Specifications i
SHERMAN —
ENGINEERING A 3151 NE SANDY BLVD.,.SUITE 100
INCPORTLAND,OR 97232
0-8876
JI ('� 1
PHONE (503) 23RS.COM
L,--�� � SHERMANENGINEIILS.CiOM
I
Structural Calculations RECEIVED
September 4, 2019
OFFICE copy
April 3, 2020 APR 6 2020
CITY OF TIGARD
BUILDING DIVISION
MONTGOMERY PLAN �� i� 4-e-,
Lot Armand Hts T `Tigarrd, OR 471A1°,&etsvA4*--
10, ,a3'
Prepared For: —E
EXPIRES 6-30-20 i
Suntel Design, Inc.
16865 Boones Ferry Rd.
Lake Oswego, OR 97035
Subject Sheet No.
Lateral:
Loading LL1-LL5
Diaphragm/Wall Shear LL6-LL7
Overturning LL8
City of Tigard
Approved Plans `(`RSA o)n— ccZ3y
By 0- _ Date Li 13 zoza
REVISION
MONTGOMERY PLAN
Lateral Load LL I
S/1/19
I. Loading
2014 O55C
I ,I Wind: Per ASCE 7-I 0
Basic Wind Speed= 120 Kat = 1.00
Exposure Category= B A = 1.00
Building Height= 19 I = 1.00
Roof Slope= 7:12 = 30.3'
Zone Pressure ASP LC A51)pressure
A 25.7 0.6 = 15.4
17.6 0.6 = 10.6
C 20.4 0.6 = 12.2
D 14.0 0.6 = 8.4
End Zone Distance:
Eave lit(ft) 19 x 40% = 7.6 ft
Bldg Width (ft) 34 10% = 3.4 ft W,dtn,4%= 1.4 ft
Bldg Length(ft)30 10% = 3.0 ft Lenym %m 1.2 ft
Minimum = 3.0 ft
Edge Strip 3.0 ft
(End Zone = 2x Edge St End Zone 6.0 ft
I - Per 2014 055C
Use Group=
Number of Stones= 3 <3 -> Simplified analysts per IBC 5ecpon 1613.5.6.2
S4= 0.7
R= 6.5
1
V= R w - 0.108 W
Roof W = 15 850.0 = 12.8
Walls = 8 8.0 ft 1/2 128.0 = 4.1
Partitions = 6 8.0 ft 1/2 66.0 = 1.6
2' 18.4 x 29 = 534
Upr. Floor W= 15 850.0 = 12.8
Walls = 8 9.0 ft 1/2 128.0 + 4.I = 8.7
Partitions = 6 9.0 ft 1/2 84.0 + 1.6 = 3.9
F. 25.3 x 21 = 531
Main Floor W = 15 550.0 = 8.3
Walls = 8 10.0 ft 1/2 66.0 + 8.7 = 11.3
Partitions = 6 10.0 ft 1/2 12.0 + 3.9 = 4.2
F" 23.8 x 1 I = 262
67.5 132e
x O.11
7.3 = Base Shear
Dlatnbution:
QR( 328 X 534 = 2. = 2.1
Q r = 328 X 531 = 2.4 = 2,1
Q Fir = 1328 X 262 - .4 = I .0
LL-Monlpomen
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
WIND LOAD 2014 IBC!OSSC
JOB: MONTGOMERY PLAN
Loading: SIDE/SIDE V1 V2 V3 V4
Roof Wall
End Zone = 10.6 psf 15.4 psf
Interior= 8.4 psf 12.2 psf End Zone 1 Interior 1 End Zone
End Zone Length = 6 ft Roof Ht. 6 ft
Diaph 1 width 11 ft Wall Ht. 8 ft Qn Ln IQn
Diaph 2 width 23 ft
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
A End Left 10.6 6 6 11 8.4 5 6 11 0.3
B Inter 10.6 6 6 11 8.4 12 6 11 8.4 17 6 23 10.6 6 6 23 1.4
C End Right 8.4 17 6 23 10.6 6 6 23 0.6
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
A End Left 15.4 6 4 11 12.2 5 4 11 0.3
B Inter 15.4 6 4 11 12.2 5 4 11 12.2 17 4 23 15.4 6 4 23 0.9
C End Right 12.2 17 4 23 15.4 6 4 23 0.6
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FLR TOTAL
A 0.3 0.3 0.66
B 1.4 0.9 2.21
C 0.6 0.6 1.28
4.15
Ff
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
MAIN FLR Roof Wall
End Zone = 10.6 psf 15.4 psf
Interior = 8.4 psf 12.2 psf
Wall Ht. 9 ft
Diaph 1 width 13 ft
Diaph 2 width 20 ft
Shear V1 V2 V3 V4 REACTION
Line Condition load trib trib total load trib Crib 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 psi ft ft ft kips
A End Left 15 4 6 9 13 12.2 7 9 13 0.B5
B Inter 15 4 6 9 13 12.2 7 9 13 12.2 14 9 20 15.4 6 9 20 1.88
C End Right 12.2 14 9 20 15.4 6 9 20 1.24
3.9/
CRAWL Roof Wall
End Zone= 10.6 psf 15.4 psf
Interior= 8 4 psf 12.2 psf
Wall Ht. 12 ft
Diaph 1 width 13 ft
Diaph 2 width 20 ft
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
CRAWL 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 15.4 0 12 13 12.2 13 12 13 _ 0.95
B Inter 15.4 0 12 13 12.2 13 12 13 12.2 20 12 20 15.4 0 12 20 2.42
C End Right _ - 12.2 20 12 20 15.4 0 12 20 1.46
4.93
1 t, 1
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd .
