Specifications LAY L 'a rc,,. )-.
RECEIVED
MAY 16 2018
CITY OF TIGARD
BUILDING DIVISION
Sage Built Homes NW
Structural Calculations
Ash Creek, Plan 2119
Tigard, OR
Structural analysis and design for a new three story single-family
residence.
REVIEWED BY: Dennis Heier, PE
0,0 PROpo
O;GINE %O
t88273 it
OREGON 41.11",
A'C 53- 4/30/2018
I EXPIRES:8/30/2019
April 30,2018
Project No: 1873
General Information and Design Criteria
Site Information:
Location= Tigard,OR
Site Latitude= 45.431229
Site Longitude= -122.771486
Ss= 0.972 g
S1= 0.423 g
Response Modification Factor,R= 6.5
System Overstrength Factor,W= 2.0
Deflection Amplification Factor,Cd= 4.0
Structure Geometry: Dead Loads:
Structure Heights: Roof:
Overall Structure Height= 34.00 ft Asphalt Shingles 3 psf
Mean Roof Height,h= 33.50 ft 34"Plywood Sheathing 2 psf
Wood Roof Framing 5 psf
3rd Floor Wall Heights= 8.00 ft %"Gypsum Finishes 2.5 psf
3rd Floor Depth= 14.00 in Miscellaneous 2.5 psf
2nd Floor Wall Heights= 9.00 ft Roof Dead Load= 15 psf
2nd Floor Depth= 14.00 in
1st Floor Wall Heights= 8.00 ft Floors:
Foundation to 1st Floor Walls= 6.00 in Flooring(subfloor/carpet/tile) 5 psf
3/4"Plywood Sheathing 2.8 psf
Top of 3rd Floor Walls= 28.83 ft (Eave Height) %"Gypsum Finishes 2.5 psf
Top of 2nd Floor Walls= 19.33 ft Wood Floor Framing 2 psf
Top of 1st Floor Walls= 8.50 ft Lights and Mechanical 2 psf
Insulation 1.5 psf
Roof Slone: Miscellaneous 2.2 psf
Floor Dead Load= 18 psf
Roof Slope= 4 :12
Exterior Walls:
Plan Lengths and Areas: Horizontal Lap Siding 2 psf
3"Plywood Sheathing 2 psf
Max Length,L= 36 ft 2x6 Studs @ 16"oc 3 psf
Max Width,W= 26 ft 534"Insulation 2.75 psf
Y"Gypsum Finishes 2.5 psf
A 1,037 ft2 Miscellaneous 0.75 psf
Roof=
Auacor Floor= 909 ft, Exterior Wall Dead Load= 13 psf
AMainFloor= 885 ft2
z
Partition Walls:
Perimeter of the Roof= 124 ft %"Gypsum Finishes 2.5 psf
Perimeter of the Floor= 124 ft 2x4 Studs @ 16"oc 2 psf
Perimeter of the Floor= 118 ft 334"Insulation 1.75 psf
/"Gypsum Finishes 2.5 psf
Miscellaneous 0.25 psf
Live Loads:
Roof= 25 psf Partition Wall Dead Load= 9 psf
Floor= 40 psf Structure Dead Load:
WRoof= 15,555 lb
W3rd Floor= 16,362 lb
W znd Floor= 15,930 lb
W3rd waft= 15,696 lb
W2ndwalls= 16,962 lb
Wim waus= 14,662 lb
1/39
Lateral Design-Main Wind Force Resisting System-Method 1
*Note:Lateral Design performed according to the ASCE 7-10,IBC 2012 and 2012 International Transverse Longitudinal
Building Code ultimate design criteria as adopted by the OSSC Ps30 P,AK:,IP:30 Ps30 P,11KnlP,30
Location:Tigard,OR (psf) (psf) (psf) (psi)
Wind Velocity,V= 120 mph A 17.27 17,93 12.80 13.29
Exposure= Cladding B -4.92 £1,00'- -6.70 000
Bldg Classification= `"0 241 C 11.52 .11,97 8.50 8.83
Roof Type= Oabl*
�OOt -4.00 . 41)0
Roof Height,hr= 34.00 feet E -15.40 4 "-15.40 15.99`
Eave Height,he= 28.83 feet F -10.51 10;9 _8.80 914
Building Width,W= 26 feet G 10.70 -11,11' -10.70 41,11
Building Length,L= 36 feet H -7.97 428 -6.80 -7,06
Roof Rise,y= 4
Roof Run,x= 12
Roof Angle,0= 18.4' •
Mean Roof Ht,h= 31,.$2 r feet a=0.4*h 12.57
Adjustment Factor,I= 1104! a=0.1*L 3
Importance Factor,I= 1,00 2a= &
Topo.Factor,Kzt= 1".
