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Sherman Engineering, Inc. 315/ NE Bandy Blvd, Portland, OR.97232
(503)230-6676 Ph (503)226-4745 Fax
RECEIV hg2 D
JAN 282013
CITy0FBUILDINGTIGARD
FLAKE RES. REMODEL DiV/S/ON
13256 SW hilishire Dr.
Tigard, Oregon �Q,ED PROFe
w��G►NFc� 4
January 25, 2013 ` p i s
For:
v GON
DeWolf Custom homes O VG43'io,'k'9�
15625 SW Millsboro Hwy C)/Vp SNE��P
Hillsboro, OR e7123 EXPIRES: 6l30/ 6i
Subject: Sheet No.
Footings: FD I
Lateral Load:
Loading LL I -LL2
Wall/Diaph Shear LL3-LL4
Shearwalls/Overturning LL5
Detail D I -D3
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5HE ) .ffN ENGINEERING, INC 3/5/NESMOYSLYD.57E/0 POR7iANC,OR 97232
(503)226-4745 FAX (503)230-8876 PHONE
WALL 5H16 PER PLAN
2X STUD WALL
@ 16" O.G.
20d @ 3"O.G.STAGGER' ,,,,
DBL 2X RIM BLKG W/ >1\ FLR SHT6 PER PLAN
Ibd TOENAILS @ 8"O.C.
A35 CLIPS @ 24"O.C. I i
'
► -I
Q.
FLR JST PER PLAN
EXIST 2X MUD SILL W/ ' d d.
1/2" A.B. @ 48" O.G. ° • ( #4 XJ @ 48" O.G.
ADD I/2"xS" TITEN 'HD'
ANGHORS @ 48" O.G. d a d ALT TAILS
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7111-11± `II III IhI 1-
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EXT ITALL @ ��RP JSTS
END 55 SGALE: I" = I'-0"
51-ERMAN ENGINEERING, INC. 3/5/1E5.ANDYBLVD.57E/00,PORTLAND,OR 97252
(5'5)226-4745 FAX (503)2306676 PHONE
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°°°°< HDUS HOLDOWN TO
MIN DBL STUDS
WALL SHT6 PER PLAN >
E- 2X STUD WALL
16" O.G.
I6D @ 6" 0.6. /"iFLe7/' .771 `4 .7
2X RIM BD 161/16D @ 8"0.G. >\ FLR SHTG PER PLAN
EXIST 2X MUD SILL W/
1/2" A.B. @ 48" O.G. 1
ADD 5/8"x6" TITEN 'HD' j
ANGHORS @ 16" O.G. i
FLR JST PER PLAN
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IN 3/4" HOLE W/ SIMPSON
SET XP ADHESIVE EPDXY
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EXT AALL @ --IR' JSTS
FND 55 SCALE: I" = I'-0"
5HERNI,4N ENGINEERING, INC. 3151 AE 5,41+621'BLVD.57E. too,PORTLAT2,OR 97232
(53)226-4745 FAX (5O3)234-6576 PHONE
sci @ 6" O.G.
EXIST FLR 5HT6
2X BLK6 W/A35 O 10
24" O.G. TO TOP PLATE j FLR J5T5 PER PLAN
2X STUD HALL 0 16" O.G. DBL TOP PL
HALL 5HT6 PER PLAN
D3 FLR @ O SET 5-- HALL GO\ \
FLRSKIA OFFSET SCALE: I" = 1'-0"
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FLAKE RES. REMODEL
Lateral Load
LL I
1/4/I3
� ;1 1tV 4t >'>'3<%%'i<s>> 'z:Per ASCE 7-05 I00 mph EXP B
ROOF PITCH: Vertical Hord. Degrees
8 12 33.7
Mean Roof it(ft) rit Factor Method I Wind Resisting System
'A' 'B' C' 'D'
0<h<30 1,00 17,9 f2;2 = .14,2 9.5
35 1.05 :::::::1:8:8... 1:2:8 ........14x9:: :::t0 3
................... .................
40 1.09 19:5 13;3 ,:.-1:5,5
45 1.1 2 20:0 13,7 15,9, :I::1'.0::
` End Zone Distance:
Eave Ht(ft) 28 x 40% = I 1.2 ft
Bldg Width(ft) 35 10% = 3.5 ft Width x4%a 1.4 ft
Bldg Length (ft;20 10% = 2.0 ft Length x4%s 0.8 ft
Minimum = 2.0 ft
Edge Strip 3.0 ft
(End Zone= 2x Edge S End Zone
(;; ?O Wiii u 3'E>t.!M!EEE:>zF Per IBC 2009
Use Group= I
Number of Stones= 2 <3 -► Simplified analysis per IBC Section I C13.5.6.2
Sd,= 0.713
R= 6.5
1.25d,
V W
- = :)1132........
