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1) SITEPLAN
Date:.
IN SCALE : 1"=20'
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PLAN NAME:
2E384
RAMANGOLD
DWNEKE
' LOT 6 ES
T
PLOT: 11/6/1/
5CALE: WASHINGTON COUNTY, OR OOD HOMES 1../LC
1".20'-0"
A.SHEM
vlwv
ENGINEERING 3181 NE Sam Brun.,Sum 100
PORTLAND,OR 97232
INC PHONE(803)230-8876
8HERMI[NENGE!aEER3.COM
Structural Calculations
April 21, 2017
LOT 6 Mangold
11 -2-17
Elevation B Plan 2781R ,480p.RoEN
0
8725 SW Ross St.
Tigard, OR 97227 WS P` *
SEI Project#17-MSAP-02-432 41.. Pip
Prepared For: must •
Westwood Homes
12118 NW Blackhawk Drive
Portland,OR 97229
Subiect Sheet No.
Footing Schedule FD1
Framing: .
Girder Truss Loading GT1-GT3
Roof Beam RB1
Headers HD1-HD4
Floor Beams FB1-FB11
Lateral:
Loading LL1-112
Wind Loading/Diaphragms LL3-L1.6
Shearwalls LL7-L18
Overturning LL9
Schedule 1110
Details 1-1329..
ptp
- t-oVeizer rMna
geor 00,4 row -
#r L.I
BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 PI 1.
Mangold Lot 6-RB1
Prepared by:JDM Date: 11/02/17
Selection I PT 6x 10 HF#1 Lu = 0.0 Ft
Conditions NDS 2005, Incised
Min Bearing Area R1= 3.4 in2 R2= 3.4 in2 (1.5)DL Defl= 0.33 in
Data Beam Span 16.0 ft Reaction 1 LL 800# Reaction 2 LL 800#
Beam Wt per ft 12.7# Reaction 1 TL 1382# Reaction 2 TL 1388020:
382#
Bm Wt Included 203# Maximum V 1382#
Max Moment 5526'# Max V(Reduced) N/A
TL Max Defl L/240 TL Actual Defl L/303
LL Max Defl L/360 LL Actual Defl L/633
Attributes Section(in) Shear(in2) TL Defl(in) LL Defl
Actual 82.73 52.25 0.63 0.30
Critical 78.95 18.50 0.80 0.53
Status OK OK OK OK
Ratio 95% 35% 79% 57%
Fb(psi) Fv(psi) E(psi x mit) Fc I (psi)
Values Reference Values 1050 140 1.3 405
Adjusted Values 840 112 1.2 405
Adjustments CF Size Factor 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Ci Incised 0.80 0.80 0.95 1.00
CI Stability 1.0000 Rb =0.00 Le= 0.00 Ft
Loads Uniform LL: 100 ' Uniform IL: 160 =A
1 Uniform Load A
I
R1 = 1382 R2 = 1382
SPAN = 16 FT
Uniform and partial uniform loads are lbs per lineal ft.
124Z.f
BeamChek v2007 licensed to:JDM/Sherman Engineers Req#7992-66413
Mangold Lot 6-RB2
Prepared by:JDM Date:11/02/17
Selection I PT 6x 12 DF-L#1 Lu =0.0 Ft I
Conditions NDS 2005, Incised
Min Bearing Area R1=5.8 int R2= 3.1 int (1.5)DL Defl= 0.20 in
Data Beam Span 12.0 ft Reaction 1 LL 1697# Reaction 2 LL 853#
•
Beam Wt per ft 15.37# Reaction 1 TL 3620# Reaction 2 TL 1945#
Bm Wt Included 184# Maximum V 3620#
Max Moment 9670'# Max V(Reduced) N/A
TL Max Defl L/240 TL Actual Defl L/509
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in) Shear(in2) TL Defl(in) LL Defl
Actual 121.23 63.25 0.28 0.09
Critical 107.45 39.92 0.60 0.40
Status OK OK OK OK
Ratio 89% 63% 47% 22%
Fb(psi) Fv(psi) E(psi x mil) RI(psi)
Values Reference Values 1350 170 1.6 625
Adjusted Values 1080 136 1.5 625
Adjustments CF Size Factor 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Ci Incised 0.80 0.80 0.95 1.00
CI Stability 1.0000 Rb =0.00 Le =0.00 Ft
Loads Uniform LI: 100 Uniform It 160 =A
Point TL Distance Par Unif LL Par Unif TL Siart End
B = 1300 4.5 300 H =480 0 4.5
H
Uniform Load A
Pt loads:
R1 =3620 R2 = 1945
SPAN = 12 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-6641P42.Z)
Marigold Lot 6-RB2
Prepared by:JDM Date: 11/02/17
Selection 6x 12 HF#1 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.9 int R2=4.8 in2 (1.5)DL Defl= 0.23 in
Data Beam Span 12.0 ft Reaction 1 LL 1697# Reaction 2 LL 853#
Beam Wt per ft 15.37# Reaction 1 TL 3620# Reaction 2 TL 1945#
Bm Wt Included 184# Maximum V 3620#
Max Moment 9670'# Max V(Reduced) N/A
TL Max Defl L/240 TL Actual Defl L/435
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl
Actual 121.23 63.25 0.33 0.10
Critical 110.52 38.78 0.60 0.40
Status OK OK OK OK
Ratio 91% 61% 55% 26%
Fb(psi) Fv(psi) E(psi x mil) RI(psi)
Values Reference Values 1050 140 1.3 405
Adjusted Values 1050 140 1.3 405
Adjustments CF Size Factor 1.000
Cd Duration 1.00 1.00
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
Loads Uniform LL: 100 Uniform IL: 160 =A
Point IL Distance Par Unif IL Par Unif TL Start End
B = 1300 4.5 300 H =480 0 4.5
H
•
Uniform Load A
Pt loads: al
R1 = 3620 R2 = 1945
SPAN = 12 FT
Uniform and partial uniform loads are lbs per lineal ft.
1
Sherman Engineering, Inc. (503) 230-8876 Ph.
3/5/ NE Sandy Blvd. Ste. l 00 (503) 226-4745 Fx
JOB: LOT 6 - MANGOLD RF I
CLIENT: WESTWOOD I10ME5 I I/16/201 C
,JDM
PATIO COVER
WIND: 120 Exp B Open Structure: ASCE 7-I 0
Roof Slope = 4 12 18.4 degrees
Load Combination = D + (0.6W or 0.7E)
Net Design Pressure: P = gt,GCNa
G = 0.85
CN = 1 .7
velocity pressure: a,, = 0.00256 IS Kn Kd V2 I = 26.6 P5P
V = 120
Kz = 0.85
I:zt =
Kd = 0.85
depth Trib length
Column Reaction : = 23.1 x 12 16 1108 lbs
Dead Load : 1 2 x 1 2 16 576
Frt:t.44311477. lbs Net uplift
Minimum ftg size = fi. clu".4,111AIRTinal
Seismic: CAT. D ASCE 7-05, Sec.
.2 5d5
V W = 0. 142 W
5d, = 0.77
R = 6.5
Load:
Dead De-th Width
Vw = 0. 14 x 2.30 = ;,3k. kips
Wt
M = 0.33 x = 1%5 Ft-lbs
Ft = 1965 / 16 = 1 23 lbs
'Use L172013 to wall