Specifications MST2oi y -ov t09
773o HAtJSEN Lt\1
GREEN MOUNTAIN
structural engineering
STRUCTURAL CALCULATIONS
Plan 2885- Deck
Elderberry Ridge, Lot 12 OFFICE COPY
Tigard, Oregon
Contractor: REvIsION Riverside Homes
`cop PRpts
,6,
`r�c7
+!9 78PE
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OREGON�,q
rr CI*VA 2�
4EXPIRES 12• 31 •2.OiO
Project Number: 17485
September 26, 2019
Index
Structural Information
Deck Analysis D-1 thru D-2
1111
greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260.Camas,WA 98607
Project € StruCalc 9.0 Page
I——
Location:DJ r ,
Floor Joist of
[2015 International Building Code(2015 NDS)]
1.5 IN x 11.25 IN x 14.0 FT Pressure Treated @ 16 O.C.
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 9/26/2019 10:03:00 AM
Section Adequate By: 14.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.21 IN L/801
Dead Load 0.08 in
Total Load 0.29 IN L/583
Live Load Deflection Criteria:11360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 373 lb 373 lb
Dead Load 140 lb 140 lb
Total Load 513 lb 513 lb
Bearing Length 0.84 in 0.84 in
SUPPORT LOADS A
Live Load 280 plf 280 plf
Dead Load 105 plf 105 plf A 14n B
Total Load 385 plf 385 plf
MATERIAL PROPERTIES
#2-Hem-Fir JOIST DATA Center
Base Values Adjusted Span Length 14 ft
Bending Stress: Fb= 850 psi Fb'= 782 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.00 Cr=1.15 Ci=0.80 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 150 psi Fv'= 120 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Ci=0.80 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1300 ksi E= 1235 ksi
JOIST LOADING
Ci=0.95 Uniform Floor Loading Center
Comp. L to Grain: Fc- = 405 psi Fc--- = 405 psi Live Load LL= 40 psf
Controlling Moment: 1797 ft-lb Dead Load DL= 15 psf
7.0 Ft from left support of span 2(Center Span) Total Load TL= 55 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf
Controlling Shear: 513 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 27.57 in3 31.64 in3
Area(Shear): 6.42 in2 16.88 in2
Moment of Inertia(deflection): 79.97 in4 177.98 in4
Moment: 1797 ft-lb 2062 ft-lb
Shear: 513 lb 1350 lb
Project: StruCalc 9.0 page
s /
Location:DB '
Multi-Loaded Multi-Span Beam
_ ... of
[2015 International Building Code(2015 NDS)]
3.5 IN x 11.25 IN x 7.0 FT Pressure Treated
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 9/26/2019 10:05:05 AM
Section Adequate By:91.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN U3988
Dead Load 0.02 in
Total Load 0.04 IN L/2033
Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 700 lb 700 lb
Dead Load 673 lb 673 lb
Total Load 1373 lb 1373 lb
Bearing Length 0.97 in 0.97 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top 0 ft A 7 f
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 200 plf
#2-Hem-Fir Uniform Dead Load 185 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 850 psi Fb'= 748 psi Total Uniform Load 392 plf
Cd=1.00 CF=1.10 Ci=0.80
Shear Stress: Fv= 150 psi Fv'= 120 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi
Ci=0.95
Comp. to Grain: Fc-- = 405 psi Fc- = 405 psi
Controlling Moment: 2403 ft-lb
3.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1373 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 38.55 in3 73.83 in3
Area(Shear): 17.16 in2 39.38 in2
Moment of Inertia(deflection): 49.03 in4 415.28 in4
Moment: 2403 ft-lb 4602 ft-lb
Shear: -1373 lb 3150 lb
GREEN MOUNTnIN RECEIVED
structural engineering MAR 2 8 2019
CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
Plan 2885
Elderberry Ridge, Lot 12
Tigard, Oregon
Contractor:
Riverside Homes
sc' PROre,
.opNESd>0
49 78PE .51
1
OREGON
A Mt _
1EXPIRLS 12. 3 •?.t) a
Project Number: 17485
March 7, 2019
Index
Structural Information
Lateral Analysis L-1 thru L-15
Pk
greenmountainse.com- info@greenmountainse.com -4857 MW Lake Rd..Suite 260.Camas,WA 98607
GREEN MOUNTnIN
structural engineering
STRUCTURAL DESIGN INFORMATION
GOVERNING CODE: 2015 International Residential Code(IRC)
2015 International Building Code(IBC)
This engineering pertains to the design of the Lateral Force Resisting System and a review of
the home designer's framing and foundation plans. The home designer is responsible for
making any necessary changes as required by these calculations to their framing and
foundation plans.
