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RECEIVED
GREEN MOUNTIAIN JUN 132019
structural engineering CITY OFTIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
Plan 2626
Elderberry Ridge, Lot 6
Tigard, Oregon
Contractor:
Riverside Homes
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EXPIRES VZ• 31
Project Number: 17486
May 20, 2019
Index
Structural Information
Lateral Analysis L-1 thru L-15
greenmountainse.com- info@greenmountainse.com-4857 NW Lake Rd.,Suite 260.Camas.WA 98607
GREEN MOUNTVIIN
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 MOUNTIIIN PROJECT: Riverside - Plan 2626
4111V 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 U (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 S := 0.34
1 second period(Sec.11.4.1)
Fa Site coefficient(Table 11.4-1) Fa 1.1 Based on Soil
F, Site coefficient(Table 11.4-2)
F := 1.8 Site Class D
SMs Fa•S5 SMS= 1.1 (Eq.11.4-1)
5M1:= F„•S1 SMi= 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
SDi:= 3•SMi SDI= 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:= •W 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 0.71.30.135.W 0.123•W WOOD SHEAR PANELS
II
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
11110 structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-2
LATERAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
11 - Y.4
psf psf
--, Wind Base
Shear
Length L:= 50•ft
Height Ht:= 24•ft WIND:= L•Ht•(11•psf+ 7.4•psf)
SEISMIC WIND= 2208016
Fr Wroaf
F2 - — Wfloor Seismic
Wwal I
Base Shear
Aroof:= 50•ft•46•ft Aroof= 2300 ft2
Afloor 42•ft•34•ft Afloor= 1428ft2
Wwaiis 4.50•ft•20 ft Wwalls =4000ft2
SEISMIC:= (Aroof 15 psf + P+floor 15 psf + Wwalls°10•psf)•0.123 SEISMIC= 11798.1616
WIND GOVERNS DESIGN
GREEN MOUNTS IN PROJECT: Riverside - Plan 2626
tie structural engineering DATE: Dec. 2017 BY: CM
Joe NO: 17486 SHEET: L-3
LATE RAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE
VELOCITY PRESSURE qz:= .00256•Kz•KZt Kd•V`•I (Eq.6-15)
EXPOSURE
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•KZ•KZt•Kd•V3,2•I qZ= 21.42
20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd•V3s2.1 qz= 22.8
25' 30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 24.18
II
GREEN MOUMTnIN PROJECT: Riverside - Plan 2626
10111, 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 P:= qZ•G•CP G:= 0.85 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 PW:= 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 PW:= 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 PW= 9.76 psf
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
15-20' WINDWARD PW:= 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 PW:= 14.36.psf•0.85.0.3 PW= 3.66 psf
LEEWARD Pi := 14.36.psf•0.85.0.6 PL = 7.32 psf
25-30' WINDWARD PW:= 15.23•psf•0.85 0.3 PW= 3.88 psf
LEEWARD PL := 15.23.psf•0.85.0.6 PL = 7.77 psf
GREEN MOUNThIIN PROJECT: Riverside - Plan 2626
*kV 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
668
cp-o. psf psf ; .hh
cp--0.6
8.5 ft
9.1r
I
psf 6.1
psf
9fz
Mean Roof Height
18+ 25
= 21.5
2
Loads at Roof roof- max roof ave
Windward 3.44-psf•8.5•ft= 29.24 plf 3.44•psf•5ft= 17.2plf
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= 33.72pIf 8.43•psf.8.5oft= 71.66pIf
Leeward 5.73•psf•4•ft= 22.92 plf 5.73•psf•8.5•ft= 48.71 plf
II
GREEN MOUNTVIIN PROJECT: Riverside - Plan 2626
*kW structural engineering DATE: Dec . 2017 BY: CM
JOB HO: 17486 SHEET: L-6
LATERAL
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GREEN M O U N TSI I N PROJECT: Riverside - Plan 2626
14110P structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-7
LATERAL
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GREEN M O O N TSI I N PROJECT: Riverside - Plan 2626
11110 structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-8
LATERAL
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GREEN MOUNThIIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-9
LATERAL
SHEAR WALL DESIGN
Pd Pd
4 Wdl I
h
L R=Holdown
Force
Based on IBC Basic Load Combinations
