Specifications C!HERMRN -
ENGINEERING 3151 NE SANDY BLVD.,SUITE 100
PoRmANn,OR 97232
INC i'A_
t PHONE(503) 230-8876
1 SHERMANENGINEERS.COM
Structural Calculations
July 14, 2020 LIABILITY
The City of Tigard and its
Patio Cover Engineering fordiscrepancies
employeesshall not be
g � responsible d
13143 SW Katherine Ln. which may appear herein
Portland OR. 97223, RELEIVED
JUL 21 2020
SEI Project#P20-0216 CITY Ct F TIGA_P O iW it, i iv
BUILDING DItfiSIQr I
Prepared For:
Legacy Decks and Fence
15985 SW Catbird Ct. ( i
Beaverton OR. 97007 Approved plans OFFICE COPY
shall be on job site.
Subject Sheet No.
Framing Plan: Si
Details: D1-D3
Patio Cover: RF1
Framing: FB1-FB3
Codes: 2018 IBC
Design Loads:
Dead load (Floor) - 10 PSF
Live load (Floor)- 60 PSF
Wind Load- 105 MPH - Exposure B
Snow Load - 25 PSF
Seismic design category: CITY OF TIGARD .
Sds - .71 REVIEWED F ODE COMPLIANCE
Approved: [
OTC: [ I
VALIDITY OF PEB'f .ae
THE ISSUANCE OF A PERMIT Permit#: r N T2a2t� Z32
BASED ON CONSTRUCTION Address: ,2j114,5 SV.) 1 9-
DOCUMENTS AND OTHER Suite#: /
DATA SHALL NOT PREVENT B; M Date: �/13/��
THE CODE OFFICIAL FROM 111
REQUIRING THE CORRECTION
OF ERRORS.ORSC 105.4
SHERMAN _
ENGINEERING
NE SANDY BLVD.SUITE 100
PORTLAND,0R 97232
•
INC t J— ^�J PHONE(503)230 887b
u IJ J SHERMANENGINEERS.COM
ROOF SHTG:
1/2"PLYND SHTG W/ ':=.IM"�ON LTT2OD
8d®b"O.G.EDGES D2 TEINSION TIES ® EAGH
d 12" O.G.FIEL WALL OF E3UILDING END
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2 X 0 DF-L #2 ® 24" O.G. (FR3) ) X b X HE AND
20" SO. X lb"
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FTG. ® EA.
POST
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O "'®"' 4 X 10 DF-L 142 (FBI) 4 X 10 DF-L #2 (FBI) 4 X 10 DF-L #2 (FBI)
11 1 I I - I 1
DI D3
24,
/ 1,1
28.-0"
PROJECT TITLE:
13143 SW Katherine LN �ATI O GOV LR LAN (s- 1 -1))
SEI PROJECT#: 51
P20-0216 SCALE: 1/4" = r-0" 7-14-20
AS:immAN 3151 NE SANDY BLVD.SUITE 100
ENGINEERING A PORTLAND,OR 97232
INC ..,_!- Lj 1 ( r PHONE(503)230-8876
�-� SHERMANENGINEERS.COM
4xb POST
W! ABA46 BASE
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mor:w
f
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a. C
20" 5O
\1EV\ GO\G FOOT! \6
FND Sb SCALE:
PROJECT TITLE:
13143 SW Katherine Ln
SEI PROJECT#:
P20-0216 7-14-20
ASHE"RMAN 3151 NE SANDY BLVD.SUITE 100
ENGINEERING n PORTLAND,OR 97232
-INC nt, ( t iL
PHONE(503)230-8876
-+ �j SHERMANENGINEERS.COMS.COM
ROOF SHTG IN/ SD # S" O.G. I
ROOF SHTG PER PLAN PI
2x LEDGER W/
i (3) Ibd EA STUD
ROOF RAFTERS PER 1
PLAN W/ HU HNGRS /�'� �' .i1E4
'� .° LTT2OB TENSION TIE
�110 W/ 1/2" x 5" LAG BOLT
■i (I) EACH END OF PATIO COVER
1
1 EXIST 2x STUD WALL
ii
HALL SHTG PER PLAN
1
R RAFT-R @ EXT ^ALL
( ) ooF
RFSK4 2004 SCALE: I' = 11-0"
PROJECT TITLE:
13143 SW Katherine Ln
SEI PROJECT#:
P20-0216 7-14-20
ASHERMAN
ENGINEERING A ^ 3151 NE SANDY BLVD.SUITE 100
PORTLAND,OR 97232
INC PHONE(503)230-8876
SHERMANENGINEERS.COM
RAFTERS PER PLAN
5/8" PLY ROOF SHTG
IN/ 812 ® 6" O.G. EDGES
4 12" O.G. FIELD
rrrr
8D ® 6" OG. /
rrr/
r
sr
OVERHANG 4 FASCIA
PER ARCH H2.5 CLIP @ EACH RAFTER
