11.875 11.875
Seisimic Allowable Shear (lb)1,201 1,201
Wind Allowable Shear (lb)1,681 1,681
Vertical Strap Load (lb)1,636 1,636
Vertical Strap MSTC40 MSTC40
Vertical Strap Capacity (lb)3,080 3,080
OK OK
System Totals
Seisimic Allowable Shear (lb) = 2,401 OK
Wind Allowable Shear (lb) = 3,362 OK
Portal Frame with Hold Downs
2015 IBC and APA TT-100F
Wood Framing: Douglas-Fir or Souhern Pine
portal frame wall segments
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KBB FSE10/28/20IF20-395Coulter Residence
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KBB FSE10/28/20IF20-395Coulter Residence
HTT5 HTT5 HTT5 HTT5
6 6
5
5
5 5
PF PF
STHD14STHD14
STHD14STHD14 3" x 11 1/4" MIN. HEADER
SIZE. EXTEND HEADER OVER
THE TOP OF EACH PORTAL
FRAME PIER, SEE DETAIL.
716" APA RATED
SHEATHING
SEE PORTAL
FRAME DETAIL
SEE PORTAL
FRAME DETAIL
(1) 58"Ø MIN W/ 14"x3"x3" PLATE
WASHERSPF
716" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 58"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
716" APA RATEDSHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 24" O.C.
CONCRETE: 58"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 32" O.C.
WOOD:16d STAGGERED AT 4" O.C.
5
6.
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
PLANWORK
20 of 20
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
KBB FSE10/28/20IF20-395Coulter Residence
T3
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