Plans (27) RECEIVEP • COPY
OFFICE
JUL 6 2017
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CITY OF TIGARI)
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Hi„..,,IM )DI " 'I'�Y'f ( t 3) 640-5434
Name_.'
GRESHAM C7.t31 �, : Stark (503) 669-0795
,CUSTOM ` , V i. • C .a
I<I ..' SALEM 8755 Portland Rd. NE (503)463-8331 Phone No._ .__
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.. VANCOUVER 11516 NE. 66th St. (360) 253-3792
WWW.Ricks Fencing.com kb TRI-CITIES 9120 W Clearwater Ave. (509) 736-3325 Email__-„Z,q,Le
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CITY OF TIGARD '.o
REVIEWEbOR CODE COM
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OTC: I j .
Pcrmit#: c-rz011 -•o n a g n
Address: j 13 S 0 r n$4-el n ► woo d,
Suite#:
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SHERMAN
ENGINEERING A
A3151 NE SA?r Y BLVD..SUITE 100
PoRTI.AND,OR 97232
INCPHONE(503) 230-8876
SHER?,".ANEIGINEERS.001%
Structural Calculations
June 21, 2017
Turner Residence
11380 SW Cottonwood Ln. JUL_ 2017
Beaverton, OR '�-
CITy OF TIGARD
SEI Project# 17-RICK-05-427 BUILDING DIVISION , '
Prepared For:
Rick's Custom Fencing and Decks
4543 SE Tualatin Valley Hwy
Hillsboro, OR 97213
Subject Sheet No.
Plan: S1
Details: D1-D5
Foundation: FD1
Deck Ledger: DF1
Framing:
Beam DB1
Joist DJ1
HERMAN
.L...... INC
A
ENGINEERING A - 3151 NE
i-r-1--s-t_rrij 11---"ir-lint SANDY BLVD.SUITE 100
PORTLAND,OR 97232
I
PHONE(503)230-8876
SHERMANENGINEERS.COM
PT 4x4 HF POST--..,
FINISH GRADE --\e
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NEIN CONG FOOTING_yr
INVERTED GONG PEIR
/ SO. FTG, PER PLAN ,
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SCALE: I
PROJECT TITLE:
SEI PROJECT#:
A,
S. HERMAN
3151 NE SANDY BLVD.SUITE 100
ENGINEERING PORTLAND,OR 97232
INC ( t PHONE(503)230 8876
�-L.t " SHERMANENGINEERS.COM
______7tn_zzz,EXIST WALL SHTG 8 SIDING
DECK FASTENER INTO
' LEDGER 4 JST EACH BD
FLASH BEHIND SIDING ' PT 2X LEDGER W/ (2)
ibd 0 16" O.G. d SD52.5x4"
NOW SCREWS 8 48" O.0
!N/MIN. 2" EDGE DISTANCE
-"--r y '
1
J
1"- —A_
DECK JST PER PLAN
r (17'-0" SPAN MAX)
' W/ LUS2 HNGRS TO
LEDGER
2x STUD WALL 0 16" O.G.
2x DIA& BRAG'G W/
(2) 16d EA JST $ A35 TIE
TO RIM JST (OR TOP PL)
'
F, RAIL POST/D~G< CO \\
FIrS2A dck-10' SPAN SCALE: I" = 1'-0"'
PROJECT TITLE:
SEI PROJECT#:
R 1(2K ._ ,f ';'
ASEERMAN
ENGINEERING 3151 NE SANDY BLVD.SUITE 100
�+—�- PORTLAND,OR 97232
PHONE(503)230-8876
�••,•••,/ t "'�--� SHERMAN ENGINEERS.COM
WHERE POST LAYOUT 15 OFFSET
FROM JOIST PROVIDE BLOCKING W/
A35 EACH END AS SHOWN
SOLID BLOCKING e .T __
W/A35 EACH END
SOLID BLOCKING
W/A35 EACH END
A \ VI - �i
4X4 RAIL POST
6'-0" MAX
DTT2Z RAIL POST BRACKETS
DECK PER PLAN USE OVERSIZED
WASHER 1 " DIA.
JOIST PER PLAN
BEAM PER PLAN
( RALDOST/F3ECK Go\ \
RAILPOST DTT2Z SCALE: I" = 1'—O"
PROJECT TITLE:
SEI PROJECT#:
1 1. fj,
ASHERMAN
A — 3151 NE SANDY BLVD.SUITE 100
ENGINEERING PORTLAND,OR 97232
• INC r' F-11.ji 1. -1-1- -u-n, PHONE(503)230-8876
‘Iltaaraiml,›
i SHERMANENGINEERS.COM
STRINGERS PER PLAN
/
SIMPSON H2.5A 771 11.
, v IL
-`?
