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GREEN MOUNTAIN fEC 13 2017
1110 structural engineering
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Lateral Analysis
For
Riverside Homes — Plan 2626 Elevation B
Progress Landing Lot 5
12062 SW Redberry Court
Tigard, OR
Dec 6, 2017
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Job No:17486
• * * LIMITATIONS * *
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.
DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY
RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR
LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
Table of Contents
Design Criteria
Lateral Analysis L-1 — L- 15
I
greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607
71GREEN MOUNTIIIN
structural engineering
STRUCTURAL DESIGN CRITERIA
Governing Code: 2012 International Residential Code (IRC)
2012 International Building Code (IBC)
Dead Load:
A. Roof 15 psf
B. Floor ...10 psf
C. Exterior walls ..10 psf
D. Interior walls with gypboard each side 5 psf
Snow Load:
A. Uniformly distributed snow load 25 psf
Floor Live Load:. 40 psf
Wind Load:based on ASCE 7-10 CH27 MWFRS Directional Procedure
A. 3 Second Gust Wind Speed V=126 mph
B. Importance Factor .. 1=1.0
C. Exposure B
D. Topographical Factor .Kzt=1.0
E. Wind Directional Factor Kd=0.85
F. Structure classified as enclosed
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 sec.period S1=0.34
C. Ductility Factor ...R=6.5
D. Seismic Design Category D
Foundation Soil Properties:
A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5
B. Maximum vertical bearing pressure 1500 psf
Concrete:
A. 28 days design strength F'c 3000 psi
B. Reinforcing bars ASTM A615, Grade 60
II
GREEN MOUNTIAIN
aRoJECT: Riverside - Plan 2626
r;
Itiffstructural engineering DATE: Dec. 2017 BY: CM
JOB NO: . 17486 SHEET: ,r.. ak-1
LATERAL
SEISMIC DESIGN BASED ON ASCE-7-10
1617.5 Simplified analysis procedure for seismic design of buildings
1.2-Sps
SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12)
Ss mapped spectral acceleration for Ss:= 1.00
short periods(Sec.11.4.1) from USGS web site
Ss mapped spectral acceleration for Si:= 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•Ss SMs=1.1 (Eq.11.4-1)
SMI:= F„•S1 SMi= 0.61 (Ecf 11.4-2)
11.4.43 Design spectrum response acceleration parameters
2
SDS 3-.SMS Sos= 0.73 > 0.50g
SEISMIC
2 CATEGORY
Sp,:= 3•SMS Spy= 0.41 > 0.20g D per Table 11.6-1
WOOD SHEAR PANELS
1.2 Sps
R:= 6.5 Table 9.52.2
V:_ •W
R
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 12.342)
WSD:= 0.7•E 0.7.13.0.135•W 0.123-W WOOD SHEAR PANELS
IA
GREEN MOUNTAIN PROJECT Riverside - Plan 2626
Ilestructural engineering DATE: Dec. 2017 BY:_„y CM
JOB NO: 17486 SHEET: L-2
LATE RAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
'—)' AM'
11 —j 7.4
ps f 11111 psf
Wind base
Shear
-- Ill ---)
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
Wwa)I
ease Shear
Aroof:= 504t•46•ft Aroof= 2300ft2
Afloor 42•ft•34.ft Afloor= 1428ft2
Wwalls 4.50•ft•20•ft Wwails=4000ft2
SEISMIC:= (Aroof•15•psf+ Afloor15•psf+Wwalls'10•psf)•0.123 SEISMIC= 11798.16 lb
WIND GOVERNS DESIGN
Pk
- GREEN MOUNTAIN PROJECT: Riverside - Plan 2626
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 Krt:= 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•Krt•Kd•V3s2•I q = 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•V3s2.1 qz= 24.18
II
= GREEN MOUNTnIN PROJECT: Riverside - Plan 2626
11111, structural engineering DATE: Dec. 2017 BY cm
JOB NO: 17486 SHEET: L-4
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
WIND PRESSURE P:= 9Z•G•C, G:= 0.85 Gust factor
CP pressure coefficient
AT WALLS For Working Stress Design Mu Itiply WIND PRESSURE by 0.6 per IBC 1605.3.1
0'-15' WINDWARD P,„:= 12.4•psf•0.85.0.8 P,y= 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 P,r= 9.17 psf
LEEWARD PL:= 13.49.psf•0.85.0.5 PL= 5.73 psf
20'-25' WINDWARD PW:= 14.36•psf.0.85.0.8 Py,= 9.76psf
LEEWARD PL:= 14.36.psf•0.85.0.5 PL= 6.1 psf
AT ROOF
0'-'5' WINDWARD PN,:= 12.4•psf•0.85.0.3 P,H= 3.16 psf
LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf
15-20' WINDWARD PN := 13.49•psf•0.85.0.3 P,,,= 3.44 psf
LEEWARD PL:= 13.49•psf•0.85.0.6 PL= 6.88 psf
20'-25' WINDWARD PW:= 14.36•psf•0.85.0.3 Pw= 3.66psf
LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf
-30' WINDWARD Pb.,:= 15.23•psf•0.85.0.3 P,y=3.88 psf
LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf
11
GREEN M0UNT� IN PROJECT: Riverside Plan 2626
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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.
