Specifications (8) 0 SxExlvrxty
ENGINEERING 3151 NE SANDY13m.,SurrE 100
PORTLAND,OR 97232 PHONE(503)230-8876
SHERMRNENGLVEERS.COM
Structural Calculations
February 14, 2017
Cannard Residence Deck
13643 SW Mountain Ridge Ct. .•!4-
‘,
Tigard,
Tigard, OR 97224
SEI Project# 17-MSFE-05-349
Prepared For. :.
Emerald Fence Decks and Construction LLC RECEIVED
1193 NW 2nd Ct.
Hillsboro, OR 97124 APR 13
Cl1YOFTIGAi )
Subject Sheet No. 31.111DINGDIVISION
Plans: P1
Details: D1-D4
Foundation: FD1
Deck Ledger: DF1
Framing:
Deck Beam DB1-DB2
Deck Joists DJ1
3
OFFICE COPY
rt CITY OP TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved I
OTC: I 1
Permit#: mk•t .0 t 7 001_'00
Address: )4 »t:,, t^:dat
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Suite #:
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ASHER xrr _
,NGINEERING A 3151 NE SANDY BLVD.SUITE 100
PORTLAND,OR 97232
INC t PHONE(503)230-8876
SH ERMAN ENGINEERS.COM
NOTE: ALL LUMBER TO BE
PRESSURE TREATED AND
ALL SIMPSON
BEAM PER CONNECTORS, NAILS,
PLAN, SPLICE SCREWS AND BOLTS TO 2X BLK'G BETWEEN
AT POST BE HOT DIPPED 15T5 WI (2) ID
GALVANIZED. TOENAILS
BEAM PER
PLAN, SPLICE
AT POST
i
1-
SIMPSON 'PC4Z' CAP y.,
nti
"-DIA. X 5"
LAG BOLTS W/
'-'1":'. , lir
STANDARD
WSHRS
6____yiSli ''' .i. C.,4Z1.--.
4X4 BRAG IN
SIMPSON
'ABU46Z' BASE
Wl "-DIA. X 6" 4X6 TREATED POST
TI TEN HD BOLT—
•., 7 '!
/
PER PLAN
� I D=C< OST/=---T6. GOA.\
TIT FTG SCALE: I" = I'-O"
PROJECT TITLE:
CANNARD RES. DECK
SEI PROJECT#:
17-MSFE-05-349 2_9_17
ASHERMAN
ENGINEERING 3151 NE SANDY BLVD.SUITE 100
PORTLAND,OR 97232
INCPHONE 76
.1* *mmoir rLJ-1-1LIA-11-1—LI-1 SHERMANENGINGINEERS.0ERS.COM
EXIST WALL SHTG $ SIDING
DECK FASTENER INTO
V LEDGER JST EACH BD
PT 2X LEDGER W/(I)
SDS 25x4" WOOD SCREWS
STAGGERED ® 16" O.C,
FLASH BEHIND SIDING r W /MIN. 2" EDGE DISTANCE
r
SIMPSON 171-Ti r 0 EA. END OF DECK
W/ 3/S" X 6" LA6 BOLT
BLK'G 1617 TOENAILS
® (3" O.G.
I/! //I f /I I T I//f�1
ir
< ' Niftir
�t =1 M
' s
A'
DECK
JST PER PLAN
r (1'1'-0" SPAN MAX) ,
r W/LLS2 HNGRS TO
> LEDGER
2x STUD WALL ® 16' O.G. r
2x DIA6 BRAC'G W/
(2) Ibd EA JST $. A35 TIE
TO RIM JST (OR TOP PL)
--- :— AND TO DECK BEAM
0--"-±) D___=---C,‹ JOIST/AALL COI\ \ECTI0\
FIrS2A dck-IO" SPAN SCALE: I" = I'-0"
PROJECT TITLE:
CANNARD RES. DECK OFi L COPY
SEI PROJECT#:
17-MSFE-05-349 2-8-17
ASHERMAN
�ENGINEERING3151 NE SANDY BLVD.SUITE 100
PORTLAND,OR 97232
INC _-El- —tin_iPHONE(503)230-8876
I ---� SHERMANENGINEERS.COM
WHERE POST LAYOUT IS
-1-L -.-,
OFFSET FROM JOIST
PROVIDE BLOCKING IN/
A35 EACH END AS SHOWN
SOLID BLOCKING a I o _ _
IN/ A35 EACH ENiL ..D =77
SOLID BLOCKING
W/ A35 EACH END
k
LA\ VIE
A
4X4 RAIL POST �- DTT2Z RAIL POST BRACKETS
6 6-O" MAX
DECK PER PL USE OVERSIZED
WASHER Ii" DIA.
