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Specifications Zu P1013 - 000Z 1 12_1010 Z'kv +10 I ( 6'l vc CONSULTING . 2. 5 VLMK ENGINEERS 50350 .2228.449263 3 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • OR . 97239-4393 www.vlmk.com ~' STRUCTURAL CALCULATIONS for TIGARD INDUSTRIAL PARK LOADING DOCK & CANOPY 12670 SW Hall Blvd. Tigard, OR for Cedarlake Company, Inc. 9120 NE Van Mall Loop, #220 • Vancouver, WA 98662 • x • • 41/49 PROF,6� 1 17113 c3c' GINE 'b 44111/1"4ft • 02 4.911 -C.NP EXPIRES: 12/31/20 q I Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20120657 January 15, 2013 I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VLMK Consulting Engineers, Ins. Structural Calculations DC-1 Tigard Industrial Park — Loading Dock and Canopy Tigard Industrial Park Loading Dock and Canopy 12670 SW Hall Blvd Tigard, OR VLMK JOB NO. 20120657 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Calculations Loading Dock and Canopy Design L-1 thru L-16 DESCRIPTION OF STRUCTURAL SYSTEM The 'Tigard Industrial Park— Loading Dock and Canopy' project consists of multiple improvements to the existing building located at 12670 SW Hall Blvd, Tigard OR. This package includes and is limited to the structural calculations and details for a new exterior loading dock and canopy. ***LIMITATIONS*** VLMK Consulting Engineers was retained in a limited capacity for this project. The design is based upon information provided by the client, inferred conditions based on original drawings for the north portion of the existing building, and limited field observations. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Consulting Engineers for items beyond that shown in this Structural Calculation Package. File.G.\Acad2012\20120657\Calculations\Loading Dock and Canopy Design\20120657-DC(Loading Dock and Canopy).docx Page Printed.January 15,2013 Structural Calculations DC-2 Tigard Industrial Park — Loading Dock and Canopy DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, IS 1.0 Thermal Factor, Ct 1.0 Snow Drift As Required Dead Loads: Roof (Canopy) Roofing (new and future) 4.0 psf Sheathing (5/8" plywood) 1.8 psf Joists 2.2 psf Girders 4.0 psf Miscellaneous 3.0 psf Total Roof Load 15.0 psf Wall Weights 6" Concrete tilt panel 75.0 psf Normal weight concrete 150.0 psf Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, IW IW = 1.0 Occupancy Category II Wind Exposure B Internal Pressure Coefficient GCD; = +/- 0.18 Seismic: Location (Lat/Long) 45.42832 -122.76676 Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations Ss = 94.1% Si = 33.8% Site Class D Spectral Response Coefficients Sds = 70.5% Sd1 = 38.9% Seismic Design Category D Basic Seismic force resisting system(s) Ordinary Reinforced Concrete Shear Wall Response modification factor R = 4.0 (Concrete) a File:G:1Acad201212D1206571Calculations\Loading Dock and Canopy Design\20120657-DC(Loading Dock and Canopy).docx Page 2 Printed:January 15,2013 Structural Calculations DC-3 Tigard Industrial Park — Loading Dock and Canopy MATERIALS Concrete: Footings f', = 3,000 psi Slab-on-grade (exterior) f = 3,000 psi Reinforcing Steel: ASTM A615, Gr.60 F = 60 ksi Structural Steel: Plates, Shapes ASTM A36 F = 36 ksi Structural Tubes ASTM A500 Gr.B F = 46 ksi Bolts and Anchors: Structural Bolts ASTM A325 Ft= 44 ksi Anchor Bolts ASTM A307 (typical U.O.N.) Ft = 20 ksi Anchor Rods F1554 Gr. 36 Fy = 36 ksi (foundation) Drilled Anchors: Concrete Adhesive Simpson SET-XP Adhesive Anchor ICC ESR-2508 Anchors Hilti HIT-RE 500-SD