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RECEIVED
GREEN MOUNTIAIN JUN 132019
* CITY N TIGARD
OP structural engineering BUILDING DIVISION
STRUCTURAL CALCULATIONS
Plan 2626
Elderberry Ridge, Lot 2
Tigard, Oregon
Contractor:
Riverside Homes
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Project Number: 17486
May 20, 2019
Index
Structural Information
Lateral Analysis L-1 thru L-15
n
greenmountainse.tom- info@a greenmountainse.com-4857 MW Lake Rd.,Suite 260,Camas,WA 98607
GREEN MOUNThIN
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 S1=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 MOUNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-1
LATE RAL
SEISMIC DESIGN BASED ON ASCE-7-10
1617.5 Simplified analysis procedure for seismic design of buildings
SEISMIC BASE SHEAR (EQ.12.14-11 with F=12)
mapped spectral acceleration for SS:= 1.00
short periods(Sec.11.4.1) from USGS web site
mapped spectral acceleration for St:= 0.34
1 second period(Sec.11.4.1)
_ Site coefficient(Table 11.4-1) Fa 1'1
FBased on Soil
F„ Site coefficient(Table 11.4-2)
F, := 1.8 Site Class D
SMS:= Fa•Ss SMS= 1.1 (E q.11.4-1)
SM1:= F"•S1 SM1= 0.61 (Eq.11.4-2)
11.4.43 Design spectrum response acceleration parameters
2
SDs 3'SMs SDs= 0.73 > 0.50g
SEISMIC
2 CATEGORY
SD1:= 3•SM1 SD1= 0.41 > 0.20g D per Table 11.6-1
WOOD SHEAR PANELS
1.2 SDS R:= 6.5 Table 9.52.2
V:_ •W
1.2.0.73
V:= —•4,! V:= 0.135•W
6.5
12.4 Seismic Load Combinations
E:= 1.3•V (Eq.12.4-3 with redundancy factor=13 per 12.3.42)
WSD:= 0.7•E 0.7.1.3.0.135.W 0.123,W WOOD SHEAR PANELS
II
GREEN MOUNTMIIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-2
LATE RAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
At"
7.4
psf psf
Wind ease
Shear
<-------
Length L:= 50•ft
Height Ht:= 24•ft WIND: L Ht.(11•psf+ 7.4•psf)
SEISMIC WIND= 22080 lb
Fr _> Wroof
F2 - — Wfloor — Seismic
Wwal I
Base Shear
ArooF:= 50•ft•46•ft Aro = 2300ft2
Afloor 42•ft•34•ft Afioor= 1428ft2
Wwalls 4.50•ft•20•ft Wwalls=4000ft2
SEISMIC:= (Aroaf 15•psf+ Afoor•15•psf+ Wwalls.10 psf)•0.123 SEISMIC= 11798.16 lb
WIND GOVERNS DESIGN
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
lir structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 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•Kit•Kd•V3,2•I qz= 19.69
(varies/height)
15-20' Kz:= 0.62 qz:= .00256•KZ•Kit•Kd•V3,2 I qz= 21.42
20' 25' Kz:= 0.66 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 22.8
25-30' Kz:= 0.70 qz:= .00256.Kz•Kzt•Kd•V3s2•I qz= 24.18
ft
GREEN M0UNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-4
LATE RAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
WIND PRESSURE Li, C, G:= 0.85 Gust factor
CP 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
15-20' 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
20'-25' WINDWARD P",:= 14.36•psf•0.85.0.8 P„,= 9.76 psf
LEEWARD PL:= 14.36•psf•0.85.0.5 PL = 6.1 psf
AT ROOF
0'-15' WINDWARD P„,:= 12.4•psf•0.85.0.3 PW= 3.16 psf
LEEWARD PL := 12.4•psf•0.85.0.6 PL = 6.32 psf
1g-20' WINDWARD P„,:= 13.49.psf•0.85.0.3 PW= 3.44-psf
LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88psf
20'-25'
WINDWARD PN,:= 14.36•psf•0.85.0.3 PN,= 3.66psf
LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf
25-30' WINDWARD P„,:= 15.23•psf•0.85 0.3 P„,= 3.88 psf
LEEWARD PL:= 15.23•psf•0.85.0.6 PL = 7.77 psf
h
GREEN M O U N TSI I N PROJECT: Riverside - Plan 2626
lllir structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-5
LATE RAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
Assume
3
6.88
Cp-0.3 psf psf 8 ,,;
Cp--0.6
8.5ft
17
I
9.17` .1 ::::.-'_
psfI. 6.1
psf
9 ft
Mean Roof Height
18+ 25
= 21.5
2
Loads at Roof roof-max roof-ave
Windward 3.44•psf-8.5-ft= 29.24plf 3.44•psf 5.ft= 17.2 plf
Leeward 6.88•psf•8.5•ft= 58.48 plf 6.88 psf 5•ft 34.4 plf
Wall loads at upper level at main level
Windward 8.43psf•4•ft= 33.72 p If 8.43•psf-8.5-ft= 71.66pIf
Leeward 5.73•psf•4•ft= 22.92 plf 5.73•psf°8.5•ft= 48.71pIf
II
GREEN MOUNTnIN PROJECT: Riverside - Plan 2626
11110 structural engineering DATE: Dec . 2017 BY: CM
9 9
JOB NO: 17486 SHEET: L-6
LATERAL
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PROJECT: Riverside - Plan 2626 ,
IOW structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-7
LATERAL
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GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626
II" structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-8
LATERAL
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GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-9
LATERAL
SHEAR WALL DESIGN
Pdl Pdl
Wdl
p m P:= wind
V:= seismic
h
R=Holdown
Force
Based on IBC Basic Load Combinations
0.6D + W (Equation 16-11)
0.6•D + 0.7•E (Equation 16-12)
Overturning Moment: Mot:= Ph
(L2
Resisting Moment: Mr:= 0.6 Wdi + Wwaii) 2 + 0.6•Pdi•L
Mot— Mr
Holdown Force R
L
II
N
GREEN MOUNTh' N PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: cm
JOB NO: 174 8 6 SHEET: L-10
LATERAL
Left Elevation Exterior Walls
Second Level
Wind Force P:= 1700-lb P= 1700 lb
Length of wall L:= 3.5•ft+ 6•ft+ 11•ft L= 20.5ft
P
Shear v:= — v= 82.93plf A
3.5
Overturning Mot:= P•8•ftMot= 2321,951b.ft
Moment 20.5
(3.5•ft)2
Resisting Mr:= 0.6.(15•psf•17•ft+ 10•psf•8•ft) 2 + 0.6.600•lb•3.5•ft
Moment
Mr= 2491.13lb•ft
Mot- Mr
Holdown = -48.34 lb
Force 3.5ft
Main Level
Wind Force F:= 4400.16 P= 4400 lb
Length of wall L:= 4.ft + 4.ft+ 6•ft+ 13•ft L= 27ft
P
Shear v:= — v= 162.96pIf B
4
Overturning Mot:= P 9 ft 27 Mot= 5866.671 b•ft
Moment
(4.ft)2
Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft) 2 + 0.6.800•lb•4ft
Moment
Mr= 3960lb•ft
Mot- Mr
Holdown = 476.67 lb
Oft
Force
GREEN MOUNTnIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
Joe no: 17486 SHEET: L-11
LATE RAL
Front Elevation Exterior Walls
Second Level-Ele vA Gov design
Wind Force P:= 2859•Ib P= 28591b
Length of wall L:= 5•ft•2+ 3.5•ft•2 L=17ft
P
Shear v:= - v= 168.18plf
3.5
Overturning Mot:= P 8•ft•— Mot= 4708.94Ib•ft
Moment 17
(3.5•ft)2
Resisting Mr:= 0.6•(15 psf 4•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft
Moment
Mr = 1774.5lb.ft
Mot- M�
Holdown = 838.41 Ib