BEAM PER PLAN
I / SIMPSON E3646 GA-
Roo= RAFTER @ SUPPORT B�
RF5K5C5 SCALE: I" =
PROJECT TITLE:
13143 SW Katherine Ln
SE!PROJECT#:
P20-0216 7-14-20
L.iTC Hazards by Location
Search Information
Address: 13143 SW Katherine Ln, Portland, OR 97225,
517 ft
USA ti.J'VC'r
(rxo
r1 imrii
Coordinates: 45.50526869999999,-122.7652205 Hilir}jOzOo land
Elevation: 517 ft Beavert Gresham
_ i�
Timestamp: 2020-07-14T20:52:57.8792 __ '`'`
\Ltir
Hazard Type: Seismic
':ie ei Map data 02020 Google
Reference ASCE7-16
Document:
Risk Category: 11
Site Class: D-default
Basic Parameters
Name Value Description
Ss 0.895 MCER ground motion (period=0.2s)
S1 0A06 NICER ground motion(period=1.0s)
SMS 1.074 Site-modified spectral acceleration value
SM1 *null Site-modified spectral acceleration value
SDS 0.716 Numeric seismic design value at 0.2s SA
SD1 *null Numeric seismic design value at 1.0s SA
* See Section 11.4.8
"Additional Information
Name Value Description
SDC *null Seismic design category
Fa 1.2 Site amplification factor at 0.2s
F„ *null Site amplification factor at 1.0s
CRS 0.891 Coefficient of risk(0.2s)
CR1 0.87 Coefficient of risk(1.0s)
PGA 0.405 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
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•
SHERMAN
—ENGINEERING
NE s,,,n Rla„tSuri; ,{0
i. Poinu ,OR 97232
Irc f— JJ,U E(��nro03)23087
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JOB: 13 143 SW KATHERINE LW Ir I
CLIENT: LEGACY DECKS AND FENCE 4-24-20
JML
PATIO COVER
WIND: 105 mph, Exp B Open Structure: ASCE 7-16, Sec. 27.3.2
Roof Slope = 4 : 12 33.3 degrees
Net Design Pressure: P = q,,GCN; = 12.8 PSF
G = 0.85
CH = I . I
velocity pressure: gi, = 0.0025G K,.Kn Kd V2 I = 13.7 PSF
V = 105
Kz = 0.57 (Velocity pressure coefficient)
Kzt = I
Kd = 0.85
depth Trib length
Number of Columns : 8
Column Reaction : = 1 2.8 x 15 28 671 ibs
Dead Load : 10 x 1 5 28 525
146 Ibs Net uplift '
Minimum ftg size = I 0.81 Square x 1 S"
3et5mic: CAT. D ASCE 7-16
V = Sds W = 0. 1 1 1 W
R
545 = 0.72
R = G.5
.Dad:
Dead De- h Width
10 psf x 15 x 28 = 4.2 kips
Vw = O. I I x 4.20 = 0.47 kips
FORTEAt, MEMBER REPORT PASSED
Level,Roof:Drop Beam )
1 piece(s)4 x 10 Douglas Fir-Larch No.2 l lI,
• :;, ra! _eng:n: 10' 1' ._...-..___..1
0
i
•
• t
6
a a
All locations are measured from the outside face of left support(or left cantilever end).MI dimensions are horizontal.
Design Results Actual 0 Location Allowed Ramat LDF Load:Canbrnanan(Pattern) System:Roof
Member Reaction(Ibs) 1856 @ 2" 7656(3.50") Passed(24%) - 1.0 D+1.0 S(All Spans) Member Type:Drop Beam
Building Use:Residential
Shear(Its) 1465 @ r 3/4" 4468 Passed(33%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015
Moment(R-lbs) 4375 @ 5'1/2' 5166 Passed(85%) 1.15 1.0 D+1.0 S(All Spans) Design Methodobrjy:ASD
Live Load Den.(In) 0.124 @ 5'lag" 0.488 Passed(L/945) — 1.0 D+1.O S(All Spans) Member Pitch:0/12
Total Load Den.(in) 0.203 @ 5'1/2" 0.650 Passed(1/577) — 1.0 b+1.0 S(AB Spans)
•Deflection a1teria:11(U240)and TL(L/18(1).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable cakvladons are based on NDS.
