Plans f • 1190.1/91/710 110007 ON MO O]lN1YO 1 V 91
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u,ne,a - This permit does not authorize the violation of any
rights of holders of private easements. The ap- Approved plans
plicant is urged to contact any such parties and shall be on job SI���
61ea secure shier approval before commencing work. ,
LIABILITY
1
The City of d its ies
employees shall not be
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i S For oni�, :app work as described in:
' i P ERMIT N O_ _ 1
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JobAddress:l 3u S�G�lIE _
,� By [ 'O I s I :
Date: 4.1 --eV
A8 SNOISIA3U
OFFICE COPY
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NEWWORLD COMPOSITE DECKS 214 6th St. Oregon City, OR. 97045 Ph: 503 742 -1414 Fax: 503 657 -6621
06- 005 -DAC
CUSTOMER: Jay & Sue Daccus ADDRESS: 13322 SW Chelsea Loop, Tigard, OR. 97223 PROJECT: DECK INSTALL
ELEVATION DRAWING
SCALE: 1/4 in.
9' 2 3/8" - 10' 6" ►}� 9' 2 3/8"
DECK
BEAM - B 4x12 BEAM - C BEAM - A 4x12
/ 6x14 BC 46 Simpson Z- typ,
4x4 Diagonal bracing
4x12 inner flange hanger 6x14 inner flange hang 4x12 inner flange hanger
a
0
a
= E
U
AB 46 simpsons - Z -Max
I I T yp . � Gnd level
Footings Burried Min 18"
r
�1' "I f 2' 0" i
f. . ,
NEWWORLD COMPOSITE DECKS 214 6th St. Oregon City, OR. 97045 Ph: 503 742 -1414 Fax: 503 657 -6621
06 -005 -DAC
CUSTOMER: Jay & Sue Daccus ADDRESS: 13322 SW Chelsea Loop, Tigard, OR. 97223 PROJECT: DECK INSTALL
Framing Detail (scale 1/4 ")
29'0"
Y 2x8 stagard blocking across beam
4x12 PT Beam 6114 PT Beam 4x12 PT Seam
• • • —
Eeam A Beam C Beam B
1' : 7' 8" ►. 11 0" 7 , 3 „ ' . 3/2"
Hi rricane Ties (Z -Max) each jcist typ. e
w
.e N)
O_ a, � a` O_
O co , co
y c c o
6) o G O
a G
c \Nca
c x, oc a
\ /
q \ 2x8 Hangers (Z -Max) TYP.
2 - Ledger Bolts (4" ledger quicks) every 32" apart - TYP. Joists 16" O.C.
J '1 ( All framing nails - hot dipped, Galv. #16 ChoiceDeck 5/4x6 Composite decking
NM c (a) j v Decking screws 2 1/2" stainless steel, composite, trimhead
3' O " I @ 1 6'' ac.. HOUSE
?4R: Co^fre GAOL.
