Specifications (33) DAVID SANSOTTA ,� 5r0., structuralIn Partners with
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OFFICE COPY JAN 16 2018
CITY OF TIGARD
BUILDING DIVISION
WINCO FOODS STORE #23
TIGARD, OR
SE PROJECT NO: SE17-362
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PREPARED FOR: PETERSEN-STAGGS ARCHITECTS
CODE: 2014 OSSC
DATE: DECEMBER 28, 2017
5509 N. Glenwood St. Boise,ID 83714 I o: 208.501.2289 I www.structuraledge.com
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PROJECT INFORMATION
Location: Tigard, OR
Address:
7501 Dartmouth St.
Tigard, OR
Building Code: 2014 OSSC
SE Job No.: SE17-362
Designer: DNS
Engineer of Record: David Sansotta
TABLE OF CONTENTS
DESIGN LOADS 3 - 4
RTU FRAMING 5 - 7
RTU ANCHORAGE 8 -
5509 N. GLENWOOD ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
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r I DESIGN LOADS I
ROOF DEAD LOAD (WDL) ROOF LIVE LOAD(WD.)
Roofing: 3.0 PSF Flat or Pitched 20.0 PSF
Insulation: 3.0 PSF
Decking: 2.5 PSF SNOW LOAD (W51)
Joists: 3.0 PSF Ground Snow Load, Pg: 35.0 PSF
Girders: 3.0 PSF Flat Roof Snow Load, Pf: 25.0 PSF
MEP: 2.5 PSF Exposure Factor, Ce: 1.0
Misc.: 3.0 PSF Importance Factor, I5: 1.0
Total: 20.0 PSF Thermal Factor, Ct: 1.01
WIND MWFRS(Ult) COMP& CLADDING (Ult)
Design Wind Speed: '120 MPH EAF: 1.000
Exposure Category: C RE: 0.88
Risk Category: II Kzt: 1.00
Building Ht (ft): 25 End Wall: 65.7 PSF
X: 1.29 End Roof: 82.3 PSF
Ptable:
• Kzt: 1.00 Int Wall: 35.8 PSF
End: 26.8 PSF Int Roof: 52.4 PSF
( s30:
_ Interior: 17.8 PSF End Wall: 57.7 PSF
Ps: End: 34.6 PSF P. End Roof: 72.2 PSF
Interior: 23.0 PSF Int Wall: 31.4 PSF
Int Roof: 46.0 PSF
SEISMIC (Ult)
Risk Category: ,II PARAPET
Importance Factor, le: 1.0 EAF: 0.692
Mapped Acceleration Ss: 0.980 g RF: 0.88
Parameters S1: 0.424 g Kzt: 1.00
Site Class: D``' Pos Wall: 28.0 PSF
Design Acceleration SDs: 0.724 g Ptable: Neg Wall: -28.0 PSF
Parameters SD1: 0.445 g Neg Rf Edg -64.4 PSF
Design Category D Case 1: 56.3 PSF
P:
R: 3.5 Case 2: 34.1 PSF
Cs: 0.2069 Use the larger: 56.3 PSF
5509 N. GLENW00D ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
12/28/2017 Design Maps Summary Report
USGS Design Maps Summary Report
User-Specified Input
Report Title Tigard
Thu December 28, 2017 16:31:16 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.43531°N, 122.7537°W
Site Soil Classification Site Class D — "Stiff Soil"
Risk Category I/II/III
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USES-Prov sided Output
SS = 0.980 g SMS = 1.086 g SDS = 0.724 g
S1 = 0.424 g SMI. = 0.668 g SDI. = 0.445 g
For information on how the SS and SI. values above have been calculated from probabilistic(risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
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Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.4353058,1ongitude=-122.7537028,siteclass=38,riskcateg... 1/1
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F N n I N F F RING
RTU FRAMING
ROOF LOADS
WDL= 20.0 PSF
WLr= 20.0 PSF
WSL= 25.0 PSF
ROOF TOP UNITS
Existing New
No. —
Size Weight Size Weight
1 - 350 Ib - 3965 Ib
2 - 3501b - 47101b
3 - 1000 lb - 3510 lb
4 - Olb - Olb
5 - Olb - Olb
6 - 0 lb 0 lb
7 - Olb Olb
8 - 0 lb O lb
9 - Olb - 0lb
10 O lb 0 Ib
Note:
All existing roof top unit weights shall be field verified. Any discrepancies shall be
brought to the immediate attention of the Architect and Structural Engineer and new
units shall not be placed until further approval is provided.
