Report (18) S71 ( - -21
• ' <-«3 Sw ' ? c``c‘i -,r
Sherman Engineering, Inc. (503) 230-8876 Ph
3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax
SEI Job #: 15-EDRF-04-025
DETACHED GARAGE
PLANTATION TERRACE
Tigard, OR
July 10, 20 15 ' i ` i' t►;i+%
?,'
Westwood Homes, LLC ( OM1 ,l4' 188 L.:z
12700 NW Cornell Rd � p,
Portland, OR 97229 •
OkE �l
(503) 7 15-2383 `, c, ✓t'�y�o.��a� t'
ON P S1-10k`4‘
r ;; i r2ES: 6/30/
Subject: Sheet No.
Framing: HD I
Lateral:
Loading LL I
Diaphragm/Wind Shears LL2-LL3
Shearwalls LL4
Overturning LL5
Schedule LL6
Details D I -D4
•
Sherman Engineering, Inc. (503) 230-8876 Ph
315 1 NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax
SEI Job#:1 5-EDRF-04-025
DETACHED GARAGE
PLANTATION TERRACE
Tigard, OR
July 10, 2015PROP4-
YM1
Westwood Homes, LLC - w 186
12700 NW Cornell Rd
Portland, OR 97229 RE
(503) 715-2383 ' . '4/4vio *
ON SVIS
fkES: 6/30/
Subject: Sheet No.
Framing: HD
Lateral:
Loading LL 1
Diaphragm/Wind Shears LL2-LL3
Shearwalls LL4
Overturning LL5
Schedule LL6
Details D I -D4
BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413
Garage FRAMING
HD1 Date:7/10/15
Selection 6x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2001
Min Bearing Area R1=2.3 int R2=2.3 in2 (1.5)DL Defl= 0.36 in
Data Beam Span 16.5 ft Reaction 1 LL 825# Reaction 2 LL 825#
Beam Wt per ft 12.7# Reaction 1 TL 1425# Reaction 2 TL 1425#
Bm Wt Included 209# Maximum V 1425#
Max Moment 5877'# Max V(Reduced) 1288#
TL Max Defl L/240 TL Actual Defl L/291
LL Max Dell L/360 LL Actual Defl L/607
Attributes Section(in') Shear(in3) TL Defl(in) LL Defl
Actual 82.73 52.25 0.68 0.33
Critical 70.09 9.88 0.83 0.55'
Status OK OK OK OK
Ratio 85% 19% 83% 59%
Fb(psi) Fv(psi) E(psi x mil) Fci_(psi)
Values Reference Values 875 170 1.3 625
Adjusted Values 1006 196 1.3 625
Adjustments CF Size Factor 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0
Loads Uniform LL: 100 Uniform TL: 160 =A
Uniform Load A
R1 = 1425 R2=1425
SPAN=16.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
Garage
Lateral Load
LL
7/10/15 1
2012 IBC
"4 "4 """t ,, Per ASCE 7-10
Basic Wind Speed = 120 Kzt = 1 .00
Exposure Category = B A = 1 .00
building height = 9 I = I.00
Roof Slope = 4 :12 = 18.4°
Zone Pressure ASO LC ASD pressure
A 30.7 0.6 = 18.4
B -8.7 0.6 = -5.2" Use 5 psf at roof for MWFRS
C 20.5 0.6 = 12.3
0 -4.9 0.6 = -2.9 Use 5 psf at roof for MWFRS
* End Zone Distance:
Eave lit(ft) 9 x 40% = 3.6 ft
Bldg Width (ft) 20 x 10% = 2.0 ft Width x4% = 0.8 ft
Bldg Length (ft) 24 x 10% = 2.4 ft Length x4%= 1.0 ft
Minimum = 2.0 ft
Edge Strip =3.0 ft
(End Zone = 2x Edge Strip) End Zone = 4 'ft
Per IBC 2012
Use Group = I
Number of Stories = I < 3 -► Simplified analysis per IBC
Sd, = 0.727
R= 6.5
Roof W= 15 psf 572 ft2 = 8.6 kips
Walls W = 8 psf 9 1/2 ft 88 ft2 = 3.2 bps
Partitions W= 6 psf 9 1/2 ft 0 ft2 = 0.0 kips
Total W 1 1 .7 kips
V =
1 .2 Sd, W = 0.134 W = 1 48 1.-I . :;k
LL-201218C-ProJsct NEW
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
WIND LOAD PER IBC 2012
JOB: Garage
Loading: FRONT/BACK
V1 V2 V3 V4
Roof Wall .
