Plans Sherman Engineering, Inc. 3/5/ NE Sandy Blvd. Ste. /00, Port/and, OR 97232
(503)230-13676 Ph (503)226-4745 fax
WIESKE DECK
153 I G SW Greenfield Dr.
Tigard, Or. iEp PROFFS
G'N 6- S'4
October OG, 20 14 • `� 18646 '
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Kick's Custom Fencing and Decks 0 'GC�,o
4543 SF Tualatin Valley Hwy �tiP gri�R�/�
Hillsboro, OK 97123 EXPIRES: 6/30/ 1fU
Subject: Sheet No.
Footings: FD I
Framing:
Beams DB 1
Joists DJ I
Details: D I - D3
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5/7/ER/ fAN ENGINEERING, /NG. 3/51 NE 5ANDr BLVD: 57E lay POR7DW2 OR'17232
(5O3)226-4745 PAX (503)230-6676 PHONE
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RAL POST CONNECTION:
P = 200 Ibs. M = 200#(36") _
H55 2"x2"x3/16" QI°E Ft = 7200/35" = 2057 Ibs
V,3/8" = 2% ibs/in(2) = 5R2 lbs
P)ST ® 6'-0" MAX EMBED, D = 2,,0051 / 5'12 = 35"
L.;526 HNGR EA JOIST COST, 5 >= 7,200/27 ksi = 0.286 IN"3
ADJACENT -O RAIL P05T
DECK PER PLAN
116
BASE PL 3/8"x5"xT W/
����::�i°� (4) 3/8"x4" LAG BOLTS
AS SHOWN
2" it// I I/2"
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/
2X FLR J5T5 PER PLAN If
/ o o I -1
1 I y� .
MIN 4x BLK6 IN! A35 / P.T. BEAM PER PLAN
C: IP EACH END
P.T. P057 PER PLAN
•
I RAIL POST/ L.00R CONN
FLRSTC-UARDRAILI SCALE: I" = I'-O"
5HERseI,4N ENGINEER/N6, INC. 315l le 5ANDY gLVD.57F. 102 PORTLAND,OR 47232
(503)226-4745 FAX (503)230-6876 FHOAE
EXIST WALL SHTG d SIDING
j DECK FASTENER INTO
LEDGER b J51 ® 16" O.G.
FLASH BEHIND SIDING I PT 2X LEDGER W/ (3)
j I6d 16" O.G. d 1/4" X 5" SDS
WOOD SCREWS o:0 48" O.0
kIL IN/MIN 2" EDGE DISTANCE
2X6 DECKING
l,�ra
I FR
WM.
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I mG
1r DECK JST PER PLAN
(IT-O" SPAN MAX)
( W/ LU52 HNGRS TO
j I LEDGER
2x STUDWAL.L ® I6` O.G. ff �
2x DIAL BRACE W/
(2) 16d EA JST I A35 TIE
TO RIM JST (OR TOP FL)
D2
DECK JOIST/SAL GO\I\ECTI ON
FIrS2A &.k-10' SPAN SCALE: 1" = 1'-0"
SHt-kMAN ENGINEERING, INC. 3,511E BLVD.SM.. POR1Z AR OR 97232
(503)226-4745 FAX ( 03i 230-E1976 FHOAE
4X4 RAIL POST
6'-0" MAX
DECK'& PER PLAN U5E OVERSIZED
WASHER
.M1_� �C
/
\/ N
(2) 2X8 FLR JSTS MIN /\
2X CONT RIM BD
DTT2Z RAIL POST BRACKETS
TOP 4 BOT AS SHOWN
D5 RAIL POST/DEG< Go \\
RAILPOST HDU2 SCALE: I" = 1'-0"
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71 AA'llevi lid-01112/9
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BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg# 7992-66413
Wieske Deck Deck Beam
DB1 Date: 10/06/14
Selection 5-118x 12 GLB 16F-V2 HF/HF Lu=0.0 Ft
Conditions NDS 2001
Min Bearing Area R1=4.8 in2 R2=4.8 in' (1.5)DL Defl= 0.22 in Recom Camber-0.33 in
Date Beam Span 18.0 ft Reaction 1 LL 1800# Reaction 2 LL 1800#
Beam Wt per ft 14.94# Reaction 1 TL 2385# Reaction 2 TL 2385#
Bm Wt Included 269# Maximum V 2385#
Max Moment 10730'# Max V(Reduced) 2120# Il
TL Max Defl L/240 TL Actual Defl L/318
LL Max Defl L/360 LL Actual Defl L/473
------ --- -- --- ---
Attributes Section (in3) Shear(in') TL Defl(in) LL Defl
Actual 123.00 61.50 0.68 0.46
Critical 80.48 16.30 0.90 0.60
Status OK OK OK OK
Ratio I 65% 27% 75% 76%
•Fb(psi) Fvjpsi) E (psi x mil) Fc I (psi)
Values I Re erence Values 1600 195 1.4 500 '
Adjusted Values 1600 195 1.4 500
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:200 Uniform TL: 250 =A
Uniform Load A
R1 385 - Z\
R2=2385
SPAN= 18 FT
Uniform and partial uniform loads are lbs per lineal ft.
/0,(0.,
- - BeamChek v2007 licensed to: SHERMAN ENGINEERING INC Reg# 7992-66413
Wieske Deck Deck Beam
DJ1 Date: 10/06/14
Selection 1 2x 8 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft
Conditions NDS 2001. Overhang
-
Min Bearing Area R1=0.3 in= R2=0.7 in' (1.5)DL Defl= <0.01 in.
Data • Beam Span 6.0 ft Reaction 1 LL 107# Reaction 2 LL 213#
Beam Wt per ft 2.64# Reaction 1 TL 140# Reaction 2 TL 281 #
Bm Wt Included 21 # Maximum V 175# 2.0 ft
Max Moment 187'# Max V(Reduced) 144# 8.0 ft
TL Max Defl L/240 TL Actual Defl L/>1000 L/<-1000
LL Max Defl L/360 LLActual Defl L/>1000 L/<-1000
Attributes Section(in3) - Shear(inl TL Defl(in) LL Dell
Actual --- -- -- - --
13.14 10.88 0.02 0.01 -0.02 -0.0f-1
Critical 2.20 1.44 0.30 0.20 0.20 0.13
Status OK OK OK OK OK OK
Ratio L 17% 13% - 7% 7% 10% 11%
Fb(psi) Fv(psi) E(psi x mil) Fc I (psi)
Values Reference Values 850 150 1.3 405 I
Adjusted Values 1020 150 1.3 405
Adjustments CF Size Factor 1.200
! 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
CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft i
Loads Uniform LL:40 Uniform TL: 50 =A (Uniform Ld on Backspan
Par Unif LL Par Unif TL Start End _
40 K=50 (OH) 0 2.0
Uniform Load A
I
R1 = 140 /\
R2=281
BACKSPAN=6 FT OH=2 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
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RECEIVED
OCT 2 3 2014
430 °
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REVIEWED FOrDa COMPLIANCE Approved by Planning
1 Approve f Date: 10 Iterir( Li
t OTCs [ Initials:
Permit#t L < c�
Address \'S ((oLL 1-)FEEL-"D
Suite i
Br' Dates , ��1 LAD,
l5-3/6 5_ w, 6._„,,, v 6.-
. { . OFFICE COPY 7► yQ
I -77. .. .�rd e)1 % /Q 76. Z /
/ ff P/c. c t e J ‘ ./. 5-09 Llv3-0530
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