4 ..,
NEWWORLD COMPOSITE DECKS 214 6th St. Oregon City, OR. 97045 Ph: 503 742 -1414 Fax: 503 657 -6621
DWG -3
CUSTOMER: Jay & Sue Dacus JOB LOCATION: 13322 SW Chelsea Loop, Tigard, OR 97223
Sc u 1 4-t
29' 0"
Composit Rail
1;:c/
CO
X
Main Deck 348 sf N
O
Total Rail 40 ft — _ —
a) _
Stair 9 SF
w
0
0
fU
0
HOUSE
I3'0"
•
NEWWORLD COMPOSITE DECKS 214 6th St. Oregon City, OR. 97045 Ph: 503 742 -1414 Fax: 503 657 -6621
DWG -3
CUSTOMER: Jay & Sue Dacus JOB LOCATION: 13322 SW Chelsea Loop, Tigard, OR 97223
RAILINGS (not to scale)
I 29 ' O"
,6 I 5'9 "— I
bt
Composit Rail \
s/
I
`°
x I N
= Main Deck 348 sf
Total Rail 40 ft — — — — I O
U
c Stair 9 SF
U
c
ill
I HOUSE
2x2 Pickets max. dim. - between - 3.75"
3' 0" ChoiceDeck Rail
III
36" high
1/2 hot dipped bolts IINI•I•IUI•IIUS
Rim joist
' W
NEWORLD COMPOSITE & PLASTIC DECKS
BeamChek v2.4 licensed to: Newworld LLC Reg # 6464 -600
06- 005 -DAC joists
• main deck Date: 4/26/06
Selection 2x 8 HF #2 @ 16 in. oc Lu = 0.0 Ft Lu @ OH = 0.0 Ft
Conditions Overhang, Repetitive Use, Incised, NDS '97
Min Bearing Area R1= 0.7 in R2= 1.3 in DL Defl 0.02 in
Data Beam Span 9.0 ft Reaction 1 LL 213 # Reaction 2 LL 427 #
Beam Wt per ft 0 # Reaction 1 TL 267 # Reaction 2 TL 533 #
Bm Wt Included 0 # Maximum V 333 # Overhang Length 3.0 ft
Max Moment 533'# Max V (Reduced) 293 # Total Beam Length 12.0 ft
TL Max Defl L / 240 TL Actual Defl L / 888 OH TL Actual Defl L / 573
LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / 717
Attributes Section (in Shear (in TL Defl (in) LL Defl OH TL Defl OH LL Defl
Actual 13.14 10.88 0.12 0.10 -0.13 -0.10
Critical 6.42 5.86 0.45 0.30 0.30 0.20
Status OK OK OK OK OK OK
Ratio 49% 54% 27% 32% 42% 50%
Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) _
Values Base Values 850 75 1.3 405
Base Adjusted 997 75 1.2 405
Adjustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress 1.00
Ci Incised 0.85 1.00 0.95 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 @ OH = 0.00 Ft
Loads
Par Unif LL Par Unif TL Start End
53 H = 67 0 9.0
53 K = 67 (OH) 0 3.0
H K
R1 = 267
R2 = 533
BACKSPAN = 9 FT OH = 3 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
NEWWORLD COMPOSITE & PLASTIC DECKS
BeamChek v2.4 licensed to: Newworld LLC Reg # 6464 -600
06- 005 -DAC joists
main deck / overhang only Date: 4/26/06
Selection 2x 8 HF #2 @ 16 in. oc Lu = 0.0 Ft Lu @ OH = 0.0 Ft
Conditions Overhang, Repetitive Use, Incised, Uplift @ R1, NDS '97
Min Bearing Area R1= -0.1 in R2= 0.6 in
Data Beam Span 9.0 ft Reaction 1 LL -27 # Reaction 2 LL 187 #
Beam Wt per ft 0 # Reaction 1 TL -33 # Reaction 2 TL 233 #
Bm Wt Included 0 # Maximum V 200 # Overhang Length 3.0 ft
Max Moment 300'# Max V (Reduced) 160 # Total Beam Length 12.0 ft
TL Max Defl L / 240 TL Actual Defl L / < -1000 OH TL Actual Defl L / >1000
LL Max Defl L / 360 LL Actual Defl L / < -1000 OH LL Actual Defl L / >1000
Attributes Section (in Shear (in TL Defl (in) LL Defl OH TL Defl OH LL Defl
Actual 13.14 10.88 -0.05 -0.04 0.05 0.04
Critical 3.61 3.19 0.45 0.30 0.30 0.20