3-44 \ 6 88 Assume
Cp-0.5 psf psf 8 := 35
r Cp--0.6
8.5 ft
8 ft
9.17
p111111111111111111111111 sf 6.1
psf
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= 17.2plf
Leeward 6.88•psf•8.5•ft= 58.48pIf 6.88 psf-5ft= 34.4pif
Wall loads at upper level at main level
Windward 8.43psf•4•ft= 33.72pIf 8.43•psf•8.5•ft= 71.66 plf
Leeward 5.73•psf•4•ft= 22.92pIf 5.73 psf•8.5•ft=48.71pIf
GREEN MOUNThIN PROJECT: Riverside Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB
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structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17 4 8 6 .,.., . ._ SHEET: L-7
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lop structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486SHEET L.43
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GREEN MOUNTnIN PROJECT: Riverside - Plan 2626
Mr structural engineering
DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-9
LATERAL
SHEAR WALL DESIGN
Pdl Pd
I l dl
4,
1 V l P 00 P:= wind
V:= seismic
h
R=Hol down
V 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:= P h
L2
Resisting Moment: Mr:= 0.6•(Wdl + Wwali)•{ + 0.6•Pdi•L
Mcrt Mr
Holdown Force R
L
11
a GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626
4101, structural engineering SATE Dec. 2017 BY: CM
JOB NO: 17486 ,. ..,.. SHEET: 1,71O
LATERAL
Left Elevation Exterior Walls
Second Level
Wind Force P:= 1700.1b P=1700 lb
Length of wall L:= 3.5•ft+6•ft+11•ft L= 20.5ft
P
Shear v:= — v= 82.93p1f A
L
3.5
Overturning Mot:= P•8•ft Mot= 2321.95lb•ft
Moment 20.5
(3.5•ft)2
Resisting Mr:= 0.6.(15.psf•17•ft+10•psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft
Moment
Mr= 2491.13lb•ft
Mot— Mr
Holdown = —48.34 lb
Force 3.5ft
Main Level
Wind Force P:= 4400•lb P=4400 lb
Length of wall L:= 4•ft+4•ft+ 6•ft+ 13•ft L= 27ft
P
Shear v:= - v= 162.96 plf B
4
OverturningMot:= P•9-ft 2—
7 Mot= 5866.671b•ft
Moment
(4•ft)2
Resisting Mr:= 0.6•(15.psf•17-ft+ 10.psf•17•ft)• 2 + 0.6.800•Ib•4•ft
Moment
Mr= 3960lb-ft
Mot— Mr
Holdown =476.67 lb
Force Oft
II
-m. GREEN MOUNTAIN
PROJECT: Riverside - Plan 2626
It structural engineering DATE: Dec. 2017 BY: CM
JOB NO:,,. ....17486 SHEET: L-11
LATERAL
Front Elevation Exterior Walls
Second Level-F'le vA Govdesign
Wind Force P:= 2859•lb P= 2859lb
Length of wall L:= 5•ft•2+3.5•ft•2 L=17ft
P
Shear v:= — v= 168.18plf S
3.5
Overturning Mot:= P•8•ft• 17 Mot= 4708.94lb•ft
Moment
(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— Mr
Holdown = 838.41 lb
Force 3.5•ft
Main Level -not considering the 3rd car garage
Wind Force P:= 3680-lb P= 3680lb
Length of wall L:= 2.25•ft+ 2.25•ft+ 2.25•ft L= 6.75ft
