Specifications (5) i e2t •003G0
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9400 SW Barnes Rd.
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125
PETERSON STRUCTURAL ENGINEERS ••• •'• •'• Por iad*8R 9�•
• . phone:500.292'1635
..• 0410 ... . 00• 00
DEC 1 9 019
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Structural Design Calculations
CWS Durham MCC Filter Roof Penetrations for RTU
Client Information Project Site
Patrick Orr Durham WWTP
Clean Water Services 16060 SW 85th Avenue
3235 SW River Road Tigard, OR
Hillsboro, OR 97123
e
Prepared By: Endorsement
Peterson Structural Engineers
December 20, 2018 �,��
�'"��p PROF
Job No. 1801-0327 �c� NG I NE-tips,
A ///82232P ,'
OREGON
4_ S£F'. 12. 2P,1 4
-114D
FOW
EXPIRES 12/31/20
www.psengineers.com
Portland, OR I Tacoma, WA I San Diego, CA
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Scope To provide structural calculations for design checks of the existing MCC room roof slab for proposed
penetrations required for a new roof top unit(RTU) at the locationrgi Sen on tle•cover pagg, Elenpents
under review include design checks of the existing roof slab. By iDspeVlofi the•gfaity'lo4ding.tb the
walls supporting the roof does not increase. The RTU and its ar>,chorage is ase>tniad to bjloy.otters.
Any other elements not specifically referenced in these calculations are outside the purview of these
calculations and are designed by others. ... ... • • •. •.
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References • •
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1. 2014 Oregon Structural Specialty Code(OSSC)
2. ASCE/SEI 7-10, Third Edition, Minimum Design Loads for Buildings and Other Structures,
American Society of Civil Engineers (ASCE)
3. 2011Building Code Requirements for Structural Concrete,ACI 318-11, and Commentary(ACI)
4. 2010 Manual of Steel Construction, 14th Edition, American Institute of Steel Construction (AISC)
5. Drawings and RTU info provide by client
Table of Contents
Scope 1
References 1
Table of Contents 1
i °1 - Peterson Structural Engineers, Inc. project 1801-0327 date
1 12/20/2018
www.psengineers.corn
designer JWC sheet 1 of 6
PETERSON STRUCTURAL ENGINEERS
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IMMORAL ENGNIE EWE designer C sheet y` of
PETERSON
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Concrete Beam .' • 0.
Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS
Description: 32-in Wide Effective Slab Strip w/Full LL and DL and 20 span w/#9 @ 12"o.c.
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• CODE REFERENCES • : •
Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 : .:• . •
Load Combination Set:ASCE 7-10
Material Properties
ft = 3.0 ksi 4 Phi Values Flexure: 0.90 w z .�,,
fr= Pc1/2 7.50 = 410.792 psi Shear: 0.750 i
1{f Density = 150.0 pcf R 1 = 0.850 ,
X LtWt Factor = 1.0 9. ', 21
Elastic Modulus = 3,122.02 ksi Fy-Stirrups 40.0 ksi '.--ra. z
fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi e t
r.
E Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 1
Number of Resisting Legs Per Stirrup= 2 • &` -�
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i 0(0.874)L(0.4)S(0.138)
0(1 3825)L(0 8295)S 0.13825) 6 o C O o _ D(1.3825)L(0.8295)S(0.13825)
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20.0 ft
32`w x t t3-I,
Cross Section& Reinforcing Details
Rectangular Section, Width=32.0 in, Height=16.0 in
Span#1 Reinforcing....
2-#9 at 2.188 in from Bottom,from 0.0 to 20.125 ft in this span 2-#9 at 2.813 in from Top,from 0.0 to 20.125 ft in this span
2-#5 at 2.188 in from Bottom,from 0.0 to 20.125 ft in this span 2-#5 at 2.813 in from Top,from 0.0 to 20.125 ft in this span
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.250, L=0.150, S=0.0250 ksf,Extent=0.0--»4.0 ft, Tributary Width=5.530 ft
Uniform Load: D=0.250, L=0.150, S=0.0250 ksf,Extent=9.580--»20.0 ft, Tributary Width=5.530 ft
Uniform Load: D=0.8740, L=0.40, S=0.1380 k/ft,Extent=5.0--»9.580 ft, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.822 : 1 Maximum Deflection
Section used for this span Typical Section Max Downward Transient Deflection 0.069 in Ratio= 3501>=480 i
Mu:Applied 125.563 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<480.C1
Mn•Phi :Allowable 152.697 k-ft Max Downward Total Deflection 0.502 in Ratio= 478>=360.