Transverse Direction (Controls)
3rd Floor Wall Heights= 8 ft
2nd Floor Wall Heights= 9 ft
1st Floor Wall Heights= 8 ft
Roof to 3rd Foor Trib Parapet
Wa= 17.93 psf 4 + 17.93 psf 5.17 164 plf
Wb= 11.97 psf 4 + 11.97 psf 5.17 110 plf
3rd to 2nd Floor
Wa= 17.93 psf 8.5 152 plf
Wb= 11.97 psf 8.5
102 plf
2nd to 1st Floor
Wa= 17.93 psf 8.5 152 plf
Wb= 11.97 psf 8.5
102 plf
2/39
i. 1/8/2018 Design Maps Detailed Report
MUM Design Maps Detailed Report
ASCE 7-10 Standard (45.43123°N, 122.77149°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 [11 Ss = 0.972 g
From Figure 22-2[�1 S1 = 0.423 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
Site Class vs N or NCh su
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A_..________
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w >_ 40%, and
• Undrained shear strength < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2
4/39
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1/8/2018 Design Maps Detailed Report 1-
Section
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEB)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
SS <- 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >- 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 0.972 g, Fa = 1.111
Table 11.4-2: Site Coefficient F,
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S1 <_ 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 S, >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.423 g, F„ = 1.577
5/39
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1. 1/8/2018 Design Maps Detailed Report
Equation (11.4-1): SMS = FaSs = 1.111 x 0.972 = 1.080 g
Equation (11.4-2): SM1 = F"S1 = 1.577 x 0.423 = 0.667 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): SDS = 2/3 SMS = 2/3 X 1.080 = 0.720 g
Equation (11.4-4): SD1 = 24 SiM = 2/3 x 0.667 = 0.445 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12 t33 T, = 16 seconds
Figure 11.4-1: Design Response Spectrum
TcTT:S$=S,(0.4+0.6T/T0)
TeSTST$A=Sn,
-0.720 --
T$cTSTi:S.=Sn,/T
T>T1:Sl$. TiiT2
O i
r �
� r r
a �
r i
fla
� r
r �
� r
r �
T.:. 0.124 T1 0118 1.310
Period,T(see)
6/39
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1/8/2018 Design Maps Detailed Report
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
y E
Vi
4
i Y
t '
124 0.61E 1:XrD
7/39
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1/8/2018 Design Maps Detailed Report
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories D through F
From Figure 22-7(4) PGA = 0.425
Equation (11.8-1): PGA,, = FPGAPGA = 1.075 x 0.425 = 0.457 g
Table 11.8-1: Site Coefficient FPGA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA <_ PGA = PGA = PGA = PGA >_
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.425 g, FPGA = 1.075
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17[53 CRS = 0.897
From Figure 22-18[6) CR1 = 0.871
8/39
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1/8/2018 Design Maps Detailed Report
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SDs
I or II III IV
Sps < 0.167g A A A
0.167g <_ Sps < 0.33g B B C
0.33g <_ SDs < 0.50g C C D
0.50g <_ SDS D D D
For Risk Category = I and SDS= 0.720 g,Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SDl
I or II III IV
Sim < 0.067g A A A
0.067g <_ Spl < 0.133g B B C
0.133g <_ Spi < 0.20g C C D
0.20g < SDl D D D
For Risk Category = I and S01 = 0.445 g,Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf
2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf
4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf
6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf
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Seismic Lateral Design Analysis
Directionally Independent:
Design Parameters: Allowable Story Drift:
Structural Use Group= I 2nd Floor Allowable Drift,Aa= 3 in
Importance Factor,IE= 1.00
Site Class= D
Spectral Response Acceleration: Site Coefficients:
Ss= 97.2 %g Fa= 1.11
S1= 42.3 %g Fv= 1.58
5Ms=Ss Fa= 108.0 %g Seismic Design Category:
5M1=Si Fv= 66.7 %g SDC(SDs)= D
SDC(SD1)= D
SDS=%SMS= 72.0 %g SDC(S1)= A
SD1=%5M1= 44.5 %g Controlling Case- D
0.2 SDs/1.4= 10.3 %g
Vertical Distribution Factor:
k fix (hx)K Wx
Level
(hx)k Wx (hx)k Wx Cvx= E(h) W
Roof 1 28.83 28.83 23,403 674,785 0.428
3rd Floor 1 19.33 19.33 32,691 632,028 0.401
2nd Floor 1 8.50 8.50 31,742 269,806 0.171
E(hx)k Wx= 1,576,619
Directionally Dependent:
Design Factors:
Response Modification Factor,R= 6.5
System Overstrength Factor,S2= 2.0
Deflection Amplification Factor,Cd= 4.0
Seismic Response Coefficient:
Cs=SDs/1.4(R/I)= 7.91 % a-Controls
Cs<_SDI/1.4[Tx(R/I)]=
Cs>0.044 SDs l/1.4= 2.26 %
SDC=E or F4Cs>(0.5 Si)/1.4(R/I) = 2.32 %
Base Shear: Vertical Distribution:
V=Cs W@ Roof Diaphragm= 1,851 lb VRoof=CvRoof VBase= 2,974 lb
V=Cs W@ 3rdDiaphragm= 2,586 lb VRoof=Cv2ndVBase= 2,786 lb
V=CS W412 2nd Diaphragm= 2,511 lb Vend=Cv2nd VBase= 1,189 lb
VBase=CS WTotai= 6,949
10/39
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Project:Gravity Calcs Vista Structural Engineering LLC
