Specifications C/S- (L.," C63
C-ZIRik-k-Als- SA •
GREEN MOUNT-11111N
structural engineering
N.g 1
STRUCTURAL CALCULATIOia
Plan 2885
Elderberry Ridge, Lot 38
Tigard, Oregon
Contractor:
Riverside Homes
P R O °pen
NE.4.A
j 49 SPE
r-
OREGON
o
Oft •
Mtral-
[EXPIRES
Project Number: 17485
November 8, 2018
Index
Structural Information
Lateral Analysis L-1 thru L-15
greenmountainse com-infoggreenmountainse com-4857 NW Lake Rd..Suite 260.Camas,WA 98607
GREEN MOUNTIIIN
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 S1A.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 MOUNTVIIN PROJECT: Riverside - 2885
ilif structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-1
LATERAL
SEISMIC DESIGN BASED ON ASCE-7-10
16175 Simplified analysis procedure for seismic design of buildings
1.2•SDs
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
FV 1 b Site Class D
F, Site coefficient(Table 11.42)
SMs:= Fa•Ss SMs= 1.1 (Eq.11.4-1)
SM1:= FvSi 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
SDi:= 3•SM1 SDS= 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
R
1.2.0.73
V:_ •W V:= 0.135•W
6.5
12.4 Seismic La act COMbtllattons
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
PI
GREEN MOUNTMIN PROJECT: Riverside - 2885
Ile structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-2
LATERAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
7.4
111111 psf
psf
Wind ease
1111 Shear
Length L:= 52-ft
Height Ht:= 24•ft WIND:= L•Ht.(11•psf + 7.4•psf)
SEISMIC WIND= 22963.2 lb
Fr + Wroof
F2 Wfloor Seismic
Wwal I
Sase Shear
Aroof:= 52 ft 40 ft Aro = 2080ft2
p" = 43ft40ft door= 1720ft2
' noor•
Wwal�s:= 4 52 ft 20 ft Wwalls= 4160ft2
SEISMIC:_ (Aroof•15•psf + Afhr•15•psf + Wwa ls•10•psf)•0.123 SEISMIC= 12127.8 lb
WIND GOVERNS DESIGN
GREEN MOUNThIN PROJECT: Riverside - 2885
11111, 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•lc.Ice.•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•I qZ= 22.8
25-30' KZ:= 0.70 qZ:= .00256•KZ•Krt.•Kd V3s2•I qZ= 24.18
GREEN MOUNTIIIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-4
LATE RAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
WIND PRESSURE P:= gz•G•Cp G:= 0.85 Gust factor
CP coefficient
coecient
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 Ps.,= 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 PW:= 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
01 WINDWARD PW:= 12.4.psf•0.85.0.3 PH,= 3.16 psf
LEEWARD PL:= 12.4•psf•0.85.0.6 Pt = 6.32 psf
15-20' WINDWARD PW:= 13.49.psf•0.85.0.3 PN,= 3.44 psf
A-- - . - - - WARD— PL r- 13.49•psf•0.85.0.6 PL.= 6.88 psf
2O'-25' WINDWARD PN,:= 14.36•psf•0.85.0.3 PH,= 3.66 psf
LEEWARD PL:= 14.36•psf•0.85.0.6 PL = 7.32 psf
25-30' WINDWARD PW:= 15.23.psf•0.85.0.3 P,,= 3.88 psf
LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf
ft
GREEN MOUNTIAIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-5
LATE RAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
Assume
3-44 6.88
Cp-0.3 psf psf A := 35
r Cp--0.6
8ft
9.17 6.1
Psf psf
9 ft
Mean Roof Height
18+ 22
= 20
2
Loads at Roof roof-ave
Windward 3.44•psf•5.5•ft= 18.92 plf
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= 71.66pIf
Leeward 5.73•psf.4•ft= 22.92pIf 5.73•psf•8.5•ft= 48.71pIf
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GREEN MOUNThIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-9
LATE RAL
SHEAR WALL DESIGN
PdI PdI
Wdl 4,
L Y I p (0 P:= wind
V:= seismic
h
R=Holdown
Force
Based on 2012 IBC Basic Load Combinations 1605.31
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 + Wwafl)•(2 + 0.6•Pdi•L
Mot— Mr
Holdown Force R
L
GREEN MOUNTAIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-10
LATE RAL
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
P