1. Dead Load:
A. Roof 15 psf
B. Floor 10 psf
C. Exterior walls 10 psf
D. Exterior walls with veneer 50 psf
E. Interior walls with gypboard each side 5 psf
2. Live load:
A. Floor 40 psf
B. Decks&Balconies 60 psf
3. Snow load:
A. Uniformly distributed snow load on roof 25 psf
4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure:
A. 3 Second Gust Wind Speed V=126 mph
B. Exposure B
C. Importance factor I= 1.0
D. Topographical Factor Kzt=1.0
E. Wind Directional Factor Kd=0.85
F. Structure classified as enclosed
5. Seismic load—based on ASCE 7-10 Section 12.14:
A. Mapped Spectral Acceleration for short periods Ss=1.0
B. Mapped Spectral Acceleration for 1 second period S 1=0.34
C. Soil Site Class D
D. Ductility coefficient R=6.5
E. Seismic Design Category D
6. Foundation Soil Properties:
A. Undisturbed sandy silt per IBC 2015 Table 1806.2 .Soil Class#5
B. Maximum vertical bearing pressure 1500 psf
7. Retaining wall lateral loads:
A. Walls free to displace laterally at top 40 pcf
B. Walls restrained against lateral displacement at top 45 pcf
8. Concrete:
A. 28 day design strength F'c 3000 psi
B. Reinforcing bars ASTM A615,Grade 60
greenmountainse.com—info@greenmountainse.com—4857 NW Lake Rd.,Suite 260,Camas,WA 98607
GREEN M O U N TSI I N PROJECT: Riverside - 2885
IOW structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: -1
LATERAL
SEISMIC DESIGN BASED ON ASCE-7-10
1617.5 Simplified analysis procedure for seismic design of buildings
1.2
SEISMIC BASE SHEAR v (EQ.12.14-11 with F=12)
mapped spectral acceleration for Ss := too
short periods(Sec.11.4.1) from USGS web site
S. mapped spectral acceleration for := 0.34
1 second period (Sec.11.4.1)
Site coefficient(Table 11.4-1) Fa'— 1'1 Based on Soil
F„ Site coefficient(Table 11.4-2)
F :— 18 Site Class D
SMS Fa•Ss SMS= 1.1 (Eq.11.4-1)
5M1:= FF•S1 5M1= 0.61 (E q.11.4-2)
11.4.43 Design spectrum response acceleration parameters
2
SDS 3 'SMS - 0/3 > 0.50g
SEISMIC
2 CATEGORY
SDi:= •SM1 SDI 0.20g D per Table 11.6-1
1.2•Sps WOOD SHEAR PANELS
V W R:= 65 Table 9.52.2
R
1.2.0.73
V:= 65 •V'., V:= 0.135•W
12.4 Seismic Load Combinations
E 1 a, (Eq.12.4-3 with redundancy factor=13 per 12.342)
WSD:= 0.7•E 0.7.1.3 0.135 W 0.123,W WOOD SHEAR PANELS
11
GREEN M O U N TV1 I N PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-2
LATERAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
- AL, .
___ 7A
i t psf
IIWind ease
Shear
Length L:= 52-ft
Height Ht:= 24•ft WIND:= L•Ht-(11•psf + 7.4•psf)
SEISMIC WIND= 22963.2 lb
F r
Zof
F2 -} — Wfloor — Seismic
Wwal l
Base Shear
Aroof := 52•ft•40•ft Aroof = 2080ft2
• floor 43-ft-40-ft Afloor= 1720ft2
Wwalls 4.52•ft•20•ft Wwalls = 4160ft2
SEISMIC:= (Aroof•15•psf + Anoor•15•psf + Wwalls'10•psf)•0.123 SEISMIC= 12127.8 lb
WIND GOVERNS DESIGN
ft
GREEN MOUNTMINPROJECT: Riverside - 2885
tie structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-3
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE
VELOCITY PRESSURE qz:= .00256•Kz•Kzt•Kd•V2 I (Eq.6-15)
EXPOSURE B
WIND SPEED(3 second gust) Vas:= 126 mph
IMPORTANCE FACTOR I := 1.0
TOPOGRAPHICAL FACTOR Kzt := 1.0
WIND DIRECTIONAL FACTOR Kd:= 0.85
(Table 6-4)
EXPOSURE COEFFICIENT 0'-15' Kz:= 0.57 qz:= ,00256•Kz•Kzt•Kd•V3s2•I qz= 19.69
(varies/height)