14718 Delia St.
Portland,OR or
StruCalc Version 10.0.1.5 7/18/2017 5:18:45 PM
Location:DJ-1 Location:BM-1
Floor Joist Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
1.5 IN x 7.25 IN x 5.0 FT @ 16 O.C. 1.75 IN x 11.875 IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:462.8% Section Adequate By:166.4%
Controlling Factor:Moment Controlling Factor:Shear
Location:MFB-1 Location:BM-3
Uniformly Loaded Floor Beam Uniformly Loaded Floor Beam
(2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
3.5 INx7.25INx8.5FT 1.75 IN x 14.0 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:106.4% Section Adequate By:873.7%
Controlling Factor:Moment Controlling Factor:Shear
Location:HDR-1 Location:BM-4
Roof Beam Multi-Loaded Multi-Span Beam
[2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
3.5 INx7.25INx2.5FT 3.5 IN x 14.0 IN x 30.0 FT(12+12+6)
#2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:511.4% Section Adequate By:77.7%
Controlling Factor:Moment Controlling Factor:Moment
Location:HDR-2 Location:HDM-1
Roof Beam Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
3.5 IN x 7.25 IN x 10.0 FT 3.5 IN x 7.25 IN x 3.0 FT
#2-Douglas-Fir-Larch-Dry Use #2-Douglas-Fir-Larch-Dry Use
Section Adequate By:215.7% Section Adequate By:190.6%
Controlling Factor:Moment Controlling Factor:Moment
Location:HDR-3 Location:HDM-2
Roof Beam Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 7.0 FT 3.51N x 7.25 IN x 10.0 FT
#2-Douglas-Fir-Larch-Dry Use #2-Douglas-Fir-Larch-Dry Use
Section Adequate By:16.9% Section Adequate By:96.8%
Controlling Factor:Moment Controlling Factor:Moment
Location:FJ-1 Location:GBM-1
Floor Joist Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)]
RFPI-70/14-Roseburg Forest Products x 20.5 FT @ 16 O.C. 5.5 IN x 13.5 IN x 16.0 FT
Section Adequate By:33.8% 24F-V4-Visually Graded Western Species-Dry Use
Controlling Factor:Deflection Section Adequate By:1.3%
Controlling Factor:Moment
Location:BM-2
Combination Roof And Floor Beam Location:MBM-1
[2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam
1.75 IN x 11.875 IN x 4.0 FT [2015 International Building Code(2015 NDS)]
1.8 Rigidlam LVL-Roseburg Forest Products 1.75 IN x 14.0 IN x 5.0 FT
Section Adequate By:1574.0% 1.8 Rigidlam LVL-Roseburg Forest Products
Controlling Factor:Shear Section Adequate By:488.3%
Controlling Factor:Shear
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Project:Gravity Calcs page
Vista Structural Engineering LLC
14718 Delia St.
Portland,OR
of
StruCalc Version 10.0.1.5 7/18/2017 5:18:46 PM
Location:MBM-2
Multi-Loaded Multi-Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 14.0 IN x 26.5 FT(9+12+5.5)
1.8 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:353.2%
Controlling Factor:Shear
•
Location:PBM-1
Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 14.0 IN x 9.0 FT
1.8 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:53.3%
Controlling Factor:Moment
Location:HDL-1
Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:234.7%
Controlling Factor:Moment
Location:HDL-2
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 3.0 FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:353.7%
Controlling Factor:Shear
Location:HDL-3
Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:125.9%
Controlling Factor:Moment
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