Suite 100
Portland, OR 97232
WIND LOAD 2014 IBC/OSSC 2015 IBC/WAC
JOB: MONTGOMERY PLAN
Loading: FRONT BACK
V1 V2 V3 V4
Roof Wall
End Zone = 10.6 psf 15.4 psf
Interior= 8.6 psf 12.2 psf End Zone 1 Interior 1 End Zone
End Zone Length = 6 ft Roof Ht. 9 ft
Diaph 1 width 30 ft Wall Ht. 8 ft Qn lOn Ln
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
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 10.6 6 0 30 8.6 24 4 30 0.3
2 End Right 8.6 24 0 30 10.6 6 9 30 0.5
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 15.4 6 4 30 12.2 24 6 30 1.0
2 End Right 12.2 24 5 30 15.4 6 6 30 1.1
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FLR TOTAL
1 0.3 1.0 1.37
2 0.5 1.1 1.60
2.97
4
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
MAIN FLR Roof Wall
End Zone= 10.6 psf 15.4 psf
Interior= 8.6 psf 12.2 psf
Wall Ht. 9 ft
Diaph 1 width 30 ft
Diaph 2 width 30 ft
Shear V1 V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib total load trib trib total load trib trib total 0
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 15.4 6 9 30 12.2 24 9 30 ' 1.80
2 End Right 12 2 24 9 ' 30 . 15.4 6 9 30 1.80
CRAWL Roof Wall
End Zone= 10.6 psf 15.4 psf •
Interior= 8.6 psf 12.2 psf •
Wall Ht. 12 ft
Diaph 1 width 30 ft
Diaph 2 width 30 ft •
Shear V1 V2 V3 V4 REACTION
Line Condition load trib trib total load trib trib total load trib trib total load trib trib total a
CRAWL 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 15.4 0 12 30 12.2 _ 30 12 30 _ 2.20
2 End Right ' 12.2 30 12 30 ' 15.4 0 12 30 4 2.20
8.8
T , \
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4
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�co 1✓ l7 IP 4
= ( 2X) p .--I
5 - A 2 UPR
VIZ I, 3-7-'' (1.051') - 11
V = 140'`
' I_rz,P pi P
C = (211 K) 0
S(-IF 2 1/J/AVL S - 4Al1.1
30'
Vz 1, 3014 (2. 1'-)
ILoon n Apt4
Q-�- ►, t
23
l4F J,dLS- GREW L
V, 4r4V`+ 17'G= 41-W(2, 9 ) 30
!
MONTetomed2-/ LLB
LAA-L trbs 9-L_lq
Q s210 Q C,1 28''`) 1
51-4EPlz 1^1A1.1-c - UpR
Yp, = £t(d ' (or +w) 11
Zell` ( 1,o5'`)
V4,7- 11204" (01641
Q ( i. o4 I.CI. oe)
4`1P.L LS - MP'Ir1
Vp = �185"� D1 (
1 ,24'"41,2 = 2.. 5214- (I1t )
CLoor2 DIAR-ff a ti ,
`o
Q,4-( 0141n 1%1,7
/col �) _ I
1 9 L
=( i-l i s i'%lgfi,4)
51 ��
V :7- � + 4 4,0�' 6a 26 (2. W) In& .7
'Up = IX2.0' %� (lam)/
2.18" /ci-
OVERTURNING - FRONT TO BACK LL °
4/3/2020
GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET
LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIES LOAD M,reslst REDUCTION M.ot ABOVE UPLIFT
LINE A V-1 6 0.098 6 4 15 1.94 WIND 3.5 0.00 0.39 OK w/A.B.'z ,
LINE B V-1 20 0.326 6.5 6 50 70.40 WIND 42.4 0.00 0.01 I OK w/A.D.'s I
LINE C V-1 16 0.153 9.5 4 15 17.41 WIND 23.3 0.00 0.50 , Use 5111D 14 I
LINE I V-1 11 0.158 6.5 3 50 12.22 WIND 11.3 0.00 0.36 I OK w/ A.B.'s I
LINE I V-1 23 0.158 9.5 4 15 35.97 WIND 34.5 0.00 0.56 I Uere STHD 14 I
OTMonlgornery GL fawl walls