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.,RICK'S 4543 SE TV H
GRESHAM 20132 SE Starky (503)669-0795 Name • vv1t°5 I,l t jkQ,
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. ' IN(T SALEM 8755 Portland Rd. NE (503)463-8331 Phone No.
VANCOUVER 11516 NE 66th St. (360)253-3792
WWW.RicksFencing.com TRI-CITIES 9120 W. Clearwater Ave. (509)736-3325 Email
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CUSTOM FENCING & DECKING Name W 7 a-
Gresham Hillsboro Salem Vaucouver Phone No.
(503)669-0795 (503)640-5434 (503)463-8331 (360)253-3792
www.RicksFeneing.com
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CUSTOM FENCING & DECKING Name .
Gresham Hillsboro Salem Vancouver Phone No.
(503)669-0795 (503)640-5434 (503)463-8331 (360)253-3792
www.RicksFencing.com
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Sherman Engineering, Inc. 3/51 NE Sandy Blvd. Ste. /00, Portland, OR 97232
(503)230-8876 Ph (503)226-4745 Fax
WIESKE DECK
53 16 5W Greenfield Dr.
Tigard, Or. Q,c PROpp8
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October 06, 20 14 • ``' 18616 'Q
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Rick'5 Custom Fencing and Decks
4543 5E Tualatin Valley Hwy 041 p
Hillsboro, OR 97 123 EXPIRES: 6/301
Subject: Sheet No.
Footings: FD 1
Framing:
Beams DB 1
Joists DJ I
Details: D 1 - D3
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GRESHAM 20132 SE Stark (503) 669-0795
CUSTOM FENCING & DECKING SALEM 8755 Portland Rd. NE (503) 463-8331 Phone No.
www.RicksFencing.com VANCOUVER 11516 NE 66th St. (360) 253-3792
g TRI-CITIES 9120 W. Clearwater Ave. (509) 736-3325 Email
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[SHERMAN ENGINEERING, INC. 3/5/NE 5Am9r vv.57E iG19, OR q7232
(503)226-4745 FAX (503)230-0676 PHOAE
PT 4th HF POST
FINISH GRADE •
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NEW GONG FOOTING
FIG. PER PLAN INVERTED GONG PEIR
CD) FOU\DATIO\
SCALE: I" = I'-O"
Fri
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R - 5-670 443l) �z
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SHER1 MMAN ENGINEERING, INC. 3151 NE 5MVY BL VD. S1F /DO,PORTLAND, OR 97232
(503)226-4745 FAX (503)230-6676 PHONE
RAL POST CONNECTION:
P = 200 ibs, `' = 200 (36") = 1200"-
I-+SS 2"x2"x3/Ib" PIPE Ft = 1200/3.5' = 2051 !b5
PST 6-0" MAX v,3/8" = 2% ibs/Ir.(2) = 592 lbs
EMBED, D = 2,051 / 592 = 3.."
L JS26 HNGR EA JOIST POST, 5 >_ 200/21 ksi = 0286 IN^3
ADJACEN- -0 RAIL POST
DECK PER PLAN �/ib ,
BASE PL 3/8"x5"xl" W/
! - mnia ll (4) 3/8"x4" LAG BOLTS
I AS SHOWN
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O 0
2X PLR JSTS PER PLAN \
V 1 0 0
MIN 4x BLKG ' A35 /
CLIP EACH END I( P.T. BEAM PER PLAN
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. ( P.7. POST PER PLAN
1 —,Thi RA 1 L POST/=LOOK CONK
Q._..1.) ELRSTC-uARDRA;LI SCALE: I,: = I'_0"
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5HERHAN ENGINEERING, INC. 3/5/AE 'BLVD.57E /(POR7ZAAV,OR 97232
( 03)226-4745 FAX /503)230-6676 PHOAdE
EXIST WALL SHT6 4 SIDING
'-
DECK FASTENER INTO
LEDGER a J51 !b" O.G.
FLASH BEHIND SIDING PT 2X LEDGER W/ (3)
j Ibd 16" O.G. 4 1/4" X 5" WS
WOOD SCREWS @ 48" 0.G
W MIN. 2" EDGE DISTANCE
1 2X6 DECKING
110:
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1 DECK JST FER PLAN
(IT-0" SPAN MAX)
W/ LUS2 HNGRS TO
2x STUD WALL ® lb" D.G. > LEDGER
2x DIAL BRACY7 IN/
(2) Ibd EA JST 4 A35 TIE
TO RIM .SST (OR TOP FL)
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D2 D_CK JOIST/HALL GON\ EGTION
FIrS2A dGk-10' SPAN SCALE: 1" = t'-0"
5HERMAN ENGINEERING, INC. 3151 NE solar& 5TE 1M RORTLANO,OR`17232
(S03)226-4745 FAX (&73)230-13676 PHONE
4X4 RAIL POST
b'-O' MAX
DEGK'6 PER PLAN U5E OVERSIZED
WASHER I " DIA.
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(2) 2X8 FLR J5T 5 MINI T
2X GONT RIM BD
DTT2Z RAIL POST BRACKETS
TOP BOT AS SHOWN
D5 RAIL POSTDEC< CONN
RAILPO5T HDU2 SCALE I = I'-O"
5HERMr4N ENGINEERING, INC. 3/ E D.57E 100,110R7ZAM2 ar2 97252
(503i 22o-4745 FAX ( 0-3i 230-81876 PI-i9/E
2X4 SLEEPER W/
(2) 160 ® EA RAFTER I/2" ROOF SHTG
SO ® 6" O.G. SD • 6" O.G.
