Specifications (33) c\(\ P r F 0
c*
GREEN MOUNThIN DEC. 1 3 2017
structural engineering CM'OF TIGARD
1111ILDING DIVISION
Lateral Analysis
For
Riverside Homes — Plan 2885 Elevation A
Progress Landing Lot 4 I I
12074 SW Redberry Court
Tigard, OR
Dec 6, 2017
to PR or
<4?`
G
49 78PE 11 2
cc r-
OREGON ,
0 'IA,.
0,9 12
NA WW1-
Expires: 12• 1•
Job No:17485
• • • 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
rt
greenmountainse.com-infoggreenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607
GREEN 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 for1 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 MOUNThIN PROJECT: Riverside - 2885
Mir 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:_ W (EQ.12.14-11 with F=12)
SS mapped spectral acceleration for SS:= 1.00
short periods(Se c.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�:= 18 Site Class D
SMs:= Fa•Ss SMs= 1.1 (Eq.11.4-1)
SMI:= F„•Si SMS= 0.61 (Eq.11.4-2)
11.4.43 Design spectrum response acceleration parameters
2
SDS •SMS SDs = 0.73 > 050g
SEISMIC
2 CATEGORY
SDI:= 3•SM1 SDI= 0.41 > 0.20g D per Table 11.6-1
1.2 SDs WOOD SHEAR PANELS
V:= W
R:= 65 Table 9.52.2
R
1.2.0.73
V: 6.5 •W V:= 0.135•W
12.4 Seismic Load Combinations
E:= 1.3•V (Eq.12.4-3 with redundancy factor=1.3 per 12.342)
WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS
11
= x GREEN MOUNTRIN PROJECT: Riverside - 2885
Mly r - DATE: 12/4/2017 BY: CM
structural engineering
JOB NO: 17485 SHEET: L-2
LATERAL
SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
11 7.4
ps f psf
Wind ease
Shear
Length L:= 52.ft
HeightHt:= 24 ft WIND:= L•Ht•(11•psf+ 7.4•psf)
SEISMIC WIND= 22963.2 lb
Fr Wroof
F2 . — Wfloor Seismic
Wwal I
base Shear
Aroof:= 52•ft•40•ft Aroof= 2080ft2
Afloor:= 43•ft•40•ft • rioor= 1720 ft2
Wwalls 4.52•ft•20•ft Wwalls =4160ft2
SEISMIC:_ (Aroof•15•psf+ Afloor•15•psf+ Wwalls'10•psf)•0.123 SEISMIC= 12127.8 lb
WIND GOVERNS DESIGN
II
GREEN MOUNTPIIN PROJECT: Riverside - 2885
/2017
structural engineering DATE: 12/4/2017 BY: CM
LATERAL JOB NO: 17485 SHEET: L-3
WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE
VELOCITY PRESSURE qZ:= .00256•KZ•KA•K.d•V2.I (Eq.6-15)
EXPOSURE B
WIND SPEED(3 second gust) Vas:= 126 mph
IMPORTANCE FACTOR I := 1.0
TOPOGRAPHICAL FACTOR KA:= 1,0
WIND DIRECTIONAL FACTOR Kd:= 0.85
(Table 6-4)
EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•lc•KA•Kd•V3s2•I qZ= 19.69
(varies/height)
15'-20' KZ:= 0.62 qz:= .00256•KZ•Kc•Kd•V3s2•I qz= 21.42
20'-25' KZ:= 0.66 qz:= .00256•KZ•KA•Kd•V3s2•I qZ= 22.8
25'-3O'
K,:= 0.70 qZ:= .00256•KZ•KA•Kd•V3s2•I qZ= 24.18
44
u GREEN M0UNTPIIN PROJECT: Riverside - 2885
iihe .