Epoxy ICC ESR-2322 Adhesive Anchor Powers PE1000+ ICC ESR-2583 Concrete Drilled Simpson Strong-Bolt Wedge ICC ESR-1771 Anchors Anchor Hilti Kwik-Bolt TZ Anchor ICC ESR-1917 Wood Framing: Joists, Beams and Douglas Fir #2 Stringers Pressure Treated Sills, Ledgers, Plates, Hem Fir #2 etc. in contact with concrete Glulam beams: Simple spans 24F-V4 Fb=2.4 ksi E=1800 ksi All others 24F-V8 Roof Sheathing APA Exposure 1 24/16 span rating, 15/32" min thick File:G:Wcad2012\20120657\Calculations\Loading Dock and Canopy Design\20120657-DC(Loading Dock and Canopy).docx Page 3 Printed:January 15,2013 ATLMK CONSULTING Jab TAP - WDS�(r �-k s '"''�'� ENGINEERS " Client 4'4' to►kf (al. Job No. 20120 GS7 By SA-PS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 L Street No - . F P 503.222.4453 503.248.926312 Date )2// l oAosA(r c 64Wcpy DEssGa G2-AvZry T ossr ►)Es2,)✓ w, jd A05 wL I/ i / i / , i . . / / . C,1C•■. "Dv - 5-1° F )(N. ) : 3o PtF 9 :C. X 3 kiinzFr (90,3 eV% xZy%L � 1BptF �Srr QczFrZ = L.2PSr•)(7y1/2./ ' 113 piF jN.zr. 7-0S Fa, (. -2e-] Z� . o.00;5-4. k2k,t ktk vZI- s o- >o //26 z kd _ 0.86- Vd. is Mob 1 - A° /3.74-p�F (�-s •8'S". — Dowd WA!) Compaaf.,.i T �_2.1 :vp s;r) Z,v = Z•c/ �EffEcri AR+:A = 7 6,Pr Z 2 oNF_ 2 r 28 Psf ( 7YZ ) : 56 p,„: ,+1 !'Ero 123 Q2 ZLy VSF_ Z x12 Ar 2-5/ 5Fr L-3 0. (Sir pdx,,,r a- ) : /&,s � u R SNv 1? w 23o P ygBk s� I L-2 1 Wood Beam File=G:V+cad20121 201206571CALCUL•-11LOADIN-11CANOPY-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 • Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Joists r . CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 • Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design ✓ Fb-Tension 900 psi ' E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch✓ Fc-Perp 625 psi Wood Grade :No.2 i Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling y Repetitive Member Stress Increase .7. S 0.1810 0.113 • U(u.u4u) S(u.b50) W(O0580 ) • '14 �,� s-�-4 v rte` �a.,�4 Sd�y .va _.+ �� Lk�.{ .! �„ �#'�'k i,jn a r a , saw ` o 2x12 2x12 Span = 9.50 ft Span = 3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... - Uniform Load on ALL spans: D=0.0150, S=0.0250, W=0.0280 ksf, Tributary Width=2.0 f _ Varying Uniform Load: D(S,E)=0.0->0.0, S(S,E)=0.1810->0.1130, W(S,E)=0.0->0.0 kilt,Extent=0.0->>13.01 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.437 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 796.65 psi fv:Actual = 90.49 psi FB:Allowable = 1,190.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.140ft Location of maximum on span = 8.598 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.099 in Ratio= 1157 Max Upward L+Lr+S Deflection -0.066 in Ratio= 1262 Max Downward Total Deflection 0.112 in Ratio= 1020 Max Upward Total Deflection -0.073 in Ratio= 1142 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.103 0,074 0.90 1.00 1.00 1.15 1.00 1.00 1.00 0.25 95.87 931.50 0.13 11.98 162.00 Length=3.50 ft 2 0.075 0.074 0.90 1.00 1.00 1.15 1.00 1.00 1.00 0.18 69.69 931.50 0.08 11.98 162.00 +D+S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length=9.50 ft 1 0.669 0.437 1.15 1.00 1.00 1.15 1.00 1.00 1.00 2.10 796.65 1190.25 1.02 90.49 207.00 Length=3.50 ft 2 0.389 0.437 1.15 1.00 1.00 1.15 1.00 1.00 1.00 1.22 462.51 1190.25 0.52 90.49 207.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.074 0.053 1.25 1.00 1.00 1.15 1.00 1.00 1.00 0.25 95.87 1293.75 0.13 11.98 225.00 Length=3.50 ft 2 0.054 0.053 1.25 1.00 1.00 1.15 1.00 1.00 1.00 0.18 69.69 1293.75 0.08 11.98 225.00 +D+0.750L+0.7505+-1 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 r i L-3 Wood Beam File=GAcad2 0 1 2120 12 06 5 71CALCUL-11LOADIN-11CANOPY-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 - Lie.