Specifications (27) sz ckyL_ L st- •
GREEN MOUNTVIIN REG'ENEP
JAN 2 9 2019
%If structural engineering
CITY OF ;
BUILDING onhczint,
STRUCTURAL CALCULATIONS
Plan 2626
Elderberry Ridge, Lot 29
Tigard, Oregon
Contractor:
Riverside Homes
_oo FR 0 Pes
N.. 'P
49 .8PE
OREGON
COI
.96VA MU14‘‘'.
(EXPIRLS VZ• N
Project Number: 17486
January 15, 2019
Index
Structural Information
Lateral Analysis L-1 thru L-15
hi
greenmountainse com-info@greenmountainse corn -4857 NW Lake Rd.,Suite 260.Camas,WA 98607
M. 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
lit
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
LATERAL
SEISMIC DESIGN BASED ON ASCE-7-10
1617.5 Simplified analysis procedure for seismic design of buildings
SEISMIC BASE SHEAR V:= W (EQ.12.14-11 with F=12)
R
Ss mapped spectral acceleration for SS := 1.00
short periods(Sec.11.4.1) from USGS web site
SS 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�:— 18 Site Class D
SMS:= Fa•SS SMS= 1.1 (Eq.11.4-1)
SMi:= 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
SDi:= 3.5M1 Spy = 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
4 Seismic Load Combinations
E:= 1.3•V (E 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
11
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-2
LATERAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
—34
11 j 7.4
psf psf
Wind base
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
Ar„f:= 50•ft•46•ft Aroof= 2300 ft2
Afloor 42•ft•34•ft door= 1428ft2
Wwalls 4.50•ft•20•ft Wwalls= 4000ft2
SEISMIC:= (Aroof•15•psf+ Afloor•15•psf+ Wwalls•10•psf)•0.123 SEISMIC= 11798.16 lb
WIND GOVERNS DESIGN
II
GREEN MOUMTIIIN 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) V35:= 126 mph
IMPORTANCE FACTOR I:= 1.0
TOPOGRAPHICAL FACTOR Kit:= 1.0
WIND DIRECTIONAL FACTOR Kd:= 0.85
(Table 6-4)
EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KZt•Kd•V3s2.1 qz= 19.69
(varies/h eight)
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 9Z= 22.8
25-30' KZ:= 0.70 qz:= .00256•KfIct•Kd•V352•I qZ= 24.18
II
GREEN MOUNTnII 1 PROJECT: Riverside - Plan 2626
illie 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:= 9Z•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 P,,= 8.43 psf
LEEWARD PL := 12.4•psf•0.85.0.5 PL = 5.27 psf
15-20' WINDWARD PH,:= 13.49.psf•0.85.0.8 P„,= 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 Pi = 6.32 psf
1B-20' WINDWARD P,,,:= 13.49-psf•0.85.0.3 PW= 3.44 psf
LEEWARD PL:= 13.49•psf•0.85.0.6 P1 = 6.88 psf
20'-25' WINDWARD P,,:= 14.36•psf•0.85.0.3 PW= 3.66psf
LEEWARD PL := 14.36.psf•0.85.0.6 PL = 7.32 psf
2B-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
_.._.
lik
•
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
Ike structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 174 8 6 SHEET: L-5
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont.
Assume
x.44 6.88
Cp-0.3 psf PO tf = 35
`p--0.6
8.5 ft
8 ft
9.17
psf 6.1
psf
Mean Roof Height
18 + 25
= 21.5
2
Loads at Roof roof-max
-ave
Windward 3.44•psf 8.5•ft= 29.24plf 3.44•psf•5ft= 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= 33.72pIf 8.43•psf•8.5•ft= 71.66plf
Leeward 5.73 psf•4•ft= 22.92pIf 5.73•psf•85•ft=48.71plf
GREEN MOUNTIIIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-6
LATERAL
`ntiwir) 1.0fcs u r + , n
A7 f`o re) „ ii
II
cit -rop, 111111 1111
11 11
❑ ❑ r= o
o
17' [==i111: 1 0 (___,
ift
. 0 ja ,
. 1 CIE31 C
I CA
r -
V I
III
r ° ° c
o <:
LEI
1 "A .z 5 11.- 4 LP
V' ° �'
I-- -- _ I
0 ca
i(eW' I
. ?3,rii„
II
GREEN MOUNTAIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-7
LATERAL
161M2- 1.446k,
1 ti2t
_ 00 1
I II I "II
I
1
Il
=�I NIF ig Fr
RL 1p. '
iii 11
I
1 !
nisr -I
8 lu
11
IN
In eeon.wooM i�
o
H I
I I1 _
I
H--. 1
III '•g�),
NI I ,nom
M I
r—n
I
1 II.1 —
s.- v 1 4---
Vilr
1��
II 2t.51I L_J I
1 PARTIAL ELEVATION F -e an c- r
If t �� t
t
13 t-7,,,,
A 1
GREEN MVVI`IIruiN PROJECT: Riverside - Plan 2626
illiii- structural engineering DATE: Dec . 2017 BY: CM
JOB NO: 17486 SHEET: L-8
LATERAL
4ko1uc) {akvps ia,
ill(514/4414 VirAi fit,
> it 400b16
_
rj
----
0112: V(Iie
II 1
NOOK
P^
1 ROOIAsi it1 II
r
. iiiiit, IIIIIII II p
•) 11110 .- II ,,,..1'. i
1 I� _
:o� I
/ z--- o Q
I 144 oARA=
D—
.___
I °(›Ne‘. Abaft= \SUET
..- t ."4
tO` Foven
I, '
L i�
2=1
- fg0�' 11119 immicualraue*
=
i 1
loov- l'novv-
it
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-9
LATERAL
SHEAR WALL DESIGN
Pd! Pd!
