Specifications (4) 'ni-C1-24(q-00353
913(-1 SW INIndsweri- ft
eSHERMAN
ENGINEERING A 3151 NE SANDY BLVD.,Sure 100
PORTLAND,OR 97232
INC -1 - PHONE (503) 230-8876
-11,--ir SHERMANENGINEERS.COM
Structural Calculations RECEIVED
July 24, 2019
SEP 4 2019
CITY OF TIGARD
Moreland Plan BUILDING DIVISION
enlU PriCr'es,
Lot 6, Canyon Court c. ‘"
At.
Tigard, OR
A
VI V
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Prepared For: On 'io
-4'P SHEC*1‘
Suntel Design, Inc.
16865 Boones Ferry Rd. EXPIRES. 6/30/2
Lake Oswego, OR 97035
Subject Sheet No.
Lateral:
Loading LL1-LL3
Shearwalls LL4
Overturning LL5
MORELAND PLAN
Lateral Load
LL I
7/24/19
1 Loading
2014 055C
1.1 Wind: Per ASCE 7-1
Basic Wind Speed= 120 Kzt = I.00
Exposure Category= B 11 = I.00
Building Height= 18.5 I = I.00
Roof Slope= 4 :12 = 18.4°
Zone Pressure ASD 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
D -4.9 0.6 = -2.9 Use 5 psf at roof for MWFRS
• End Zone Distance:
Eave Ht(ft) 18.5 x 40% = 7.4 ft
Bldg Width(ft) 28 x 10% = 2.8 ft Width x4%= 1.I ft
Bldg Length(ft) 40 x 10% = 4.0 ft Length-x49% I.6 ft
Minimum = 2.8 ft
Edge Strip= 3.0 ft
(End Zone=2x Edge Strip) End Zone= 6.0 ft
............................ ................ .
1.2 Seismic: Per 2014 OSSC
Use Group= I
Number of Stories= 2 <3 Simplified analysis per ASCE 7-10
Sds = 0.7
R = 6.5
V = I - 5d, W = 0.140 W
Roof W = 1 5.0 1 100 = 1 6.5
Walls = 8 8.0 ft I/2 136 = 4.4
Partitions = 6 8.0 ft I/2 88 = 2.I
23.0 x 18 = 413
Floor W = 1 5 1 008 = 1 5.1
Walls = 8 9.0 ft 1/2 128 + 4.4 = 9.0
Partitions = 6 9.0 ft I/2 40 + 2.1 = 3.2
yu
27.3 x 10 = 273
50.2 686
X 0.140
7:0 = Base Shear
Distribution:
7.0 QRt = 686 X 413 = 4.4 = 3.0
°Fir 686 X 273 = 2.8 = 2.0
LL-Moreland-Canyou Courtxls
_
SHERMAN ENGINEERING, INC. ,
3151 NE Sandy Blvd
Suite 100
Portland, OR 97232
WIND LOAD 2014 IBC/OSSC
JOB: MORELAND PLAN
Loading: SIDE/SIDE V1 V2 V3 V4
Roof Wall
End Zone = 5 psf 18.4 psf
Interior= 5 psf 12.3 psf End Zone I. I Interior 1 'v End Zone
End Zone Length = 6 ft Roof Ht. 6 ft
Diaph 1 width 40 ft Wall Ht. 8 ft Qn Qn Qn
Diaph 2 width 40 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
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 5 6 6 40 5 34 6 40 0.6
X Inter 5 6 0 40 5 0 6 40 5 34 0 40 5 6 0 40 0.0
2 End Right 5 34 6 40 5 6 6 40 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
1 End Left 18.4 6 4 40 12.3 34 4 _ 40 1.1
X Inter 18.4 6 0 40 12.3 _ 34 0 40 12.3 34 0 40 18.4 6 0 40 0.0
2 End Right 12.3 34 4 40 18.4 6 4 40 1.1
TOTAL UPPER FLOOR LOAD
LINE ROOF UPR FLR TOTAL
1 0.6 1.1 1.7
• X 0.0 0.0 0.0
2 0.6 1.1 1.7
3.4
N
SHERMAN ENGINEERING, INC.
3151 NE Sandy Blvd
. Suite 100
Portland, OR 97232
MAIN FLR Roof Wall
End Zone= 5 psf 18.4 psf
Interior= 5 psf 12.3 psf
Wall Ht. 9 ft
Diaph 1 width 36 ft
Diaph 2 width 36 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
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 18.4 6 9 36 12.3 30 9 36 2.3
X Inter 18.4 6 0 36 12.3 30 0 36 12.3 30 0 36 18.4 6 0 36 0.0
2 End Right 12.3 30 9 36 18.4 6 9 36 2.3
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OVERTURNING - FRONT BACK PROJECT LL `
7/24/2019
GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET
LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT .
LINE 2 V-2 3 0.142 8 4 15 0.56 WIND 3.4 0.00 I .02 Use MSTA36
V-1 1.83 0.775 6.25 7 15 0.26 WIND 8.9 0.00 4.76 Use HDUB
LINE 2 V-2 3 0.125 8 4 15 0.56 SEISMIC 3.0 0.00 0.89 Use MSTA36
V-1 1.83 0.484 6.25 7 15 0.26 SEISMIC 5.5 0.00 2.94 Use STHD 14
7
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OT-Moreland-Canyon Court.xls