Force 3.5•ft
Main Level -not considering the 3rd car garage
Wind Force P:= 3680•lb P= 3680 lb
Length of wall L:= 2.25•ft+ 2.25•ft+ 2.25•ft L= 6.75 ft
2.25.3.5 = 7.88
P
Shear Wind v:_ - v= 545.19 plf E
L
2.25
Overturning Mot:= P•7.88•ftMot= 9666.13 lb ft
Moment 6.75
(2.25•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800.16 2.25•ft
Moment
Mot— Mr M�= 1292.63 lb ft
Holdown = 3721.56 lb
Force 2.25•ft
HTT5
II
GREEN M O O N Th'I I N PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 174 8 6 SHEET: L-12
LATE RAL
Right Elevation Exterior Walls
Second Level
Wind Force P:= 1700.1b P=1700 lb
Length of wall L:= 3•ft+ 6•ft+ 10•ft L= 19ft
P
Shear v:= 1 v= 89.47p1f A
6
Overturning Mot := P•8•ft-- Mot= 4294.74 Ib•ft
Moment 19
(6-ft)2
Resisting t 1 := 0.6•(15-psf•17-ft+ 10•psf-8•ft)• 2 + 0.6•600.1b•6-it
Moment
Mr = 5778lb•ft
Mot - Mr
Holdown = 247.21 lb
Force 6-ft
Main Level
Wind Force P:= 4400-lb P= 44-00 lb
Length of wall L:= 15-ft + 7-ft + 4-ft. L= 26ft
P
Shear v:= - v= 169.23 plf 13
4
Overturning Mot:= P•9•ft•26 Mot= 6092.31 lb-ft
Moment
(7 ft)2
Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft)• 2 + 0.6.800•lb•4•ft
Moment
Mr = 8167.5lb-ft
Mot - Mr
Holdown = -518.8 lb
4-ft
Force
II
GREEN MOUNThIN 1 PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-13
LATE RAL
Rear Elevation Exterior Walls
Second Level
Wind Force P:= 3043•lb P= 30431b
Length of wall L:= 8•ft+ 7•ft L= 15ft
P
Shear v:= — v= 202.87pIf
L
7
Overturning Mot:= P•8 ft — Mot = 11360.53 lb ft
Moment 15
(7.ft)2
Resisting Mr:= 0.6•(15•psf-2-ft+ 10.psf•12•ft)• 2 + 0.6.600.1b•7-ft
Moment
Mr = 4725 lb *t
Mot- Mr
Holdown = 947.931b
Force 7.ft MSTG40
Main Level
Wind Force P:= 4303•Ib P=43031b
Length of wall L:= 3•ft+4•ft+ 3.5•ft L= 10.5ft
P
Shear Wind v:= — v=409.81 plf D
L
3
Overturning Mot:= P•9 ftMot= 11064.86 lb•ft
Moment 10.5
(3.ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10.psf.8.ft)• 2 + 0.6.800•lb•3-ft
Moment
Mot- Mr M�= 1818Ib•ft
Holdown = 3082.29lb
Force aft
HITS
N
GREEN MOUMTnIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-14
LATE RAL
Interior Shear Walls at Garage
Main Level
Wind Force P:= 3797-lb P= 37971b
Length of wall L:= 12•ft L= 12ft
P
Shear Wind v:= — v= 316.42pff C
Overturning Mot:= P.9.ft Mot= 34173Ib-ft
Moment
(12•ft)2
Resisting Mr:= 0.6.(10•psf-12 ft + 10.psf•9.ft) 2 + 0.6.1200•Ib•12•ft
Moment
M —
r Mr = 17712lb•ft
Holdown of M
= 1371.75 lb
Force 12ft
HITS
GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626
IOW' structural engineering DATE: Dec. 2017 BY: CM
JOBMO: 17486 SHEET: L-15
LATERAL
WIND ON PORCH ROOF
126 MPH,EXP 5 w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf
--/H---- D /
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DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 12-ft
w L
l-1 M= 3987 lb ft
2
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= L C= 398.71b 12 SDS 1/4x21/4 screws(min)x172 lbs=2064
in combined withdraw
w•L Nail top and bottom chord of first truss to wall with
v:= p v= 66.45 plf (2)16d nails at 16"o.c. (web to studs)