I Wdl 4
! p (0 P:= wind
i 11111111111
V:= seismic
h
R=HoIdown
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•(Wdi + WWaii) ( + 0.6•Pdi•L
Mot- Mr
Holdown Force R:=
L
ii
GREEN MOUNThIIN PROJECT: Riverside - Plan 2626
lie 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•Ib P= 1700 lb
Length of wall L:= 3.5•ft+ 6-ft+ 11-ft L= 20.5ft
P
Shear v:= - v= 82.93pIf A
3.5
Overturning Mot:= P•8 ft Mot= 232125 lb 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 = 2491.131b ft
Mot- Mr
Holdown = -48.34 lb
Force 3'S ft
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= 162.96p1f S
4
Overturning Mot:= P•9'ft•27 Mat= 5866.67 lb•ft
Moment
Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft)• 2 + 0.6 800 lb 4•ft
Moment
Mr = 3960 lb ft
Mot- Mr
Holdown = 476.67 lb
Oft
Force
II
GREEN MOUNThIN 1 PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
.JOB NO: 17486 SHEET: L-1
LATE RAL
Front Elevation Exterior Walls
Second Level-Ele vA Gov design
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
3.5
Overturning Mot:= P•8•ft•— Mot = 4708.94 lb ft
Moment 17
(3.5,ft)2
Resisting M1:= 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 = 838.41 lb
Force 3.5ft
Main Level -not considering the 3rd ca-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= 545.19plf E
2.25
Overturning Mot:= P•7.88 ft Mot= 9666.131b•ft
Moment 6.75
(2.25•ft)2
Resisting M�:= 0.6.(15•psf•4•ft+10•psf.8•ft)• 2 + 0.6.800•lb•2.25•ft
Moment
M
M
Holdown of = 3721.56 lb
Mr= 1292.63lb•ft
Force 2.25•ft
HITS
II
GREEN MOUNThIN PROJECT: Riverside - Plan 2626
structural engineering DATE: Dec. 2017 BY: CM
JOB NO: 17486 SHEET: L-12
LATERAL
Right Elevation Exterior Walls
Second Level
Wind Force P:= 1700.lb P= 17001b
Length alma!! L:= 3•ft+ 6•ft+ 10•ft L= 19ft
P
Shear v:= - v= 89.47 plf A
6
Overturning Mot:= P•8•ft•19 Mot = 4294.74 Ib ft
Moment
(6-ft)2
Resisting Mr:= 0.6.(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600 lb•6 ft
Moment
Mr = 5778 lb 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:_ - v= 169.23 plf B
4
Overturning Mot:= P.9 ft•— Mot= 6092.31lb•ft
Moment 26
Resisting Mr:= 0.6 (15 psf 17 ft+ 10 psf 17 ft)•( •
2 + O.6.800•lb•4•ft
Moment
Mr= 8167.5lb-ft
Mot- Mr
Holdown = -518.8lb
4-ft
Force
11
GREEN MOUNTSIIN 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:= 3043.1b P= 3043 lb
Length of wall L:= 8•ft+ 7•ft L= 15ft
P
Shear v:= - v= 202.87 plf B
7
Overturning Mot:= P 8•ft•15 Mot= 11360.53 1 b•ft
Moment
(7.ft)2
Resisting Mr:= 0.6-(15-psf-2 ft + 10•psf•12.ft)• 2 + 0.6 600 1137 ft
Moment
Mr = 4725Ib•ft
Mot- Mr
Holdown = 947.93 lb MSTC40
Force 7ft
Math Level
Wind Force P:= 4303.lb P=4303 lb
Length of wall L:= 3•ft+4•ft+ 3.5•ft L= 10.5ft
P
Shear Wind v:= - v=409.81 pIf D
3
Overturning Mot:= P9 ft•— Mot= 11064.861b•ft
Moment 10.5
(3•ft)2
Resisting Mr:= 0.6•(15•psf•4 ft+ 10•psf.8.ft)• 2 + 0.6.800•Ib•3•ft
Moment
M
r
Mr= 18181b•ft
Holdown of- = 3082.29 lb
Force aft
HTT5
II
GREEN MOUI`ITMIIM PROJECT:
Riverside - Plan 2626
structural engineering DATE: Dec . 2017 BY: CM
JOB MO: 17486 SHEET: L-14
LATERAL
Interior Shear Walls at Garage
Main Level
Wind Force P:= 3797•Ib P = 3797 lb
Length of wall L:= 12•ft L= 12ft
P
Shear Wind v:= v= 316.42pif 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
Mot
Mr = 177121bft
Holdown = 1371.75lb
M-
Force 12ft
HITS
11
GREEN MOUNTAIN PROJECT: Riverside - Plan 2626
VIP structural engineering DATE: Dec. 2017 BY: CM
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
t D /
> /
r II II
\... li II
w II
�I
M II
j II
II II
ll — "
LL ,
I cm /D / I
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 12 ft
w•L2
M:= 2 M= 3987Ibft
support beam on post in wall at house with
M Simpson HUCQ-SDS
C:= — T---C— C= 398.7 lb
L 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= 66.45 plf (2)16d nails at 16"o.c.(web to studs)
PI