#:KW=06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Joists Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb Ft V fv F'v Length=9.50 ft 1 0.522 0.342 1.15 1.00 1.00 1.15 1.00 1.00 1.00 1.64 621.45 1190.25 0.80 70.86 207.00 Length=3.50 ft 2 0.306 0.342 1.15 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364,30 1190.25 0.41 70.86 207.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.166 0.119 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.72 274.84 1656.00 0.39 34.34 288.00 Length=3.50 ft 2 0.121 0.119 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.53 199.77 1656.00 0.22 34.34 288.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.139 0.100 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.61 230.10 1656.00 0.32 28.75 288.00 Length=3.50 ft 2 0.101 0.100 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.44 167.25 1656.00 0.19 28.75 288.00 +D+0.750L+0,750S+0.750W+H 1.00 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.456 0.304 1.60 1.00 1.00 1.15 1.00 1.00 1.00 1.99 755.67 1656.00 0.99 87.63 288.00 Length=3.50 ft 2 0.279 0.304 1.60 1.00 1.00 1.15 1.00 1.00 1.00 1.22 461.87 1656.00 0.51 87.63 288.00 +0.600+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.143 0.103 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.62 236.49 1656.00 0.33 29.55 288.00 Length=3.50 ft 2 0.104 0.103 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.45 171.90 1656.00 0.19 29.55 288.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.1117 4.511 0.0000 0.000 2 0.0000 4.511 D+S -0.0735 3.500 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.033 1.918 D Only 0.123✓ 0.267 i - S Only 0.9101 1.651f W Only 0.230 f 0.498" ' D+S 1.033 1.918 D+W 0.353 0.765 CONSULTING Job '� a74,f E N G I N E E R S Client L.7EOAa`Akr (-axle.` Job No. O)ZD(e.S7 By S1 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 1 1 _ P 503.222.4453 503.248.9263 U Date f2l1L Sheet No. • 10,4v3,4,- 1)00,- Cry A- &, Cc�L) Gaovyry 04SW J Cco06. MA1,0 L?e . Drs=G,., c� to AOS I/ / / / / , i . i t ail 140` . 1S ' r (9.S/�T f 3s - /2y pi, 41/0 ?f psf (",. t-3.c.) = 7O pcF X X lZ'-v w !03 psf (yS/a t 3.S )= S2o Pig D<IFr wsN 4 78 p f -4 3/2 y 3.S')= 23/P�F 0 LAILS R Q _> R _ I.3 IC flioQ G k e s,.aw ° use- 5% x /y , " ;yr- 64-13 (sit; pseTNr c r i- S 1 a Wood Beam File=g:1Acad2012 1201206571CALCUL-1120120657.ec6 ENERCALC,INC.1983.2012,Build:6.12.12.7,Ver.6.12.12.7 • Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Main Beam,, • CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 . Material Properties ✓ Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity './ Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF ✓ Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ✓ V D(0.124) S(0.727) W(0.231) i i i V + eta y z • • A 5.125x19.5 • Span = 22.0 ft . Applied Loads ./ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1240, S=0.7270, W=0.2310, Tributary Width=1.0 ft(D,S,Drift,W ,/ DESIGN SUMMARY ✓ Des i•n OK • Maximum Bending Stress Ratio = 0.727 1 Maximum Shear Stress Ratio = 0.394 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb:Actual = 1,902.19 psi fv:Actual = 119.99 psi FB:Allowable = 2,617.