y,,; (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•Pd1•L
Mot- Mr
Holdown Force R
L
GREEN M O U N TM I N PROJECT: Riverside - Plan 2626
ItlY structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-10
LATE RAL
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= 82.93pIf A
L
3.5
Overturning Mat:= P•8•ft Mot= 2321.95lb•ft
Moment 20.5
(3.5•ft)2
Resisting Mr:= O.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft
Moment
Mr = 2491.13 lb•ft
Mot- Mr
Holdown = -48.34 lb
Force 3.5•ft
Main Level
Wind Force P:= 4400•Ib F'= 4400 lb
Length of wall L:= 4•ft+4•ft+ 6•ft+ 13•ft L= 27ft
P
Shear v:= — v= 162.96 plf S
4
Overturning Mot:= P•9 ft — Mot= 5866.67lb.ft
Moment 27
(4•ft)2
Resisting Mr := 0.6.(15•psf17 ft + 10-psf•17•ft)• 2 + 0.6.800•Ib4•ft
Moment
Mr= 3960 lb ft
Mot - K
Holdown = 476.67 lb
Oft
Force
II
GREEN MOUNTIVIN PROJECT: Riverside - Plan 2626
%kV structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-1
LATERAL
Front Elevation Exterior Walls
Second Level-ElevA Gov design
Wind Force P:= 2859-lb P= 28591b
Length of wall L:= 5•ft•2+ 3.5-ft-2 L= 17ft
P
Shear v:= — v= 168.18plf B
35
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-lb-3.5-ft
Moment
Mr = 1774.5lb•ft
Mot- Mr
Holdown - 838.41 lb
Force 3.5ft
Main Level -not considering the 3rd car garage
Wind Force P:= 3680•lb P= 36801b
Length of wall L:= 2.25•ft+ 2.25•ft+ 2.25-ft L= 6.75ft
2.25.3.5= 7.88
P
Shear Wind v:= — v= 545.19plf E
2.25
Overturning Mot:= P•7.88°ftMot= 9666.131b•ft
Moment 6.75
(2.25•ft)2
Resisting Mr:= 0.6•(15psf•4-ft + 10 psf'8-ft) 2 + 0.6.800-lb•2.25•ft
Moment
Mot- Mr Mr=1292.631b•ft
Holdown = 3721.56lb
Force 2.25-ft
HTT5
II
GREEN MOUNTIVIN PROJECT: Riverside - Plan 2626
lith" structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-12
LATERAL
Right Elevation Exterior Walls
Second Level
Wind Force P:= 1700•Ib P= 17001b
Length of wall L:= 3•ft+ 6•ft+ 10•ft L = 19ft
P
Shear v:= - v= 89.47 plf A
6
Overturning Mot:= P•8•ft•— Mot= 4294.74lb•ft
Moment 19
(6•ft)2
Resisting Mr:= 0.6.(15•psf•17 ft+ 10•psf•8•ft)• 2 + 0.6.600-1b-6-ft
Moment
Mr = 5778lb-ft
Mot- Mr
Holdown = -247.21 lb
Force 6•ft
Main Level
Wind Force P:= 4400•lb P= 4400 lb
Length of wall L:= 15•ft+ 7•ft+ 4•ft L= 26ft
P
Shear - v= 169.23 plf B
4
Overturning Mot:= P•9•ft•26 Mot= 6092.311b•ft
Moment
(7•ft)2
Resisting Mr:= 0.6 (15psf17ft+ 10psf17ft)• 2 + 0.6800•Ib4ft
Moment
Mr = 8167.5lb•ft
Mot- Mr
Holdown = -518.8 lb
Oft
Force
II
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
iihr 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•Ib P= 30431b
Length of wall L:= 8•ft+ 7•ft L=15ft
P
Shear v:= - v= 202.87 plf S
7
Overturning M°t:= P•8•ft•— Mot= 11360.53 lb ft
Moment 15
(7.ft)`
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf-12.ft)• 2 + 0.6.600-Ib•7•ft
Moment
Mr = 4725 lb•ft
Mot- Mr
Holdown = 947.93 lb MS-1040Fome 7ft
Main Level
Wind Force P:= 4303•Ib P= 4306 lb
Length of wall L:= 3•ft+4•ft+ 3.5.ft L== 10.5ft
P
Shear Wind v:_ - v= 409.81 plf D
3
Overturning M0 := P•9•ft•— Mot= 11064.86 lb•ft
Moment 10.5
(3•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800.1b•3,ft
Moment
MOt- Mr M = 1818lb•ft
Holdown = 3082.29 lb
Force aft
HTTS
II
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
J0B NO: 17486 SHEET: L-14
LATE RAL
Interior Shear Walls at Garage
Main Level
Wind Force P:= 3797 lb P= 3797 Ib
Length of wall L:= 12•ft L=12ft
P
Shear Wind v:= — v= 316.42 p1f C
Overturning Mot:= P•9•ft Mot= 34173Ib•ft
Moment
(124-02
Resisting Mr:= 0.6 (10•psf 12•ft+ 10•psf•9-ft) 2 + 0.61200.1612 ft
Moment
M
Holdown of = 1371.75 lb
Mr = 17712lb-ft
Force 12'ft
HITS
II
GREEN MOUNTnIN PROJECT: Riverside - Plan 2626
1110 structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 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
t D f
n
II
w 11 M II L
Itr c II
ll V
■_ ___—__ In / I
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12•ft
i1 M= 3987Ibft
r
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= T:= C C= 398.716 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)
II