End Zone= psf ` j i,psf
Interior= psf ,`a psf End Zone v I Interior I y End Zone
End Zone Length=i K ��� ft Roof Ht. :7, ft
- Diaph 1 width it ft Wall Ht I:ft Qn IQn Qn
Shear V1 V2 V3 V4 REACTION
Line Condition load bib Crib total load Crib Crib total load bib bib total load bib bib total Q
ROOF width height width width height width width height width width height width
psf ft ft ft •-f ft ft ft psf ft ft ft psf ft ft ft kips
M
� .x f ; may
1
End Left $;T..4..14,1? - rs•APi'n�'r iffia ,:: �s ' ,�"1E.r,:'
2 End Right _
Shear V1 V2 V3 V4 REACTION
Line Condition load bib bib total load bib bib total load bib bib total load bib bib total Q
UPR FLR width height width width height width width height width width height width
psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips
1 End Left ..a: :, a,: 4,C1,$ -',5 .,-V; : 1,F .:..1a n :( , :<, ` I 0T-- , '-'
.
2 End Right "...WNW. .. 44: A` ini? 4.4 .. Ora.. - :1
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FLR TOTAL
1 0.1 0.7 O$
2 0.1 0.7 -OA :. .,.
E
N
_ .
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
WIND LOAD PER IBC 2012
JOB: Garage
Loading: SIDE/SIDE
VI V2 V3 V4
Roof Wall
'.. MN psf V;--',7frf0 psf
End Zone= psf If *
Interior= ;;,,4,PM? 4psf -1.'.. '41,4,: :psf End Zone v Interior v End Zone
End Zone Length = ,'T1 .-:-.:5,ft Roof Ht!:If&ft
Diaph 1 width,"1. ';: "0.41ft Wall Ht ::it::"1:::%ft IQn liOn I On
Shear Vi V2 V3 V4 REACTION
Une Condition load trib bib total load trib bib total load trib trib total load trib trib total Q
ROOF width height width width height width width height width width height width
psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips
A End Left :IVOiti :P,:4;r142' 0F:-.,Px.";emii....1.'zp;!;VAlirM I
B End Right .=:04::,
Shear Vi V2 V3 V4 REACTION
Line Condition load trib bib total load bib bib total load trib bib total load trib bib total Q
UPR FLR width height width width height width width height width width height width
psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips
A End Left fi...41;1API7CI,,i7f4fi-7:53:,..- Ftti,-07 'f..;,a- 71.; ' .;;:::.7.; -: 1.;:8 .t^,
B End Right '1,1.i:t. ,44.fftf,.., !i6;,.,Cj':.-:,f61.74:040tOriSAl- :; -,. ..-,. -- . > -1
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FLR TOTAL
A 0.1 0.8 -z, ,,;;I04),
B 0.1 OA :J., -,,,,,-:tit: ,;• ,
F
Sherman Engineering, Inc. LI-Li
3151 NE Sandy Blvd. Portland, OR 97232 fl O C1 7/10/2015
(503)230-8876 Phone (503)226-4745 Fax GAS AJW
MiON1"/BACK LOVING WINt7(k) 5EI5MIC(k)
VI OB 0.6 I �1 O
V2 0.6 0.6
VOOF t7IAPN,
51 ARWALL5 @ UP'.R FLR
VI 5 0.6 k + 21 LF - ( 29 #/')
w 0,8 k : 21 LF 6 38 #/' ZLn-
Perf
Wall: 38 + Co 0,95 - 40 *V' �f(i A
V2 s 0.6 k + 24 LF - ( 25 #/') ,,,,N..,,*
W 0.8 k + 24 LF s 33 #/'
Peri Wall: 33 + Co 1.00 - 33 #1' 1,
"1 111
51M/51tX LOVING WINt7(k) 5e15MIC(k)
VA 0,9 0.6
V13 0.9 0.6 20
FLR, t7IAPH. 0
51fAAWALL5 @ LOW SLR
VA s 0.6 k + 4 LF - ( 150 #/'-)
w 0,9 k + 4 LF = 225 #/' ZN
Peri'Wall: 225 + Co 1,00 - 225 *V'
V13 5 0.6 k + 20 I.F .- ( 50 #/') Iw 0.9 k + 20 LF .- 45 #/'
Perf Wall: 43 + Co 1,00 - 45 *t/' 0 1 1
Z Z
11111111111111111111111,1111111111111111111i —
Iuallulll iulI IllllrfflhII ll[liiibm l
"ri
8 IllIIIIQ6IIIII IlljnlIIIIlIolllll'I 8
—LI'ImI I IlIllliillllliilu!!11[liiiiDiiilliiJ=
164'/ i
1 104, C./-) , ,q7
fyr wA1w4' l‘ -v(.57.) . i*y, 4
OVERTURNING - FRONT TO BACK LL .