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 11.000ft Location of maximum on span = 20.394ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.676 in Ratio= 390 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.791 in Ratio= 333 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C 1 Cr Cm C t C L M fb F'b V fv F'v D Only 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.135 0.073 0.90 0.95 1.00 1.00 1.00 1.00 1.00 7,50 277.17 2048.09 1.16 17.48 238.50 +13+541 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.727 0.394 1.15 0.95 1.00 1.00 1.00 1.00 1.00 51.49 1,902.19 2617.00 7.99 119.99 304.75 +D+0.750L+0.7505+1-1 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.572 0.310 1.15 0.95 1.00 1.00 1.00 1.00 1.00 40.49 1,495.94 2617.00 6.29 94.36 304.75 . +D+W4l 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=22.0 ft 1 0.218 0.118 1.60 0.95 1.00 1.00 1.00 1.00 1.00 21.48 793.51 3641.04 3.33 50.06 424.00 +D+0.750Lr+0.750L+0.750W+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.182 0.099 1.60 0.95 1.00 1.00 1.00 1.00 1.00 17.98 664.43 3641.04 2.79 41.91 424.00 • +D+0.750L+0.750S+0.750W+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.517 0.280 1.60 0.95 1.00 1.00 1.00 1.00 1.00 50.97 1,883.19 3641.04 7.91 118.79 424.00 1 Wood Beam File=g:VAcad20121201206571CALCUL-1120120657.ec6 ENERCALC,INC.1983-2012,Build:6.12,12.7,Ver:6.12.12.7 • Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Main Beam ▪ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M Po F'b V iv F'v +D+0.750Lr+0.750L+0.5250E+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.076 0.041 1.60 0.95 1.00 1.00 1.00 1.00 1.00 7.50 277.17 3641.04 1.16 17.48 424.00 +D+0.750L+0.750S+0.5250E+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.411 0.223 1.60 0.95 1.00 1.00 1.00 1.00 1.00 40.49 1,495.94 3641.04 6.29 94.36 424.00 +0.60D+W+H 0.95 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.187 0.102 1.60 0.95 1.00 1.00 1.00 1.00 1.00 18.48 682.64 3641.04 2.87 43.06 424.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. 'Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.7915 11.080 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.361 9.361 D Only 1.364 1.364 S Only 7.997 7.997 W Only 2.541 2.541 D+S 9.361 9.361 D+W 3.905 3.905 • CONSULTING J°b -� 4""`Py %TL1LI( ENGINEERS Client rv,.01- LAKE CoAp. Job No. 70/20b4 , By SA-(6 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 _ P 503.222.4453 503.248.92630 Dote )1/2. Sheet No L • /.oAnsNG L -l- (4*q , ) ? Pow OrsIGN AvADS P 2( ).3(;' \ 2.72 6rE y p 2 (B.0k ) - 144, k I.sMtCr S, P 2 (2.4h ) h a - R I-TS or Hss q)Y x %y (St, Po/7r ANGOA(ye N2rD votrrr Y) a (13. >S" psr)(o.8s)C.z.' ) - -Zy, c rs> Pvp►z,r -2Y.. s /sr X zt X 7.sX r 3 ') = y ys' k P',r0E (z) %, • orA k 3 1/2 Ad rr' r/`1[3FFSY 1£iuT N rLij Hz7-Hy SO MAx e kirti ) ,3asE faa+ (S'Or 1QS/rTIXO r 1 L-8 1 Steel Column File=G:lAcad201 21201 206 57\CALCUL-11LOADIN-!!CANOPY-1.EC6 ENERCALC,INC.1983-2012,Build:6.12,12.7,Ver:6.12.12.7 • tic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Column" • Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS4x4x114✓ Overall Column Height 11.0 ft ✓ Analysis Method: Allowable Strength/ Top&Bottom Fixity Top& Bottom Pinned " Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi 1 X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi/ Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 / Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:133.989 lbs*Dead Load Facto! AXIAL LOADS... D,S,W:Axial Load at 11.0 ft,Xecc= 1.000 in,D=2.720,S=16.0,W=5.0 I, ✓ DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4653 :1 V Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.1418 