2x8 BLOGKIN 1 1 A
.r _
, N
2x8 MIN. JOIST
SIMPSON �•j[.. 2X CONT RIM BD
'PCZ' GAP T
WHERE POST LAYOUT IS
OFFSET FROM JOIST
PROVIDE BLOCKING
,iJ-
RAIL COST/2=G< GO\\
RAILPOST DTT2Z SCALE: I' = I'-O°
PROJECT TITLE:
CANNARD RES. DECK
SEI PROJECT#:
17-MSFE-05-349 2-8-17
SHERIVLAN
ENGINEERING
•
A- 3151 NE SANDY BLVD.SUITE 100
PORTLAND,OR 97232
PHONE(503)230-8876
I 14-1-1-1-911- 1 SHERMANENGINEERS.COM
DECKING
SI MPSON LSC
ADJUSTABLE STRINGER
CONNECTOR @ EACH
RIM JOIST STRINGER
4111111.1\-'41111111111111111
BLOCKING AS I
NECESSARY ;'W '41111111111 i
A35 EACH END
crMIN.
BEAM PER 1 OMEN 1116=1
PLAN
POST TO BEAM I
IN/ ACE GAP
CONN.
STAIR CO\\ . @ LA\DI \s
/1
SCALE: I" = I'-0"
PROJECT TITLE:
CANNARD RES. DECK
SE!PROJECT#: ry
17-MSFE-0S-349 2-8-17
i
1
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SHERMAN ENGINEER/NG, INC.
3151 NE Sandy Blvd 5te, 100
Portland, DR 97232
JOB: Cannard Res. Deck DP I
CLIENT: Emerald 211412017
JML
DECK LEDGER
Loading: DL psf LL psf Total psf
10 40 50
Tributary: 3 ft
3 ft x I 501psf = 150 plf
I 15010 x 1 .33 ft = 199.5 #
SDS= 250 #
USE:
l90.5 = 0.80i (1)(5D5 @I6"O.C. J
250
Seismic:
5d5 = 0.73
R = G.5
V = 1 .25d, W _
R 0. 135 W
Load:
1OIpsf x I 33 I x I 35 =
I ' 11.55jkips
VW = 0. 13 x 1 ? .55 = 1 .56' kips
Lag Dolts: V 1/4' 5D5 SCREW 340 # = 340
W 1/4"505 SCREW: 340 # x 3" = 1020
V Governs: 1 .56 / 0.34 = 4.58
4.55 = I (5)1 1/4"505 SCREWS I
IU5E 2x LEDGER WI (1) 5D5 @
16"Q.C. AND (5) I/4"5DS SCREWS 4' O.C.
SeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 '
•
CANNARD RESIDENCE Deck Beam
DBI Date:2/09/17
Selection PT 4x 10 HF#2 Lu=0.0 Ft
Conditions NDS 2005, Incised
Min Bearing Area R1=3.0 in2 R2=3.0 in2 (1.5)DL Defl= 0.03 in
Data i Beam Span 8.0 ft Reaction 1 LL 960# Reaction 2 LL 960#
Beam Wt per ft 7.87# Reaction 1 IL 1231 # Reaction 2 TL 1231 #
Bm Wt Included 63# Maximum V 1231 #
Max Moment 2463'# Max V(Reduced) 994#
IL Max Deft L/240 TL Actual Defl L/870
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl
Actual 49.91 32.38 0.11 0.08 I
Critical 36.22 12.43 0.40 0.27
Status OK OK OK OK
Ratio 73% 38% 28% 29%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 816 120 1.2 405
Adjustments CF Size Factor 1.200
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:240 Uniform TL: 300 =A
Uniform Load A
R1 = 1231
R2= 1231
SPAN=8 FT
Uniform and partial uniform loads are lbs per lineal ft.
s ,
. c>''`°
BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413
CANNARD RESIDENCE Deck Beam
DB2 Date:2/09/17
Selection PT 4x 10 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft
Conditions NDS 2005,Overhang,Incised
Min Bearing Area R1=2.9 in2 R2=4.8 in2 (1.5)DL Defl= 0.03 in.
Data I Beam Span 8.0 ft Reaction 1 LL 900# Reaction 2 LL 1500#
!. Beam Wt per ft 7.87# Reaction 1 TL 1155# Reaction 2 IL 1924#
Bm Wt Included 79# Maximum V 1308# 2.0 ft
Max Moment 2164'# Max V(Reduced) 1071# 10.0 ft
TL Max Defl L/240 TL Actual Defl L/>1000 L/625
LL Max Defl L/360 LL Actual Defl L/>1000 L/884
Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl
Actual 49.91 32.38 0.09 0.07 -0.08 -0.05
Critical 31.82 13.39 0.40 0.27 0.20 0.13
Status OK OK OK OK OK OK
Ratio 64% 41% 23% 25% 38% 41%
Fb(psi) Fv(psi) E(psi x mil) Fci.(psi)
Values Reference Values 850 150 1.3 405 I
Adjusted Values 816 120 1.2 405
Adiustments I CF Size Factor 1.200
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
I CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:240 Uniform TL: 300 =A (Uniform Ld on Backspan)
Par Unif LL Par Unif IL Start End
240 K=300 (OH) 0 2,0
I Uniform Load A K 1
R1 - 1155
R2=1924
BACKSPAN=8FT OH=2 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
. UI1-1
j
_ , ____
BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413
CANNARD RESIDENCE Deck Joist
DJ1 Date:2/09/17
Selection PT 2x 8 HF#2 @ 16 in oc Lu=0.0 Ft
Conditions NDS 2005,Repetitive Use,Incised
Min Bearing Area R1=0.7 inz R2=0.7 int (1.5)DL Defl= 0.03 in
Data 1 Beam Span 8.0 ft Reaction 1 LL 213# Reaction 2 LL 213#
Beam Wt per ft 0# Reaction 1 TL 267# Reaction 2 TL 267#
Bm Wt Included 0# Maximum V 267#
Max Moment 533'# Max V(Reduced) 226#
TL Max Defl L/240 TL Actual Defl L/837 L/625
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(in3) IL Defl(in) LL Defl
Actual 13.14 10.88 0.11 0.08
Critical 6.82 2.83 0.40 0.27
Status OK OK OK OK
Ratio 52% 26% 29% 31%
Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi)
Values ' Reference Values 850 150 1.3 405
Adjusted Values 938 120 1.2 405
Adiustrnents CF Size Factor 1.200
Cd Duration 1.00 1.00
l Cr Repetitive 1.15
1 Ch Shear Stress N/A
I Ci Incised 0.80 0.80 0.95 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A
Uniform Load A
R1 =267
R2=267
SPAN=8 FT
Uniform and partial uniform loads are lbs per lineal ft.
/frt .SSI>—oo/s 0
13(1'13 /1/1 di /' /
10'
Emeraldz N
RD
CITY OF TiGA
Apprcve� by Pla Hing
Drawing 1 of 4 28-Jan-2017 ®ate
I)
Drawn By: Mario Mata N {n Iii `�
Checked By: M.M.
