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7650 S.W.Beveland St.
Tigard,Oregon 97223
CONSULTING ENGINEERS Phone: (503)443-3900
Fax: (5031443-3700
STRUCTURAL CALCULATIONS
PROJECT: STRADA-WASHINGTON SQUARE-CATWALK
LOCATION: TIGARD,OREGON
CLIENT: DUGAS DESIGN GROUP,LLC
DATE: JULY 26,2013
PROJECT NUMBER: 13252
TABLE OF CONTENTS:
ITEM SHEET NUMBER
GENERAL NOTES Ni
FLOOR PLAN SK1
LEDGER SECTION SK2
CALCULATIONS Cl-C3
,att PROfttr
`v 13.089 9
!! 1
011E00N
0).,O, 4,tY
by RON-474.
'EXPIRES: 12-31- 4I
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS;
CONFORM TO THE 2009 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2010 OREGON STRUCTURAL
SPECIALTY CODE,REFERENCED HEREAFTER AS IBC.
DESIGN CRITERIA;
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD
LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC:
CATWALK LIVE LOAD:40 PSF
XISTING CONDITIONS;
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN
ON THE DRAWINGS PRIOR TO THE START OF THE WORK.
TEMPORARY CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING
STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN
DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY.
CARPENTRY:
SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,LATEST EDITION. SAWN
LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS
ASSOCIATION GRADING RULES. UNLESS NOTED OTHERWISE ALL LUMBER SHALL HAVE A MAXIMUM
MOISTURE CONTENT OF 19%AT TIME OF FABRICATION.ALL WOOD IN PERMANENT CONTACT WITH
CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED.GRADES
SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE
COMPANY(OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND
ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE.
HANGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS
SHALL BE COMMON NAILS. NO BOX NAILS ALLOWED. FASTENERS AND ACCESSORIES IN CONTACT WITH
PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. ALL
FASTENERS IN CONTACT WITH FIRE RETARDENT LUMBER MUST BE HOT-DIPPED GALVANIZED. NAIL
CALLOUTS SHALL BE INTERPRETED AS FOLLOWS:
NAIL TYPE LENGTH DIAMETER
8d 2-1t2" 0.131"
10d 3" 0.148"
16d 3-1/2" 0.162"
Consulting 31 lnl,KS14, By: �L_L Date:
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11\ \. TIVI RICPPEY BY
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Connection Calculator http://www.awc.org/calculators/connections/ecstyle.asp?design_met...
"" Connection Calculator
wwW.awc.or
Design Method Alowable Stress Design(ASO) Main Member Type', Douglas Ft-Larch
Connection Type Lateral loading Main Member Thickness; 1.5 in.
Fastener Type Wood Screw Main Member:Angle oY`
Load to Grain p90 ..
SingI
Loading Scenario e shear fff
Side Member Type I Steel
r Submit Initial.Values:1 I
Side Member Thickness 20 gage
Side Member:Angle of 0
Load to Grain!
Wood Screw Numberr)10(D •0.19 11.)
Length) 2 In.
it Load Duration Factor C_D=1.0
l Wet Service Factor I t; W 1.0
End Grain Factor t C_eg=1.0
31 Temperature Factor I c_t•1.0
Calculate Connection Capacity
connection Yield Mode Descriptions _ ', M Limits of Usz
m_.. Diaphragm Factor Help J _toad Duration Factor Het Technical ilei J
Show Printable View j
Connection Yield Modes
Im 1482 lbs.
•
Is I1541bs.
II
11195 lbs.
!._...._». 11214 lbs.
ills j1113 lbs.
IV 11159 lbs.
Adjusted ASD Capacity 11113 lbs.
Fastener length exceeds total connection thickness
• Wood Screw bending yield strength of 80000 psi is assumed.
• Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in.are calculated and rounded to the nearest 50 psi in
accordance with NDS Table 11.3.2.
• Length of tapered tip is assumed to be two limes the nominal wood screw diameter for calculating dowel bearing length in the main member.
• ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less
than 1/4 in.thick.
While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the
information reflects the state-of-tire-art,neither the American Forest&Paper Association nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.
Support for development of the Connection Calculator was provided by AF&PA's American Wood Council.
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