Max Upward Total Deflection 0.000 in Ratio= 999<360.C±
Location of maximum on span 10.929 ft
Span#where maximum occurs Span#1
Shear Stirrup Requirements
Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in
Maximum Forces&Stresses for Load Combinations
Load Combination •Location(ft) Date:
Segment Length Span# in Span Project: 4e01-032+
MAXimum BENDING Envelope
Span#1 1 20.000
+1.40D+1.60H Designer: 11A)C. Sheet: of____ _ _
Span#1 1 20.000
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Concrete Beam •''
Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS
Description: 32-in Wide Effective Slab Strip w/Full LL and DL and 20 span w/#9 @ 12"o.c.
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Load Combination Location(ft) Bending:tress 13esulis (:k4) • • • •
• • ' :St •'Segment LengthSpan# in Span Mu:Max : PhitMnx:
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Appendix A
S
Peterson Structural Engineers,Inc. project 1801-0327 date 12/20/2018
E www.psengineers.com
designer JWC sheet A
PETERSON STRUCTURAL ENGINEERS
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GENERAL NOTES: • • •• •• • • • • • •
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1. NOTIFY PSE IF EXISTING CONDITIONS VARY FROM THOSE SHOWISI•1I3EFZEIIS OR:F:• • • .•'•
CONFLICTS EXIST WITH THE PROPOSED WORK.
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2. THIS DESIGN ASSUMES A 150-PSF MAXIMUM LIVE LOAD. CONSTRUCTION LQA1$ :. . •; ;
SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE STRUCTURE.:PROVIDE' : : ':
SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPA'CIYY... "' . "' "
uji ;
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3. MECHANICAL, WATERPROOFING, AND ARCHITECTURAL FEATURES tr2E'rY QT 1E.J SH
AND ARE OUTSIDE THE SCOPE OF WORK. ANY DEPICTION OF SUCH FEACUI S Qri: :.' W "°
THE STRUCTURAL DRAWINGS ARE NOT INTENDED TO BE USED FOR• ..• . . . . . _ Zoecg .fit
11 I CONSTRUCTION. H sea
aE tr
4. SAWCUT OPENING IN EXISTING CONCRETE SLAB TO THE EDGE OF THE OPENING / a 1F4
DIMENSIONS DETAILED HEREIN. DO NOT OVERCUT OPENING. CONTRACTOR TO
TAKE NECESSARY PRECAUTIONS TO AVOID OVERCUTTING OPENING SIDES.
5. ALL CUT CONCRETE AND REBAR SURFACES SHALL BE TREATED WITH SIKAZ Z w 6 N
ARMATEC-110 EPOCEM CORROSION INHIBITOR, OR A SIMILAR ALTERNATIVE O — 5 w °^'
_
APPROVED BY PSE PRIOR TO CONSTRUCTION. i_ w v, _ o
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(N) OPENING CUT IN SLAB w to co
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FOR (N) HVAC UNIT (BY (E) CMU �?
OTHERS). DO NOT OVERCUT WALL BELOW
OPENING.
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��ED PROFESS JOB No.
c. F,NG I NeFR /00, 1801-0327
• 82232PE/ -_ DRAWN CHECKED
JWC EFL
., DATE
OREGON !P 12/20/18
NOTICE REVISIONS
0 1 �� SFp• 12. 20,E S-
- I FOND`
IF THIS BAR DOES NOT SHEET
MEASURE 1" THEN DRAWING EXPIRES 12/31/20
IS NOT TO SCALE
1 DFS