Shear v:= - 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)• + 0.6.600•Ib•5•ft
2
Moment
Mr= 2625Ib•ft
Mot- Mr
Holdown = 120.71 lb
Force 5ft
Main Level
Wind Force P:= 4660•Ib P= 4660 lb
Length of wall L:= 14•ft + 10-ft+ 8-ft L= 32ft
P
Shear v:= - v= 145.63 plf 5
8
Overturning Mot:= P•9-ft 32 Mot= 10485lb•ft
Moment 2
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft) (840 + 0.6.800•Ib•8•ft
2
Moment
Mr= 7680Ib•ft
Mot- Mr
Holdown 8-ft = 350.63 lb
Force
GREEN MOUNThIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-1
LATE RAL
Front Elevation Exterior Walls
Second Level
Wind Force P:= 2373-lb P= 2373 lb
Length of wall L:= 3.5-ft+ 3-ft+ 3.5-ft+ 3.5•ft L= 13.5ft
P
Shear v:= L v= 175.78 plf
3.5 Mot= 4921.78 lb•ft
Moment
Overturning Mot:= P•e•ft•—
13.5
(3.5•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• + 0.6.600•Ib•3.5•ft
2
Moment
Mr= 1774.5 lb•ft
Mot- Mr
Holdown = 899.22lb
Force 3.5 ft MSTC48B3
Main Level
Wind Force P:= 2988•lb P= 2988lb
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 v= 398.4 plf D
Shear Ndnd V:= — p
2.25
Overturning Mot:= P•7.88•ft• 75 Mot= 7063.63lb•ft
(2.25•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• + 0.6.800•Ib•2.25•ft
2
Moment
Mot Mr Mr= 1292.631b•ft
Holdown = 2564.89 lb
Force
2.25•ft
HITS
GREEN MOUNTIIIN 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.lb P= 2260 lb
Length of wall L:= 8•ft+ 5•ft+ 4•ft L= 17ft
P
Shear v L
v=132.94 plf A
:=
4 Mot= 4254.12lb•ft
Overturning Mot:= P'8.ft'.17
Moment
(4,ft)2
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• + 0.6.600•Ib•4•ft
2
Moment
Mr= 1968Ib•ft
Mot- Mr
Holdown 4 ft = 571.53 lb
Force
Main Level
Wind Force P:= 4660•Ib P= 4660 lb
Length of wall L:= 15-ft+ 8-ft+ 3-ft L= 26ft
P v= 179.23 If B
Shear v:_ — p
8
Overturning Mot:= P•9•ft•26 Mot= 12904.62lb-ft
Moment
(84'02
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft) + 0.6.800•Ib•8•ft
2
Moment
Mr= 7680lb-Ft
Mot- Mr
Holdown 8•ft = 653.08 lb
Force
GREEN MOUNThIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 BY: CM
JOB HO: 17485 SHEET: L-13
LATERAL
Rear Elevation Exterior Walls
Second Level
Wind Force P:= 2373•Ib P= 2373lb
Length of wall L:= 7.5•ft + 11•ft+ 4•ft L= 22.5ft
P
Shear v:= - v= 105.47 plf A
7.5 Mot= 63281b•ft
Moment
Overturning Mot:= Pb —• •ft•
22'5
(7.5•ft)2
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•12•ft)• 2 + 0.6.600•Ib•7.5•ft
Moment
Mr= 5231.25lb•ft
Mot- Mr
Holdown = 146.23 lb
Force 7.5•ft
Main Level
Wind Force P:= 3813•Ib P= 3813 lb
Length of wall L:= 6•ft+ 7•ft+ 4•ft L= 17ft
P S
Shear Wind v:_ — v= 224.29plf
4
Overturning Mot:= P•9•ft 17 Mot= 8074.59 lb-ft
-
(4•ft)2
•8
Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf •ft) + 0.6.800•Ib 4•ft
2
Moment
Mot Mr Mr= 2592 Ib•ft
Holdown 4 ft = 1370.65 lb
Force
HTT5
GREEN MOUNTVIIN 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=40691b
Length of wall L:= 18•ft L= 18ft
P S
Shear Wind v:= - v= 226.06pif
Overturning Mot:= P•9•ft Ma= 36621 Ib•ft
Moment
(18•ft)2
Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• + 0.6.1200•lb•18•ft
2
Moment
Mot- Mr = 33372Ib•ft
Holdown = 180.51b
Force 18•ft
L.
GREEN MOUNTMIIN
PROJECT: Riverside - 2885
*OP structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-15
LATE RAL
WIND ON PORCH ROOF
126 MPH,EXP 6 w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf
t a `
\ II II
/ II
II II
/ ii
w iI
M II
IIT ` IIII
II 11
id .,....,,-- v I)
i I.,________,... / I
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11-ft
w•L2
M:= - M= 3987lbft
2
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= L T:= C C= 398.7 lb 12 SDS 1/4x21/4 screws(min)x 172 lbs=2064
in combined withdraw
w•L Nail top and bottom chord of first truss to wall with
v:= — v= 72.49 plf (2)16d nails at 16"o.c.(web to studs)
D
ei