- - 8'
Notes
Map Tax Lot:
2S109BA00800 58' PR°PCS
bc-7--61-k. T
Real Property Account #:
STiki6
R2006482 Deck
JIMMINI 41.1111111110M1111111
House
13 643 SW Mountain
Ridge Ct. Tigard,
OR 97224
fi .
2x10 Ledger Board
Emerald
/ 4' 2718"
y RECEIVED
7' Between Posts P _ 1 [ 3 '
Drawing 2 of 4 28-Jan-2017 t 1 - r
r APR 13 2017
Drawn By: Mario Mata
Checked By: M.M. I - 6' IOF TIGARD
r. —mss-- _�_,—� BUILDING DIVISION
Notes 14' ,- --Tx. ` +T � 21'
seassmassrasamitirt
4'
–,•--- I -- --1- - - , \ 1 4x10
IT
Beam
7� 1....- ;li I� 4' 2 718" 1
_ - all IN I ,
1
4x6 PT
Post 19' -:
16' Cut - 10'
Out
, ,_,.._.i
,, 4 ie
/ , ii,
, , _ ,
A, 1 ,.
,, 8' 5 7/8"
NNW
2x10 Joists 16"
4' 2 7/8" /
V11, . O.C.
2' Between Beam
and Edge of Deck
Top View
0 1 4
Y
t
EXTERIOR CONT FLASHING WI DRIP
SHEATHING ` EDGE BEHIND BUILDING
PAPER OR WATERPROOF
EXISTING WALL - i MEMBRANE
„ . , -ii II I 11111111 .i..., p .. _ !LASH!
� � »4 ,. I I 36 EEmerald n.nisli ^ 1 '1 iIII = XISTING 2X
=-� —
• � r rIllal �. map....=.7,1
►�►�►_^+
: . , Mit
Drawing 3 of 4 28-Jan-2017 -- , r== .._. -- Ill ,
T 4' 7::1----11-1,_
, 2X FLR I 2X LEDGER W/112"DIA BOLTS
1114111r STAGGERED AT SPACING"S"
Drawn By: Mario Mata � ��`� JOIST OR MWJ
LOCATE FIRST BOLT 2`FROM
_ ‘,4„,, '`� 11' EXISTING WALL END OF LEDGER.
Checked By: M.M. Slope
O - FRAMING OR
_,• q
x,71 p \ CONCRETE WALL` (SHOWN DASHED)
,IMI
Notes
13
1. 4X10 PT Beams �� � �,
2. 4X6 PT Posts p III III 1111, lull IIlr1 ILII III f IIID n
3. 12X12 Pier Blocks w/bracketI I IIIIIIN 11 11 11III■1ni I I■ II111111 011 I 18x18x18"
4. Concrete Footing 18x18x18" Deep
deep
5. Cedar Railing with 2x2 Elevation View
Pickets
6. 4x4 Cedar Posts 6' O.C.
7. 2x2 Cedar Pickets 4"o.c.
8. Cedar 2x6 clear cedar top rail
9. 2X10 Joists 16"OC with
LUZ210 joist hanger
10. PCZ46 Post Caps connects
beam to the top of post
11. (2) Simpson SDS '/4"x4"to Cedar Railing
secure ledger board @ 12"oc with Aluminum
12. PBZ46 Post Base Pickets
13. Max Rise 8"Min Run 9"
14. Bottom Railing Gap 4"or
Less --- -- __ ----- -- -- -
��� �� —� r 6 II-
107
0 �.I l
0m
4110 I
I
0
1.0111.111111111
0 1 4 10 12
T
Emerald
Drawing 4 of 4 28-Jan-2017
Drawn By: Mario Mata
Checked By: M.M. „----^Tr r'l/t�
�kw--\\-\\t\��4r :r:',,%'-,
Tr��~' k
Notes ! -r 1��� ,..-- ate' ' s,,,.. +. L'W< 1�ti'` � r ,-,__}!', ;-, h III :'3•`-'7---
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