Bearing length toads to Supporta(Ms)
Supports row Available Required Dead Snow Total Arxavorlea
1-Beam-OF 3.50" 3.50" 1.50" 722 1134 1856 Boddng
2-Stud well-OF 3.50" 3.50" 1.50" 722 1134 1856 Blocidng
•Blodang Panels are assumed to carry no loads applied directly above them and the fill load is applied to the member being designed.
Lateral Bracing Braden Intervals Casements
Top Edge(to) II 1"o/c
Bottom Edge(Lu) 1Y 1"o/c
*Maximum allowable bracing Intervals based on applied load.
Dead Snow
Vertical Loads Location(Side) Tsr Width (0.90) (1.1S) commends
0-Self Weight(PIP) 0 to 10':" N/A 8.2 —
1•Uniform(PSF) 0 to 10'1"(Front) 9' 15.0 25.0 Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser iegxeady disclaims any otter warranties
related to the software.Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is comparable with the overall project.Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-Es under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to
www.weyefiaeuser.cwn/woodproduds/document4ibrary.
The product application,Input design loads,dimensions and support Information have been provided by ForteWEB Software Operator
A 31 llzi�oe
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t�l C . T
ForteWEB Software Operator Job Notes
7/14/2020 9:11:06 PM UTC
JEFF LEITER
Sh ERMAN ENGINEERING INC ForteWEB v3.0,Engine:V8.1.1.11,Data:V8.0,0.0
(503)230-8876
jeff@shenrnanengineers.mm Weyerhaeuser File Name: 13143 SW Katherine Ln
Page 1/ 1
.4iFORTE EEOMEM8ER.REPORT ' PASSED
Level,Roof:Joist
•
1 piece(s)2 x 10 Douglas Fir-Larch No.2 0 24"OC n
• Slcced'.engaa 16' 5 112"
0 3
. • r
12 ' i r
rt
rn
/ 4 13 ,�
Q
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:16'3 3/16"
Design Results Actual a Location Allowed Result LDS Load:Combination(Pattern) System:ROof
Member Reaction(Its) 729 @ 2'1 3/4" 3459(3.50") Passed(21%) — 1.0 0+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 483 @ 3'1/4" 1915 Passed(25%) 1.15 1.0 D+1.0 S(All Spans) Building Use e Residential
2015
Building etCoho:log 2015
Moment(Rdbs) 1721 @ 8'10 9/16" 2334 Passed(74%) 1.15 1.0 D+ 1.0 S(Alt Spans) Design Methodology;ASD
Live Load Deft(in) 0.234 @ 8'9 1/2" 0.697 Passed(L/714) — 1.0 0+1.0 S(Aft Spans) Member Pitch:4/12
Total Load Deft.(in) 0.378 @ 8'9 5/8" 0.930 Passed(L/443) -- 1.0 D+1.0 S(Alt Spans)
•Deflection criteria:LL(4240)and TL(t/180).
•Overhang deflection criteria:LL(21/240)and T L(21/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15%increase In the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports(@a) r
Supports Total Available Required Dead Snow Total Accessories
1-Beveled Plate-OF 3.50" 3.50" 1.50" 283 447 730 blocking
2-Beveled Plate-OF 3.50" 3.50" 1.50" 210 337 547 Blocking
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing Bracing Imtervab Comments
Top Edge(W) 6'5"o/c
Bottom Edge(W) 1£'5"o/c
"Maximum allowable bracing intervals based on applied load.
Dead Stow
Vertical Load Location(side) Spacing (0.90) (3.1e) Comments
1-Uniform(PSF) 0 to 15'7' 24" 15,0 25.0 Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of as products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disdains any other warranties
related to the software.Use of this software is not',tended to circumvent the need for a design professional as determined by the authority having Lurk/diction The designer of record,builder Or framer is
responsible to assure that this calculation is compatble with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustirinable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports BR-1153 and Ent-1387
and/or tinted in accordance with applicable ASTM sandards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.mrywoodProducWdocvmenabiary.
The product application,Input design loads,dimensore and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator lob Notes
3EFF LEIT131 7/14/2020 9:13:46 PM UTC
SHERMAN ENGINEERING INC ForteWEB v3.0,Engine:V8.1.1.11,Data:V8.0.0.0
(503)230-876
jetroslnemunengineers.mm Weyerhaeuser File Name: 13143 SW Katherine Ln
Page 1/ 1
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