5509 N. GLENW00D ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
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RTU FRAMING
RTU: 1
Member: JOIST
Trib Width: 5.7 ft
Span: 36.0 ft
Pex•Stin = 350 lb Existing350#add-load
g
Location = 6.25 ft
No. Supports= 1
PNew= 3965 lb
Location = 6.25 ft
No. Supports = 10 d...
42428 lb-ft (At mid-span)
(E) Moment=
25529 lb-ft (At RTU support)
(E)Shear= 4882 lb-ft
42573 lb-ft (At mid-span)
(N) Moment=
25769 lb-ft (At RTU support)
(N) Shear= 4920 lb-ft
Moment Increase = 0.34% < 5% OK
Shear Increase = 0.79% < 5% OK
P?r 2012 IBC,section 3403.3:
Existing framing adequate to support new unit
RTU: 1
Member: !Girder
Trib Width: 34.0 ft
Span: 42.8 ft
Pexisting= 350 lb Existing 350#add-load @ ea. panel point
Location = 21.00 ft
No. Supports = 1
PNew= 3965 lb
Location = 12.00 ft
No. Supports = 1
363623 lb-ft (At mid-span)
(E) Moment =
353153 lb-ft (At RTU support)
(E) Shear= 35343 lb-ft
373311 lb-ft (At mid-span)
(N) Moment=
316509 lb-ft (At RTU support)
(N) Shear= 35556 lb-ft
Moment Increase = 2.66% < 5% OK
" Shear Increase = 0.60% < 5% OK
Per 2012 IBC, section 3403.3:
Existing framing adequate to support new unit
5509 N. GLENWOOD ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
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RTU FRAMING
RTU: 2
Member: JOIST
Trib Width: 5.7 ft
Span: 34.8 ft
Pexisting = 350 lb Existing 350#add-load
Location = 6.25 ft
No. Supports = 1
PNew= 4710 Ib
Location = 6.25 ft
No. Supports = 10
39607 lb-ft (At mid-span)
(E) Moment =
24518 lb-ft (At RTU support)
(E) Shear= 4720 lb-ft
39986 lb-ft (At mid-span)
(N) Moment=
25139 lb-ft (At RTU support)
(N) Shear= 4820 lb-ft
Moment Increase = 0.95% < 5% OK
Shear Increase = 2.10% < 5% OK
Par 2012 IBC, section 3403.3:
Existing framing adequate to support new unit
RTU: 2
Member: Girder
Trib Width: 37.0 ft
Span: 42.8 ft
Pexisting= 350 lb Existing 350#add-load @ ea. panel point
Location = 21.00 ft
No. Supports = 1
PNew= 4710 lb
Location = 12.00 ft
No. Supports = 1
394463 lb-ft (At mid-span)
(E) Moment=
383984 lb-ft (At RTU support)
(E) Shear= 38228 lb-ft
408621 lb-ft (At mid-span)
(N) Moment =
347847 lb-ft (At RTU support)
(N) Shear= 38977 lb-ft
Moment Increase = 3.59% < 5% OK
' Shear Increase = 1.96% <5% OK
Per 2012 IBC, section 3403.3:
Existing framing adequate to support new unit
5509 N. GLENW00D ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
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F !d G I N F F_ R I M G
I RTU ANCHORAGE I
WIND LOADS(ULT) SEISMIC LOADS(ULT)
qh= 23.2 psf ap= 2.5
KZ= 0.70 Spy= 0.724
Kit= 1.00 z/h = 1
Kd= 0.90 Rp= 6.0
V= 120 MPH 1p= 1.0
GCr(horizontal)= 1.90 Fp= 0.362
GCr(vertical)= 1.50 NO. 12 SCREW CAPACITIES
Fh= 44.1 psf Vcap= 177 lb
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Fv= 34.8 psf Tcap= 84 Ibl
1/2" Lag CAPACITIES
Vcap= 360 lb
Trap= 250 Ib
RTU PROPERTIES AND LATERAL LOADS(LRFD)
Unit WT(Ib) L(in) W(in) H (in) Fh (Ib) F„(Ib) Fp(Ib)
1 3965 320 85 42 4118.4 6580.2 1435.3
2 4710 216 85 42 2780.0 4441.7 1705.0
3 3510 118 59 42 1518.7 1684.2 1270.6
RTU OVERTURNING AND UPLIFT LOADS(LRFD)
WIND SEISMIC Screw 1/2" Lag
Unit MOT MRES UPLIFT MOT MRES UPLIFT Spacing Spacing
(Ib-ft) (Ib-ft) (Ib) (Ib-ft) (Ib-ft) (Ib) (in) (in)
1 12012.1 12638.4 1417.4 4186.4 12638.4 0.0 18 in 45 in
2 8108.2 15013.1 0.0 4973.0 15013.1 0.0 75 in 151 in
3 4429.5 7765.9 0.0 3706.0 7765.9 0.0 89 in 177 in