15'-20' Kz:= 0.62 qz:= .00256•lc-Kzt•Kd•V3,2•I qz= 21.42
20'-25' Kz:= 0.66 qz:= .00256•Kz•Kzt•Kd•V3,2•I qz= 22.8
25'-30' Kz:= 0.70 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 24.18
A
GREEN MOUNTMIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-4
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
WIND PRESSURE ti- .i, ; G :_ 0&':-) Gust factor
c-; pressure coefficient
AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1
0'-15' WINDWARD P„,:= 12.4•psf•0.85.0.8 PW= 8.43 psf
LEEWARD PL := 12.4•psf•0.85.0.5 PL = 5.27 psf
1B-20' WINDWARD P,,:= 13.49.psf•0.85.0.8 PW= 9.17 psf
LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73 psf
2a-25' WINDWARD P,,:= 14.36•psf•0.85.0.8 PH,= 9.76psf
LEEWARD PL := 14.36•psf•0.85.0.5 PL = 6.1 psf
AT ROOF
0'-15' WINDWARD PW:= 12.4•psf•0.85.0.3 P„,= 3.16 psf
LEEWARD PL := 12.4•psf•0.85.0.6 PL = 6.32 psf
1B-20' WINDWARD PW:= 13.49-psf•0.85.0.3 P,,,= 3.44 psf
LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88psf
2a-25' WINDWARD P,:= 14.36-psf•0.85.0.3 P,,= 3.66 psf
LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf
2B-30' WINDWARD P,„:= 15.23•psf•0.85.0.3 PW= 3.88 psf
LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf
ei
GREEN MOUNTMIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-5
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
Assume
6.88
Cp—o. psf psf + h ,
` .1 4p--O6
114b
9.17
psf 6.1
psf
af-
Mean Roof Height
18+ 22
= 20
2
Loads at Roof roof-ave
Windward 3.44•psf•5.5•ft= 18.92pIf
Leeward 6.88•psf•5.5•ft= 37.84 pIf
Wall loads at upper level at main level
Windward 8.43psf•4•ft = 33.72p1f 8.43•psf•8.5•ft= 71.66 plf
Leeward 5.73•psf-4-ft= 22.92p1f 5.73•psf•8.5•ft= 48.71 plf
II
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GREEN MOUNTVIIN PROJECT: Riverside - 2885
11W structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-9
LATERAL
SHEAR WALL DESIGN
Pdl Pdl
W'dl 4
� .� P0P:= wind
V:= seismic
h
R=Hol down
Force
Based on 2012 ISC Basic Load Corbinations 1605.3.1
0.6D + w (Equation 16-11)
0.6•D + 0.7•E (Equation 16-12)
Overturning Moment: Mot:= P•h
L2
Resisting Moment: Mr:= 0.6•(Wdi + Wwaii) (2 + 0.6•Pdi•L
Mot— Mr
Holdown Force R
L
II
GREEN MOUNTAIN
PROJECT: Riverside - 2885
%11V structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-10
LATERAL
Left Elevation Exterior Walls
Second Level
Wind Force P:= 2260•Ib P= 22601b
Length of wall L:= 5•ft + 4•ft+ 19•ft L= 28ft
F'
Shear v:= L v= 80.71 plf A
5
Overturning Mot:= P•8•ft•28 Mot= 3228.57Ib.ft
Moment
(5.ft)2
Resisting Mr := 0.6•(15•psf•2•ft+ 10•psf•8•ft) 2 + 0.6.600•lb•5•ft
Moment
Mr = 2625lb•ft
Mot— Mr
Holdown = 120.71 lb
Force 5-ft
Main Level
Wind Force P:= 4660.16 P= 4660 Ib
Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft
P
Shear v:= — v= 145.63 plf B
8
Overturning Mot:= P•9•ft°32 Mat= 10485lb•ft
Moment
(8•ft)2
Resisting Mr := 0.6.(15•psf•2•ft + 10•psf•17•ft)• 2 + 0.6.800•Ib•8•ft
Moment
Mr = 7680lb•ft
Mot— Mr
Holdown = 350.63 lb
8-ft
Force
GREEN MOUNTRIN PROJECT: Riverside - 2885
411" structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-1
LATERAL
Front Elevation Exterior Walls
Second Level
Wind Force P:= 2373•Ib P= 23731b
Length of wall L:= 3.5•ft+ 3•ft + 3.5•ft + 3.5•ft L = 13.5 ft
P
Shear v:= - v= 175.78pIf
L
3.5