Status OK OK OK OK OK OK
Ratio 27% 29% 10% 12% 18% 21%
. Fb (psi) Fv (psi) E (psi x mil) Fol. (psi)
Values Base Values 850 75 1.3 405
Base Adjusted 997 75 1.2 405
Adjustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress 1.00
Ci Incised 0.85 1.00 0.95 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 @ OH = 0.00 Ft
Loads
Par Unif LL Par Unif TL Start End
53 K = 67 (OH) 0 3.0
K
R1 = -33
R2 = 233
BACKSPAN = 9 FT OH = 3 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
NEWWORLD COMPOSITE & PLASTIC DECKS
BeamChek v2.4 licensed to: Newworld LLC Reg # 6464 -600
06- 005 -DAC beam A & B
• main deck Date: 4/26/06
Selection 4x 12 HF #2 Lu = 0.0 Ft Lu @ OH = 0.0 Ft
Conditions Overhang, NDS '97
Min Bearing Area R1= 5.6 in' R2= 5.8 in DL Defl 0.04 in
Data Beam Span 7.67 ft Reaction 1 LL 1173 # Reaction 2 LL 1235 #
Beam Wt per ft 9.57 # Reaction 1 TL 2266 # Reaction 2 TL 2359 #
Bm Wt Included 86 # Maximum V 2279 # Overhang Length 1.33 ft
Max Moment 4334'# Max V (Reduced) 1724 # Total Beam Length 9.0 ft
TL Max Defl L / 240 TL Actual Defl L / >1000 OH TL Actual Defl L / 677
LL Max Defl L / 360 LL Actual Dell L / >1000 OH LL Actual Defl L / < -1000
Attributes Section (in Shear (in TL Defl (in) LL Defl OH TL Defl OH LL Defl
Actual 73.83 39.38 0.08 0.04 -0.05 -0.02
Critical 55.62 34.48 0.38 0.26 0.13 0.09
Status OK OK OK OK OK OK
Ratio 75% 88% 22% 17% 35% 28%
Fb (psi) Fv (psi) E (psi x mil) Fc L (psi)
Values Base Values 850 75 1.3 405
Base Adjusted 935 75 1.3 405
Adjustments CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress 1.00
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 @ OH = 0.00 Ft
Loads Uniform LL: 267 Uniform TL: 533 = A (Uniform Ld on Backspan)
Par Unif LL Par Unif TL Start End
40 H = 50 0 7.67
40 K = 50 (OH) 0 1.33
H
Uniform Load A K
R1 266
R2 = 2359
BACKSPAN = 7.67 FT OH = 1.33 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
NEWWORLD COMPOSITE & PLASTIC DECKS
BeamChek v2.4 licensed to: Newworld LLC Reg # 6464 - 600
06- 005 -DAC beam C
main deck Date: 4/26/06
Selection 6x 14 HF #2 Lu = 0.0 Ft
Conditions NDS '97
Min Bearing Area R1= 8.2 in R2= 8.2 in DL Defl 0.08 in
Data Beam Span 11.0 ft Reaction 1 LL 1689 # Reaction 2 LL 1689 #
Beam Wt per ft 18.04 # Reaction 1 TL 3306 # Reaction 2 TL 3306 #
Bm Wt Included 198 # Maximum V 3306 #
Max Moment 9091 '# Max V (Reduced) 2630 #
TL Max Defl L / 240 TL Actual Defl L / 828
LL Max Defl L / 360 LL Actual Defl L / >1000
Attributes Section (in Shear (in TL Defl (in) LL Defl
Actual 167.06 74.25 0.16 0.08
Critical 163.74 56.35 0.55 0.37
Status OK OK OK OK
Ratio 98% 76% 29% 22%
Fb (psi) Fv (psi) E (psi x mil) Fc I (psi)
Values Base Values 675 70 1.1 405
Base Adjusted 666 70 1.1 405
Adjustments CF Size Factor 0.987
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress 1.00
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: 267 Uniform TL: 533 = A
Par Unif LL Par Unif TL Start End
40 H = 50 0 11.0
H
Uniform Load A
R1 = 3306 R2 = 3306
SPAN = 11 FT
Uniform and partial uniform loads are lbs per lineal ft.