7/10/2015
GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET
LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT
UNE I V-1 21 0.04 9 10 15 48.95 WIND 7.6 0.00 -1 .04 ',SOF: w/{AJ'.'s
LINE 2 V-1 24 0.033 9 10 15 63.94 WIND 7.1 0.00 -1 .30 I r K w/A P'01 , I
OVERTURNING - SIDE TO SIDE
GRID 5HEAR DEAD DEAD DEAD LOAD LOAD NET
UNE LEVEL LENGTH 5HEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT
UNE A V-1 2 0.225 7 4 15 0.23 WIND 3.2 0.00 1 .5 I Use HRIA4 4
UNE B V-1 20 0.045 9 4 15 26.40 WIND 8.1 0.00 -0.39 ;,G .uv/A i5' ,-:.:, l
OT-Project F
0
Llo
5HEARUALL SCHEDULE
WALL WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARP A L TO SFEARWALL TO ROOF WOOD SILL TO
MARK(0 SHEATHING (2) (BULDERS PRP 4 E) (3) TO GONG CONN. (4)TO RIM JST./BLK6(5)BLK6/RIM BD. (6)BIRD BLOCK COIN.(T) EXISTING,FOND. (3)
\ lir APA RATED 6D'0.131'X2-1/2"POWER DRIVEN
FASTENER OR 136AXI-1/2'STAPLE, I1"-DIA.XIO"A.B.5 a I6d O 6"OG. A35'O 24"OL. 5IMP50N 1550 a 51MP50N UFP'
p9yw SHT6 ONE SIDE WAGE•6'OL.EDGES 1 12"OL.FIELD 32'OL. 24.OL. SPACED.60'O.G.
8D 0131'X2-1/2"ROYER DRIVEN
LT"A ONE NT FASTENER OR OL.6A.X1 -1 a 12"0.C.FIELD Ei" XI
IAO"A8o L.
.5 0 16d a 4"OL. 'A35'•IS"O 'IM:SON 1.540'a SIMPSON VFP'
000800 SPACE• 24.OL. 24"OL. SPACED O 45'Of..
�'APA RATED
W.0.131'X2-I/2"POWER DRIVEN SIMPSON
5HT6 ONE 51DE FASTENER OR 136A.XI-I/2"STAPLE, Ib OA.XIO"A8.5 O 204 a 3"Of... 'A35'a 12"OL. SIMPSON L54o e 'OL.
(3050) SPACE 0 3'OL.EDGES t 12'OL.FIELD
� 8D OR 0.131"X2-V2'POWER DRIVEN 5IF4250N U(�'
\ 1}•APA RATED FA5Ti3BR t SPACE•2'OL.EDGES t S/4"-DIA.X12•A8.'5 SIMPSON LSgo a 24'
SHT6 ONE SIDE 024"OL. 20d O 3"OL. A35'010'OL. OL.4 TYnberLOK SPACED 24"OL.