Overturning Mot:= P•8•ft.-135
Mot= 4921.781b•ft
Moment 13.5
(3.5•ft)2
Resisting Mr := 0.6 (15 psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•3.5•ft
Moment
Mr = 1774.5 lb•ft
Mot- Mr
Holdown = 899.22 lb
Force 3.5 ft MSTC48133
Main Level
Wind Force P:= 2988•Ib P = 2988 lb
Length of wall L:= 2.25•ft + 2.25•ft+ 1.5•ft+ 1.5•ft L = 7.5ft
2.25.3.5 = 7.88
P
Shear Wind v:= — v= 398.4 plf D
2.25
Overturning Mot:= P•7.88•ft• Mot= 7063.631b ft
Moment 7.5
(2.25•ft)2
Resisting Mr := 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•lb•2.25•ft
Moment
M
M
Holdown of - 2564.89 lb
Mr = 1292.63 lb•ft
Force 2.25.ft
HTT5
A
w r
GREEN MOUNTI IN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-12
LATERAL
Right Elevation Exterior Wal Is
Second Level
Wind Force P:= 2260•Ib P= 226016
Length of wall L:= 8•ft+ 5•ft+ 4•ft L = 17ft
P
Shear v:= - v= 132.94 plf A
L
4
Overturning Mot:= P•8•ft•— Mot= 4254.12lb.ft
Moment 17
(4•ft)2
Resisting Mr:= 0.6.(15.psf•2•ft + 10•psf•8•ft)• 2 + 0.6.600•Ib 4•ft
Moment
Mr = 1968lb.ft
Mot- Mr
Holdown = 571.53 lb
Force Oft
Main Level
Wind Force P:= 4660.1b P= 4660 lb
Length of wall L:= 15•ft+ 8•ft+ 3.fit L= 26ft
P
Shear v:= - v= 179.23 plf S
8
Overturning Mat:= P•9•ft•26 Mot= 12904.621b•ft
Moment
(8•ft)2
Resisting Mr:= 0.6.(15.psf.2-ft+ 10•psf•17•ft)• 2 + 0.6.800•lb•8•ft
Moment
Mr = 7680lb.ft
Mot— Mr
Holdown = 653.08 lb
8•ft
Force
GREEN MOUNTAIN PROJECT: Riverside - 2885
1410 structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-13
LATERAL
Rear Elevation Exterior Walls
Second Level
Wind Force P:= 2373.1b P= 23731b
Length of wall L:= 7.5•ft + 11•ft + 4•ft L= 22.5ft
P
Shear v:= - v= 105.47p1f A
L
7.5
Overturning Mot:= P 8.ft Mat= 63281b ft
Moment 225
(7.5•ft)2
Resisting M�:= 0.6•(15•psf•2•ft + 10 psf•12•ft)• 2 + 0.6•600•11,•7.5-ft
Moment
Mr = 5231.25 lb ft
Mot- Mr
Holdown = 146.23 lb
Force 7.5ft
Main Level
Wind Force P:= 3813•lb P= 38131b
Length of wall L:= Eft+ 7•ft + 4-ft L= 17ft
P
Shear Wind v:= - v= 224.29 p1f 5
4
Overturning Mot:= P•9•ft•— Mot= 8074.59 lb-ft
Moment 17
(4.ft)2
Resisting Mr:= 0.6•(15 psf•4•ft+ 10•psf•8•ft)• + 0.6.800•Ib•4•ft
Moment 2
Mot Mr Mr = 2592 Ib•ft
Holdown = 1370.65 lb
Force 4.ft
HTTS
GREEN MOUNTS IN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-14
LATERAL
Interior Shear Walls at back of Garage
Main Level
Wind Force P:= 4069.1b P= 4069 lb
Length of wall L:= 18-ft L= 18ft
P
Shear Wind v:= — v= 226.06plf 5
L
Overturning Mot:= P•9•ft Mot= 36621 Ib•ft
Moment
(18•ft)2
Resisting Mr:= 0.6.(10•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•18•ft
Moment
M
Holdown of- Mr
= 180.5 lb
M = 33372lb•ft
Force 18•ft
GREEN MOUNTMIIN PROJECT: Riverside - 2885
4160 structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-15
LATERAL
WIND ON PORCH ROOF
126 MPH,EXP 5 w := 6•ft•(4.43•psf + 8.86•psf) w = 79.7 pit-
/1
it,1 D
f,
/
11 II
II
�
f II
w
II H ii L
() T /.-. -" I* c it
' (I
`/ 11 v
1 III MD / I
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11-ft
w•L2
M:= M= 3987 Ib ft
2
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= L T:= C C= 398.7 lb 12 SDS 1/4x2 1/4 screws(min)x 172 lbs=2064
in combined withdraw
w•L Nail top and bottom chord of first truss to wall with
v:= p v= 72.49 plf (2)16d nails at 16"o.c.(web to studs)
II