Roof W= 15 1344.0 = 20.2
Walls = 8 8.0 ft 1/2 148.0 = 4.7
Partitions = 6 8.0 ft 1/2 118.0 = 2.8
E' 27.7 x 26 = 721
Upr. Floor W= 15 2370,0 = 35.6
Walls = 8 . 8.0 ft 1/2 260.0 + 4.7 = 13, 1
Partitions = 6 8.0 ft 1/2 180.0 + 2.8 = 7,2
y" 55.5 x 18 = 1004
Main Floor W= 15 4400.0 = 66.0
Walls = . 8 8.0 ft 1/2 260.0 + 13.1 = 21.4
Partitions = 6 8.0 ft 1/2 180.0 + 7,2 = 1 1.5
Ir" 95.5 x 9 = 590
182.3 26i'I:4.
x 0.13
= Base Shear
Distribution:
QRf = 2614 X 721 = 6.6 = 4 7
QFir = 2610 X 1004 = 9� = 6 6'
24.
Aro- = 26 to X 890 = •
LL-(ASCE7 100mph)50 B Rev 041107
Design Maps Summary Report 1,1A-4
User-Specified Input
Report Title 13256 SW Hillshire Dr
Fri January 4, 2013 19:15:44 UTC
Building Code Reference Document ASCE 7-10 Standard
(which makes use of 2008 USGS hazard data)
Site Coordinates 45.42393°N, 122.81599°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
• Beaverton
Esta�s - m
v Ga
rder Horne ��s�
f aieigh HMS
5eas1 • iciErKse Garden " .
AMiitfor�r
Mountain auth srv3t�
tdF r�. t ..-Naighborhoods
an Cooper mountain` Neighbors x 9 tz�per Inc°r`perated li ifwwauki 5r
.Aloha South .S011 es
Twin Oaks- • Tt r
Ai ark r e ' Lake ;'
AN
LAIrel
Bull L a Mountain Metzger
s, F�
u bleu Rd €t tui Untted States
"'- ' ,S - t .xx ^c i
3i
USGS-Provided Output
SS = 0.958 g SMS = 1.070 g . Sos = 0.713 g
S1 = 0.422 g S,41 = 0.666 g Soi = 0.444 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
NICE,Response Spectrum Design Response Spectrum
1.10 0 72
O.99 0.6d
0.88
0.56
0.77
�- 0.48
Q' 0.66 pr
0.55 i 0.40
0.44 rn 0.32 '
0.33. 0.24
0.22 0.16
0.11 0.09
•
0.00 0.00
0.00 0.20 0.80 0.60 0.80 1.00 1.20 1.40 1.50 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.90 1.80 2.00
Period, T(Sec) Period, T(ser)
For PGA,,, TL, CRS; and CR, values, please view the detailed report.
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SHERMAN ENGINEERING, INC.
3 15I NE Sandy Blvd
Suite l 00
Portland, OR 97232
WIND LOAD PER IBC 2009
JOB: Flake Res.
Loading:
V1 V2 V3 V4
Roof Wall
End Zone= 12.2psf 17.9'psf
Interior= 9.8 psf 14.2 psf End Zone y I Interior I v End Zone
End Zone Length= 6 ft
Ln Ln Qn
Shear VI V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib 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
1 End Left 12.2 6 4 22 9.8 16 6 22 0.6
2 Inter 12.2 6 4 22 9.8 16 6 22 9.8 18 6 24 12.2 6 4 24 1.3
3 End Right 9.8 18 6 24 12.2 6 4 24 0.7
Shear V1 V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib total load trib trib total load trib trib 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 17.9 6 4 22 14.2 16 4 22 0.7
2 Inter 17.9 6 4 22 14.2 16 4 22 14.2 18 4 24 17.9 6 4 24 1.3
3 End Right 14.2 18 4 24 17.9' 6 4 24 0.8
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FIR TOTAL
1 0.6 0.7 1.3
2 1.3 1.3 2.7
3 0.7 0.8 1.4
f t .
SI/ERMAN ENGINEERING, INC.
3/5/ NE Sandy Blvd
Suite 100
Portland, OR 97232
Shear VI V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q
MAIN 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 17.9 6 9 22 14.2 16 9 22 1.58
2 Inter 17:9 6 9 22 14.2 16 9 22 14.2 18 9 24 17.9 6 9 24 2.99
3 End Right 14.2 18 9 24 17.9 6 9 24 1.71
Shear V1 V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q
BASE 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 17.9 6 9 22 14.2 16 9 22 1.58
2 Inter 17.9 6 9 22 14.2 16 9 22 14.2 18 9 24 17.9 6 9 24 2.99
3 End Right 14.2 18 9 24 17.9 6 9 24 1.71
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