Specifications (6) WINSIV Aftnd 5Wer f el M Sr20aV1354
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S 1 SHERMAN
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LNGINEERING
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A 3151 NE SANDY BLVD.,Sum: 100
PORTLAND,OR 97232
INC PHONE (503) 230-8876
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Structural Calculations RECEIVED
July 24, 2019 SEP 4 2019
CITY OF TIGARD
Moreland Plan
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1:4:5:-o4, UILDING DIVISION
Lot 5, Canyon Court
Tigard, OR `.d••, ..,\- 1,. `r-
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40
Prepared For: 0 10.\-2
P. SHEY;oc
Suntel Design, Inc.
16865 Boones Ferry Rd. EXPIRES. 6/301
Lake Oswego, OR 97035
Subject Sheet No.
Lateral:
Loading LL1-LL3
Shearwalls LL4
Overturning LL5
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I MORELAND PLAN I
Lateral Load
LL I
7/24/19
1 . Loading
2014 OSSC
1 .1 Wind: Per ASCE 7-1 0
Basic Wind Speed= 120 Kzt = I.00
Exposure Category= B A = 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:
Faye Ht(ft) 18.5 x 40% = 7.4 ft
Bldg Width(ft) 28 x 10% = 2.8 ft Width x4%= I.I ft
Bldg Length(ft) 40 x 10% = 4.0 ft Length'x4%= 1.6 ft
Minimum= 2.8 ft
Edge Strip= 3.0 ft
(End Zone=2x Edge Strip) End Zone= 6.0 ft
I.2 Seismic: Per 2014 OSSC
Use Group= I
Number of Stories= 2 <3 Simplified analysis per ASCE 7-10
S . = 0.7
R= 6.5
V = 1 .3R5d5 W = 0.140 W
Roof W= 15.0 1 100 = 16.5
Walls = 8 8.0 ft 1/2 136 = 4.4
Partitions = 6 8.0 ft 1/2 66 = 2.1
>I 23.0 x 18 = 41.3
Floor W = 15 1008 = 1 5.1
Walls = 8 9.0 ft 1/2 126 + 4,4 = 9.0
Partitions = 6 9.0 ft 1/2 40 + 2.1 = 3.2
27.3 x 10 = 273
50.2 686
X 0.140
7.0 = Base Shear
Distribution:
Qzr = 686 X 413 = 4:4= 3.0
()Fir 686 X 273 = 2.8 = 2.0
LL-Moreland-Canyou Court ds
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 Interior 1 y End Zone
End Zone Length = 6 ft Roof Ht. 6 ft11•
Diaph 1 width 40 ft Wall Ht. 8 ft Qn Ln Ln
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 VI 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
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• 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 V1 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 0.59 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"
OT-Moreland-Canyon Court.xls