< BEAM PER PLAN
BEYOND
S MPSON PG4Z--------------4._:, ,
___ _11,
STAIR GO\ \ . @ _A\11) 11\6
ID/I
SCALE: I" = I'-0"
PROJECT TITLE:
SEI PROJECT#:
---------------------------------------------------- -
A S HERMAN
A - 3151 NE SANDY BLVD.SUITE 100
ENGINEERING PORTLAND,OR 97232
PHONE(503)230-8876
LS U SHERMANENGINEERS.COM
DECKING
SIMPSON L5G ADJUSTABLE
RIM JOIST STRINGER CONNECTOR 0 EACH
STRINGER
-7111 177-771:
/
II 1
BEAM PER PLAN >
1 f
POST TO SEAM Hi
k..:E GAP GONN.
STAIR CO\\ . _A\DI \S
D5
SCALE: I" =
PROJECT TITLE:
SEI PROJECT#:
17-kiCK-
..
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SHERMAN ENGINEERING, INC.
• 3/51 NE Sandy Blvd. Ste. 100
Portland. OR 57232
JOS: Turner Residencel Deck DF I
CLIENT: Rick's Custom Fence and Decking 6/23/2017
JML
DECK LEDGER
Loading: DL psf LL psf Total psf
10 40 50
Tributary: 3 ft
3 ft x 50 psf = 50 plf
150 plf x 1 .33 ft = 199.5 #
V 16d= 139 #
USE:
159.5 = 1 .44 (2) 16d NAILS @ I G" 0.C.
139
Seismic:
Sd5 = 0.73
R = 6.5
V =
1 .2 5d-, W _ 0. 135 W
R
Load:
10 psf x 6 x 12 = 0.72 kips
(V)*(W) = 0. 13 x 0.72 = 0. 10 kips
Lag bolts: V 1/4" SDS SCREW 340 # = 340
W 1/4" SOS SCREW: 340 # x 3" = 1020
V Governs: 0. 10 / 0.34 = 0.29
0.29 = (1) 1/4"SD5 SCREWS
U5E 2x LEDGER W/ (2) 1 6d NAILS @
16" 0.C. AND (I) 1/4" SDS SCREWS 4' O.C.
l
____ BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413
Turner Residence Deck Deck Beam ~
DB1 Date:6/23/17
Selection PT 4x 6 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft i
Conditions NOS 2005, Overhang, Incised
Min Bearing Area R1= 1.4 in2 R2=2.4 in2 (1.5) DL Defl= 0.07 in.
Data j Beam Span 8.0 ft Reaction 1 LL 450# Reaction 2 LL 750#
Beam Wt per ft 4.68# Reaction 1 TL 580# Reaction 2 TL 967#
Bm Wt Included 47# Maximum V 657# Overhang Length 2.0 ft
Max Moment 1087'# Max V(Reduced) 586# Total Beam Length 10.0 ft
TL Max Defl L/240 TL Actual Defl L/429 OH TL Actual Defl L/261
LL Max Defl L/360 LL Actual Deft L/615 OH LL Actual Defl L/372
Attributes Section(in3) Shear(inn TL Defl(in) LL Defl OH TL Defl OH LL Defl
Actual 17.65 19.25 0.22 0.16 -0.18 -0.13
Critical 14.76 7.33 0.40 0.27 0.20 0.13
Status OK OK OK OK OK OK
Ratio 84% 38% 56% 59% 92% 97%
Fb(psi) Fv(psi) E (psi x mil) Fel(psi)
Values Reference Values 850 150 1.3 405 I
Adjusted Values 884 120 1.2 405
Adjustments CF Size Factor 1.300
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
CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 120 Uniform TL: 150 =A (Uniform Ld on Backspan)
I Par Unif LL Par Unif TL Start End
120 K= 150 (OH) 0 2.0
( Uniform Load A K 1
I
0
R1 =580 R2=967
BACKSPAN =8 FT OH=2 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
i.
BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg# 7992-66413
Turner Residence Deck Deck Joist
DJ1 Date:6/23/17
Selection PT 2x 8 HF#2 Lu=0.0 Ft
Conditions NDS 2005, Repetitive Use, Incised
Min Bearing Area R1=0.4 in2 R2=0.4 in2 (1.5) DL Defl= <0.01 in.
Data , Beam Span 6.0 ft Reaction 1 LL 120# Reaction 2 LL 120#
Beam Wt per ft 0# Reaction 1 TL 150# Reaction 2 TL 150#
Bm Wt Included 0# Maximum V 150#
Max Moment 225'# Max V(Reduced) 120#
TL Max Defl L/240 TL Actual Defl L/>1000 L/261
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl
Actual 13.14 10.88 0.03 0.02
Critical 2.88 1.50 0.30 0.20
Status I OK OK OK OK
Ratio 1 22% 14% 9% 10%
Fb(psi) Fv(psi) E (psi x mil) Fc I (psi)
Values Reference Values 850 150 1.3 405 j
Adjusted Values 938 120 1.2 405
Adjustments CF Size Factor 1.200
{ Cd Duration 1.00 1.00
Cr Repetitive 1.15
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 j
1
4
J
Loads Uniform LL:40 Uniform TL: 50 =A
1 Uniform Load A
I
RZ0R2=150
SPAN =6 FT
Uniform and partial uniform loads are lbs per lineal ft.
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Mpprcve ° y planning
glel- 9.51- 3323 w Date: i-1
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