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ROOF SHTG �\
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LTT20 TENSION TIE
W/ I/2" x 5" LAG BOLT 41
EXISTING ROOF (1)EAGH SIDE OF PATIO 'o• 2X STUD WALL
I\BEAM PER PLAN
C \IEA1 ROOF FXIST1\6 1n.ALL/ROOF
SCALE: I" = I'-0"
SHERMAN ENS I NEERI N6, INC. 3I5I NE SANDY BLVD.PORTLAND,OR 47232
(503) 226-4745 FAX (503) 230-8616 PHONE
ROOF TRUSS PER PLAN
W/ (2) ISd TOENAILS TO BM
ROOF SWIG PER PLAN
8D ® b" D.G.
2X BLKG 1^11 VENT --�
HOLES PER ARCH
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OVERHANG it FASCIA
IN--PER PLAN
H2.5 ANCHOR ® 48" O.G.
0ROOF TRUSS @ 5FA
RFTSII SCALE: I" = I'-O"
Sherman engineering, Inc. (503) 230-8876 Ph.
3/5/ NE Sandy Blvd. Ste. 100 (503) 226-4745 Fx
JOB: WIESKE
RFI
CLIENT: Suntel Design GI 0/20I 5
JML
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 = ghGCN ` = 23.I PSF
G = 0.55
CN = 1 .7
velocity pressure: q,, = 0.0025G Kz Krr .d V2 I = 26.6 PSF
V = 1 20
Kz = 0.85
Kzt = I
Kd = 0.85
depth Trib length
Column Reaction : = 23. I x I 0 20 1 155 lbs
Dead Load : 12 x I 0 20 GOO
555 lbs Net uplift I
Minimum ftg size = ` I .57 Square x 18° I
Seismic: CAT. D ASCE 7-05, Sec.
V = .RSds W = 1 0. 142 W
5a, = 0.77
R = G.5
Load:
Dead De- h Width
1 2 psf x 10 x I 20 I = 2.4 kips
Vw = 0. 14 x 2.40 = 0.34 kips
Wt L
M = 0.34 x 5 = 1 70G Ft-lbs
Ft = 1 706 / 20 = 85 lbs
'Use LTT205 to wall I
BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 0 ,5
Wieske Roof Roof Beam
RBI Date:6/10/15
Selection 4x 8 DF-L#2 Lu=0.0 Ft Lu @OH=0.0 Ft
Conditions NDS 2001,Overhang
Min Bearing Area R1=0.8 in2 R2=3.8 in2 (1.5)DL Defl= 0.08 in.
Data Beam Span 6.0 ft Reaction 1 LL 292# Reaction 2 LL 1458#
Beam Wt per ft 6.17# Reaction 1 TL 477# Reaction 2 TL 2385#
Bm Wt Included 62# Maximum V 1240# Overhang Length 4.0 ft
Max Moment 2289'# Max V(Reduced) 1067# Total Beam Length 10.0 ft
TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/583
LL Max Defl L/360 LL Actual Defl L/<-1000 OH LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl
Actual 30.66 25.38 0.00 0.00 0.16 0.08
Critical 20.42 7.73 0.30 0.20 0.40 0.27
Status OK OK OK OK OK OK
Ratio 67% 30% 2% 1% 41% 31%
Fb(psi) Fv(psi) E(psi x mil) Fc I (psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1346 207 1.6 625
Adjustments CF Size Factor 1.300
Cd Duration 1.15 1.15
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 Kbe=0.0
CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 175 Uniform TL: 280 =A (Uniform Ld on Backspan)
Par Unif LL Par Unif TL Start End
175 K=280 (OH) 0 4.0
1- Uniform Load A K
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R1 =477 R2 385
BACKSPAN=6 FT OH=4 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
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BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 �P 0 "5
Wieske Roof Deck Beam
DB1 Date:6/10/15
Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2001
Min Bearing Area R1=8.7 in2 R2=8.7 in2 (1.5) DL Defl= 0.23 in Recom Camber=0.34 in
Data Beam Span 18.0 ft Reaction 1 LL 4905# Reaction 2 LL 4905#
Beam Wt per ft 14.94# Reaction 1 TL 5670# Reaction 2 TL 5670#
Bm Wt Included 269# Maximum V 5670#
Max Moment 17165'# Max V(Reduced) 5305#
TL Max Defl L/240 TL Actual Defl L/245
LL Max Defl L/240 LLActual Defl L/330
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl
Actual 123.00 61.50 0.88 0.65
Critical 85.83 33.15 0.90 0.90
Status OK OK OK OK
Ratio 70% 54% 98% 73%
Fb(psi) Fv(psi) E(psi x mil) Fc1(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 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 Kbe=0.0
Loads Uniform LL:280 Uniform TL: 350 =A
Point LL Point TL Distance
2385 B=2385 1.0
2385 C=2385 17.0
I Uniform Load A
Pt loads: I B
ca 1
R1 5670
R2=5670
SPAN= 18 FT
• Uniform and partial uniform loads are lbs per lineal ft.
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CITY OF TIGARD
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