structural engineering
DATE: 12/4/2017 BY: CM
LATERAL JOB NO: 17485 SHEET: -4
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 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 P,,,= 9.17 psf
LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73psf
20-25 WINDWARD P„,:= 14.36•psf•0.85.0.8 P,N= 9.76 psf
LEEWARD Pi_:= 14.36•psf•0.85.0.5 Pt,= 6.1 psf
AT ROOF
0'-15' WINDWARD P,,,,:= 12.4•psf•0.85.0.3 P,y= 3.16 psf
LEEWARD Pi_:= 12.4•psf•0.85.0.6 PL= 6.32 psf
151-20' WINDWARD P,,,:= 13.49.psf•0.85.0.3 P,r= 3.44 psf
LEEWARD Pi,:= 13.49•psf•0.85.0.6 PL.= 6.88psf
20'-25' WINDWARD P,,,,:= 14.36.psf•0.85.0.3 PN,= 3.66 psf
LEEWARD Pi_:= 14.36•psf•0.85.0.6 PL.= 7.32 psf
26-30' WINDWARD PW:= 15.23•psf•0.85.0.3 PW= 3.88 psf
LEEWARD Pt.:= 15.23•psf•0.85.0.6 Pi_= 7.77 psf
- ' r GREEN MOUNTS IN PROJECT: Riverside - 2885
11110, 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.
544
6 Assume
Cp-0.3 13 6f
psf
�y I ,/� 8 := 35
1 Cp- o.6
400,
Aiiihi
III
8ft
9.17
psf Mill 6.1
psf
Mean Roof Height
18+ 22
= 20
2
Loads at Roof roof-ave
Windward 3.44•psf•5.5•ft=1822 plf
Leeward 6.88•psf•5.5.ft= 37.84 plf
Wall loads at upper level at main level
Windward 8.43psf•4.ft= 33.72plf 8.43•psf•8.5•ft= 71.66plf
Leeward 5.73•psf•4-ft= 22.92 plf 5.73•psf•8.5•ft=48.71 plf
II
14,41417 tail:" Roof A 0MsQ1)
V
+ -� i i L-6
11
u
u 16 n
)1r1
it 11
bi II 47
t I 1 II
I i In
a7.0. �� .1—.1.1 .
—1 I
PRE. WO. TRU S O 24" O.C. Ln
__ OtRDER TRUSS _ _ r
?'♦��v�`♦♦♦♦'t"1♦♦40"4'64f."1 ♦"♦"♦♦♦"♦♦♦t♦♦"'
♦ ♦ ♦♦♦♦ ••-♦tr`_ �.►♦.��♦♦♦♦♦♦♦♦1♦
♦ ♦♦ ♦♦tom`-• ♦*•••• �'♦♦♦♦1♦♦♦♦
♦♦�♦ ♦♦♦t..,--4 4.44,-4-*♦♦♦♦ ►1®,v♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦I
- 4.♦♦♦♦♦s♦♦♦♦�1'0. ♦♦♦♦♦♦♦♦�.0-4P••tom♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦i
♦ ♦ ♦♦♦ ♦♦♦��, ♦4►♦♦♦♦♦ ♦♦♦♦ �
d♦♦s♦♦♦♦♦♦j♦♦♦••4•40;61,•r4 ► �ti,♦♦♦j t♦site♦♦♦♦♦♦i
o 44,♦=♦=♦=♦♦♦♦•♦`♦��/ =♦'f►♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦•f .4
410%.'r .----••_ ♦♦4-'--t----1.•♦�♦�♦♦1♦♦♦♦♦♦♦,
ei ♦ ♦t♦♦♦"V♦ ♦•►♦♦♦♦♦♦
p - e '�►�t�`��0..4.4•�•••i:::::•;)fir, �.
♦♦♦♦♦♦♦•4 •+•♦t�► r C>
0--r L.—T-11M i • •• i •• .4, Iw• ••• /
•
r RIDGE
i ,-1.P.
' .\` ❑
♦ ♦♦1♦►♦�♦.
. 'Ni
.♦♦ ♦♦♦♦
_J .'♦1'!♦♦♦♦••!♦!i&&\
... ...-1 ,`♦♦♦♦'.♦♦♦4;i-♦=i►
♦.♦ ♦♦ ♦ ♦♦♦=i.\
® -
.♦♦♦♦ ♦1/♦♦♦u; ♦ ♦♦♦.. V
.t♦♦♦ ♦ ♦ i1♦♦♦♦♦♦♦♦♦•
.♦♦♦♦�i♦b♦ ♦♦♦♦♦♦♦♦♦r.
.♦t♦♦♦ ♦ ♦t�•►t♦♦♦♦♦♦♦♦ i�,
.♦♦•♦♦♦�i♦gt• ♦♦♦♦♦♦♦♦♦i .. -•••
.�♦i♦inti •
♦♦• i♦i•'i-.. ►♦♦4r♦ti♦�-•-.E33=�•i♦i♦i!i�i♦i♦•iti`.