Use#12 screw at corners and at 12" on center each side of unit,or 1/2" bolts/lags at unit legs
5509 N. GLENWOOD ST. BOISE, ID 83714 I o: 208.501.2289 I www.structuraledge.com
Title Block Line 1 Project Title:
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ENGINEERING Title Block Line 6 Printed:28 DEC 2017,10:26AM
Steel Beam p.=S:1_SE Projects\Petersen Staggs12017 Projects ISE17-362 Waco Tigard,OR#23-ACC unitslCalcs\Tigard.ec6
ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29
Lic.#: KW-06009774 Licensee:Structural Edge Engineering,PLLC
Description: (N)opening header
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.32)
a
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F
C6x8.2 Agih-j
Span=8.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load: D=0.320 k/ft, Tributary Width=1.0 ft,((E)CMU Wall Arching)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.352: 1 Maximum Shear Stress Ratio= 0.082 : 1
Section used for this span C6x8.2 Section used for this span C6x8.2
Ma:Applied 2.560 k-ft Va:Applied 1.280 k
Mn/Omega:Allowable 7.269 k-ft Vn/Omega:Allowable 15.521 k
Load Combination +D+H Load Combination +D+H
Location of maximum on span 4.000ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio= 0<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.078 in Ratio= 1231 >=240.
Max Upward Total Deflection 0.000 in Ratio= 0 <240.0
Maximum F rr
Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega
+D+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+L+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+Lr+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+S+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+0.750Lr+0.750L+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+0.750L+0.750S+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1,28 25.92 15.52
+D+0.60W+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+0.70E+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D+0.750 L+0.750 S+0.450 W+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+D40.750L+0.7505+0.5250E+H
Dsgn.L= 8.00 ft 1 0.352 0.082 2.56 2.56 12.14 7.27 1.14 1.00 1.28 25.92 15.52
+0.60D+0.60W+0.60H
Dsgn.L= 8.00 ft 1 0.211 0.049 1.54 1.54 12.14 7.27 1.14 1.00 0.77 25.92 15.52
+0.60D+0.70E+0.60H
Title Block Line 1 Project Title:
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ENGINEERING Title Block Line 6 Printed:28 DEC 2017,10:26AM
Steel Beam :=S:1_SE Projects1Petersen Staggs12017 ProjectsISE17-362 Winco Tigard,OR#23-ACC units ICalcs1Tigard.ec6
ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29
Lic.#: KW-06009774 Licensee:Structural Edge Engineering,PLLC
Description: (N)opening header
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega
Dsgn.L= 8.00 ft 1 0.211 0.049 1.54 1.54 12.14 7.27 1.14 1.00 0.77 25.92 15.52
Overall Maximum Deflections
Load Combination Span Max."-'Defl Location in Span Load Combination Max,"+"Defl Location in Span
D Only 1 0.0780 4.023 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.280 1.280
Overall MINimum 0.768 0.768
+D+H 1.280 1.280
+D+L+H 1.280 1.280
+D+Lr+H 1.280 1.280
+D+S+H 1.280 1.280
+D+0.750Lr+0.750L+H 1.280 1.280
+D+0.750L+0.750S+H 1.280 1.280
+D+0.60W+H 1.280 1.280
+D+0.70E+H 1.280 1.280
+D+0.750Lr+0.750L+0.450W+H 1.280 1.280
+D+0.750L+0.750S+0.450W+H 1.280 1.280
+D+0.750L+0.7505+0.5250E+H 1.280 1.280
+0.60D+0.60W+0.60H 0.768 0.768
+0.60D+0.70E+0.60H 0.768 0.768
-D Only 1.280 1.280
Lr Only
L Only
S Only
W Only
E Only
H Only