(6100) 12'O.C.FIELD 1/4X6'SCREW
a"APA RATED SD OR 0.131'X2-V2'POWER DRIVEN
F 4 SPACE•4 OL.EDGES t 5/4"-DIA.X12"AB.S god a 3"OL.4 5MPSOH1.510 0 12"
'435'a 6'OL. OL.t TYnbetLOK
WA
�) SHT6TWOSLOES12"O.L.FIELD e 20"OL. AJSa 5'OL. V4X6"5CREM
eo/5\, i'APA RATED OR 0131'X2-VY POWER DRIVEN 3/4"-DIAX12"AB.S 20d 0 3"OL.t `i1)1" L590 a 12"
5HHT6 TWO SIDES FASTENER t SPACE•S O.C.EDGES 4 'A35'0 6"0.C. OL.t TAnberL.OK WA
(10104) 12 O.G.FIELD I 18"O . 'A35'O 4"OL. V4X6"SCREW
/� SD OR 0.131"X2-I/2"POWER DRIVEN SIMPSON LS40'•T
„\ i"APA RATED FASTENER I SPACE•2'OL. I 3/4"-DIAX8.5 20d•a 3"O .t
I2'A
06019 SHT6 TWO SIDES 12"O.C.FIELD 0 I2"OL.(3X R89'D) 'A35'0 3'OL. A35'•4"OL. II/4X6'SCREW WA
NOTES:
I)ALLOWABLE SHEAR CAPACITY FOR TYPE'5 WALLS MAY BE INCREASED TO 330-PLF AWS TYPE'G'WALLS MAY BE INCREASED TO 460-PLF FOR RIND LOADING,
2)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING,. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAESER STUDS THAT RECEIVE NAILING
EACH SIDE OF WALL. FRAMING AT ADJOINING,PANEL EDGES SHALL BE SX AND NAILS SHALL BE STA66ERED(DEL 2X ACCEPTABLE NEN SPIKED TOGETHER WITH I6d SPACED TO
MATCH SHE AR 4ALL NAILING,PATTERN). WALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16.ON CENTER
3.)DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAL HEAD. LOCATE NAIL B'MIN.FROM PANEL EDGE. FOR WALL TYPES'5,C t D'-STAPLES ARE ALLOYED IN
LIEU OF NAILING,,USE 1364.X H/2"STAPLES. 3X(OR DBL 2X)REQUIRE AT PANE.EDGES FOR WALL TYPES T)-H'.
4,)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER 1X3"X3'INSTALLED(6ALVAWZED AT TREATED SILLS). LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASHER IS
WITHIN}•AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED MALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE i'EDGE DISTANCE. IF BOLT SPACING,IS GREATER
THAN WAIL.LB46TH INSTALL AN ANCHOR BOLT WITHIN 12'OF EACH BD OF WALL.
S)NAILING SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOOKINS MATERIAL.. 'A35'CLIPS CAN BE REPLACED BY LPT5.'INSTALL LPTS'OVER WALL PLYWOOD WHEN
INSTALLED ON PLYWD.SIDE OF WALL.
6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING IS LAPPED AND NAILED TO RIM BD.OR BLOCKING,ABOVE. 'A35'CLIPS CAN BE PER-ACEI)BY LPTS.'
1)INSTALL LS'CLIPS FROM INSIDE OF MACKN&TO SHEAR-WAW.MEOW WHERE VET4T BLOCKS ARE LOCATED,ADD UP TIE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-WALL
LENGTH AND SPACE CLIPS AT NON-VENIN BLOCK AREAS AWNS THE SAME LINE.TINterLOC SCREWS ARE REQUIRED AT TRUSS OILY SPACED AT 24'ON CENTER.
S.)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANG40R5 ON SIMPSON UM'BRACKETS. EAC.14 ANCHOR REQUIRES A STANDARD GUT WASHER.
SI4EARLUALL DETAILS: HOOD SOLE RATE
WOOD SOLE I TO RIM.IST.,5LK6 AS
PLATE NAIL! SHEARWNAN 1 TO IZaOF WALL SETS
ll
nail. EDGE
,` S TO
'`All I
WOOD SOLE t� / -
. PLATE PANS OR ,►`'HLXI:.. , I
• • -- BRACKET .'. ....-1) °ilk-
111111.11118111.1.01111111111111111111111111011- -;
EDS SCREWS
i"X3' `
SEE NOTE ' • c-•••••". �Ih 1� '' p li
"gyp NN ��
1r-�"MN SHEARWALL TO 41",-
1:1222.211...121.61E
r__ �+_
WOOD SIL PLATE 41 ..".4, ,. BLK6/RIM BD. /fir if CLIPS
TO CONG GO I. (2)4"-DIA.EXP. GOfN• - ,i,
BOLTS W/4-I/2" •`.4'
Eh iT. • E$1EARWALL TO K6/RIM BD HFA" PERTIENERS
woo SILL TO
LXISTIHK FOUND. SCHEDULE