2.25.35= 7.88
P
Shear Wind v:= — v= 545.19plf E
2.25
Overturning Mot:= P•7.88•ft•— Mot= 9666.13lb•ft
6.75
Moment
(2.25•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft
Moment
Mot— Mr Mr=1292.63lb•ft
Holdown = 372156 lb
Force 2.25•ft
HITS
II
GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 -51EETa, L-12
LATERAL
Right Elevation Exterior Walls
Second Level
Wind Force P:= 1700-Ib P= 1700Ib
Length of wall L:= 3•ft+ 6•ft+10•ft L=19ft
P
Shear v:= L v= 89.47plf A
6
Overturning M0:= P•8-ft•— Mot=4294.74 Ib•ft
Moment 79
(6-ft)2
Resisting Mr:= 0.6.(15.psf.17•ft+10-psf•8•ft)• 2 + 0.6.600•Ib•6•ft
Moment
Mr= 5778lb•ft
Mot– Mr
Holdown = –247.21 lb
Force 6•ft
Main Level
Wind Force P:= 4400.1b P=440016
Length of wall L:= 15•ft+ 7-ft+4.ft L= 26ft
P
Shear v:= L v=169.23plf S
4
Overturning Mat:= P•9•ft•26 Mot= 6092.31lb•ft
Moment
(7•ft)2
Resisting Mr:= 0.6-(15•psf•17•ft+ 10.psf.17ft)• 2 + 0.6.800.1b•4-ft
Moment
Mr= 8167.5lb•ft
Mo– Mr
Holdown = –518.8 lb
4 ft
Force
GREE MCJUNT�IIM PROJECT: Riverside — Plan 2626
My structural engineering
DATE: Dec. 2 017 BY: CM
JOB NO: 17 4 8 6 SHEET: L-13
LATE RAL
Rear Elevation Exterior Walls
Second Level
Wind Force P:= 3043•lb P= 3043 lb
Length of wall L:= 8•ft+ 7•ft L=15ft
P
Shear v:= — v= 202.87 plf
L
7
Overturning Ma:= P•8•ft15 Ma=11360.53 lb•ft
Moment
(7•ft)2
Resisting Mr:= 0.6•(15.psf•2•ft+10.psf•12•ft)• 2 + 0.6.600•Ib•7•ft
Moment
Mr=4725lb•ft
Mo— Mr
Holdown — 947.931b
7 ft MSTC40
Fo me
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 Ma:= P•9•ft•— M�=11064.86Ib•ft
Moment 10.5
Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)•(34'022 + 0.6.800•lb•3•ft
Moment
Mot— Mr Mr=18181b•ft
Holdown =3082.29 lb
Force 3.ft
HTTS
II
GREEN MOUNTAIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-14
LATERAL
Interior Shear Walls at Garage
Main Level
Wind Force P:= 3797-lb P= 3797 lb
Length of wall L:= 12-ft L=12ft
P
Shear Wind v:= - v= 316.42plf C
Overturning Mot:= P-9-ft Mot= 34173lb•ft
Moment
(12•ft)2
Resisting Mr:= 0.6•(10•psf•12•ft+10.psf•9•ft)• 2 + 0.6.1200•lb•12•ft
Moment
Ma— Mr Mr=17712lb-ft
Holdown = 1371.75 lb
Force 12ft
HITS
A
GREEN MOUNTAIN PROJECT: Riverside - Plan 2626
14111, Dec. 2 017 BY: CM
structural engineering DATE:
JOB NO: 17486 SHEET: L-15
LATERAL �� •.
WIND ON PORCH ROOF
126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf
14,
r
II
II
w II II
II T
w II
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12•ft
w•L2
M:= 2 M= 3987 lb ft
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= T:= C C= 398.7 lb 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= 66.48 plf (2)16d nails at 16"o.c.(web to studs)
II