PRE`MFG. SES O 24' O.C.
/ ❑
__ _ 4. UFO. ii. '- S 0 2 O. .
111111111111 4 I(W/p 1'-6^ RAISED
E® �`� ROOF 410-S DDRM AT
JACKI' lI ql-fr
a, 113131
PRE. UFO. WI24-e RAISED • ® $(
wl t�-s2PcsSD RusED
n li
.L..
5-114. r
Imviv, la • 6
L-7
Vs'
101
l 4-
--1-- - E fl
I I 111
III
1 I
1 1
MAR /` u1
11 1 t. I
111 MASTER OM
1
9EOROOOM 4
TWO
f UN O _Sp--T-'-'-4\)
-r• -fi 1.1
c
� jt
T 0 �/ flI
111 111
L II
RAM 1 `""1 r 1 —•-- t.
it 1
1jIAUNORY
Ill
nxCNI 14 1 8-a
Pd[SI- z \ iib P6:5
W
Iv 1 1 3 Q /2.k'
'� `I 41� .E
I.Q. 11
" Plies
p LOFT
O
BEDROOM BEDROOM
BE
THREE FOUR
I
LI. 4, mintrams. , 4 7. ( , .1
16 t1
6046 X0 SLD& 6046 xOLDR.S 2030 6030 PIC.
(EGRESS) (EGRESS) MO.
C— (,) L
r,,,.
191k
WV IOk"L
4 k,e4gV
L-8
OJ La
16
MIIIMPIMENIM liMIIIM.- . z
t .
DINING
ROOM GREAT
{ ROOM "�
lx
ao ¢r f==41
office \ II
\` II
I
TYPICAL
v
n 11 0[R i1_
ri. I II I
1 ; %.,5 _i___
h I I KITCHEN I
16111—r
II
i I IC)
111_ -
I' wuowooM ----�---8 4 III 1 1 1 1 1 1 1
111 1''II '
III `U f I f f f
DETAIL
10 �� `0 -
WI 1...
= x___ o1i TYPICO
61111
NI �� w.,.G
/'\ �— GARAGE I L
f-o, ; fi
---^-.:s9 r 1 L
23
t
I 0, .�--.
L 4-1:\UDEN
II
ulII__/� 111 1 w
2 � ��t.... II '� ILII I4�B
15 II III
I,
111
II
,_ 4
aorti, ; a
171(1701 *,jatO
I`
GREEN MOUNTnIN PROJECT: Riverside - 2885
structural engineering DATE: 12/4/2017 By: _ CM
JOB NO: 17485 SHEET: L-9
LATE RAL
SHEAR WALL DESIGN
Pdl Pdl
4 Wdl 4
p (V) 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 + Wwa„)•(2 + 0.6•POI•L
Mot— M�
Holdown Force R
L
II
GREEN MOUNTMIN PROJECT: Riverside - 2885
structural engineering DATE. 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-10
LATE RAL
Left Elevation Exterior Wal Is
Second Level
Wind Force P:= 2260.1b P= 2260 lb
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= 322557Ib•ft
Moment
(5.ft)2
Resisting Mr:= 0.6•(15•psf•2•ft+10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft
Moment
Mr= 2625lb•ft
Mot— Mr
Holdown =120.71 lb
Force 5.ft
Main Level
Wind Force P:= 4660.1b P=4660 lb
Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft
P
Shear v:= L v=145.63pIf 5
8
Overturning Mot:= P•9•ft•32 Mot=10485lb•ft
Moment
(8•ft)2
Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800•Ib•8•ft
Moment
Mr= 76801b•ft
Mot— Mr
Holdown = 350.63 lb
8'ft
Force
II
GREEN MOUNThIN PROJECT: Riverside - 2885
tor,
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•Ib P= 2373 lb
Length of wall L:= 3.5ft+ 3•ft+ 3.5-ft+ 3.5•ft L=13.5ft
P
Shear v:= — v=175.78plf S
3.5
Overturning Mot:= P•8•ft•— Mot=4921.78lb.ft
Moment 13.5
(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 = 899.22 lb
Force
3. -ft5 MSTC4853
Main Level
Wind Force P:= 2988•lb P= 2988 lb
Length of wall L:= 2.25•ft+ 2.25•ft+1.5•ft+1.5•ft L= 7.5ft
2.25.35= 7.88
P
Shear Wind v:= - v= 398.4 plf D
2.25
Overturning Mot:= P•7.88•ft• 7—5 Mot= 7063.63lb•ft
Moment
(2.25•ft)2
Resisting Mr:= 0.6.(15.psf•4•ft+10.psf•8•ft) 2 + 0.6.800•lb•2.25•ft
Moment
Mot— Mr Mr=1292.63lb•ft
Holdown = 2564.89 lb
Force 2.25•ft
HITS
GREEN MOUNTS INPROJECT:
Riverside - 2885
.
Mw structural engineering DATE: 12/4/2017 BY: CM
JOB No: 17 4 8 5 SHEET: L-12
LATERAL
Right Elevation Exterior Walls
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:= j v=132.94 plf A
4
Overturning Mot:= P•8•ft•17 Mot=4254.12lb•ft
Moment
(4-ft)2
Resisting Mr:= 0.6•(15•psf.2•ft+10•psf•8•ft)• 2 + 0.6.600•Ib•4•ft
Moment
Mr=1968 lb•ft
Ma— Mr
Holdown = 57153 lb
Force 4-ft
Main Level
Wind Force P:= 4660•Ib P=4660 lb
Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft
P
Shear v:= L v= 179.23p1f S
8
Overturning Mat:= P•9•ft.— Mot=12904.62Ib•ft
26
Moment
(8•ft)2
Resisting Mr:= OZ.(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800•lb•8•ft
Moment
Mr= 7680lb•ft
Mat— Mr
Holdown = 653.08 lb
Force 8-ft
IA
PROSECT: Riverside - 2885
GREEN MOUNTAIN
structural engineering DATE: 12/4/2017 BY: CM
JOB NO: 17485 SHEET: L-13
LATERAL
Rear Elevation Exterior Walls
Second Level
Wind Force P:= 23731b P= 2373 lb
Length of wall L:= 7.5•ft+11•ft+ 4•ft L= 22.5ft
P
Shear v:= L v=105.47plf A
7.5
Overturning Mme:= P•8.ft•— Mot= 6328lb-ft
Moment 22.5
(7.5•ft)2
Resisting Mr:= 0.6•(15.psf.2•ft+10.psf.12.ft)• 2 + 0.6.600•lb•7.5•ft
Moment
Mr=5231.251b•ft
Mot— Mr
Holdown =146.23 lb
Force 7.54t
Main Level
Wind Force P:= 3813.1b P= 38131b
Length of wall L:= 6•ft+ 7•ft+4.ft L=17ft
P
Shear Wind v:= — v= 224.29plf S
4
Overturning Mot:= P•9•ft•17 Mot= 8074.59lb•ft
Moment
(4•ft)2
Resisting Mr:= 0.6•(15•psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•Ib•4•ft
Moment
Mot— Mr Mr= 25921b•ft
Holdown = 1370.65 lb
Force 4.ft
HITS
GREEN MOUNTVIINPROJECT: Riverside - 2885
IOWstructural engineering DATE: 12/4/2017 BY: CM
JOB MO: 17485 SHEET: L-14
LATERAL
Interior Shear Walls at back of Garage
Main Level
Wind Force P:= 4069•lb P=4069lb
Length of wall L:= 18-ft L=18ft
P
Shear Wind v:= — v= 226.06plf
Overturning Mot:= P•9•ft Mat= 36621lb•ft
Moment
(18•ft)2
Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf.9•ft)• 2 + 0.6.1200•lb•18•ft
Moment
Mot— Mr M�= 353721b•ft
Holdown = 180.5 lb
Force 18•ft
.
GREEN MOUNTVIIN
PROJECT: Riverside - 2885
structural engineering
DATE: 12/4/2017 BY: CM
LATERAL JOB NO: 17485 SHEET; L-15
WIND ON PORCH ROOF
126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf
// D /
/
/
II II
11
�I
w ��
li L
1
I) T cII
II
I L� III
1 I r
DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11•ft
w•L2
M:= 2 M= 3987lbft
support beam on post In wall at house with
M Simpson HUCQ-SDS
C:= — T:= C C= 398.71b
L 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= 72.49 plf (2)16d nails at 16"o.c.(web to studs)