k Location of max.above base 10.926 ft Bottom along X-X 0.1418 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 18.854 k Bottom along Y-Y 0.0 k - Pn/Omega:Allowable 55.892 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 10.765 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination: Ma-y:Applied -1.550 k-ft Mn-y/Omega:Allowable 10.765 k-ft Along X-X -0.09331 in at 6.423ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.005578 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1418 k Vn/Omega:Allowable 25.423 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.051 PASS 0.00 ft 0.001 PASS, 0.00 ft +D+S+H 0.465 PASS 10.93 ft 0.006 PASS 0.00 ft +D+0.750L+0.750S+H 0.366 PASS 10.93 ft 0.004 PASS 0.00 ft +D+W+H 0.141 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.118 PASS 0.00 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.459 PASS 10.93 ft 0.006 PASS 0.00 ft +D+0750Lr+0.750L+0.5250E+H 0.051 PASS 0.00 ft 0.001 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.366 PASS 10.93 ft 0.004 PASS 0.00 ft +0.60D+W+H 0.120 PASS 0.00 ft 0.002 PASS 0.00 ft Maximum Reactions•Unfactored Note:Only non-zero reactions are listed. • X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.021 0.021 k k 2.854 k S Only 0.121 0.121 k k 16.000 k W Only 0.038 0.038 k k 5.000 k . D+S 0.142 0.142 k k 18.854 k D+W 0.058 0.058 k k 7.854 k c-y Steel Column File=G:lAcad2012120120657 1CALCUL-1\LOADIN-11CANOPY-1.EC6 - ENERCALC,INC.1983-2012,Build:6.12.12.7,Vec6.12.12.7 ' Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Column . Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0136 in 6.423 ft 0.000 in 0.000 ft S Only -0.0797 in 6.423 ft 0.000 in 0.000 ft W Only -0.0249 in 6.423 ft 0.000 in 0.000 ft D+S -0.0933 in 6.423 ft 0.000 in 0.000 ft D+W -0.0385 in 6.423 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x114 Depth = 4.000 in I xx = 7.80 in"4 J = 12.800 in"4 S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 inA2 I yy = 7.800 in"4 C = 6.560 inA3 Weight = 12.181 pIf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in . 23 7204 I C 0 cl 1 X II rn r I 4.00in Loads are total entered value.Arrows do not reflect absolute direction. 1LT1 www.hilti.us Profis Anchor 2.3.3 Company: VLMK Consulting Engineers Page: 1 Specifier: Stephen Stenberg,E.I.T. Project: TIP-Canteen TI Address: Sub-Project I Pos. No.: _10 I Phone I Fax: I Date: 1/15/2013 E-Mail: Specifiers comments:MIDDLE CONDITION 1 Input data Ir wr li11 , Anchor type and diameter: HIT-HY 150 MAX-SD+HAS 3/4 Effective embedment depth: hefopt;=3.500 in.(he,,j,, =4.250 in.) Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=6.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC);(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. Base material: cracked concrete,3000,fb.=3000 psi;h=6.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.ib] Ef y... l/\p 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ]3N/[iv[e/n] Status Tension Concrete Breakout Strength 4672 7549 62/- OK Shear - - - -/- - Loading �N � Utilization ANNN[%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hiiti.us _ Profis Anchor 2.3.3 Company: VLMK Consulting Engineers Page: 2 Specifier: Stephen Stenberg,E.I.T. Project: TIP-Canteen TI Address: Sub-Project I Pos.No: Phone I Fax: I Date: 1/15/2013 L ''1 • E-Mail: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input date and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us _ Profis Anchor 2.3.3 Company: VLMK Consulting Engineers Page: 1 Specifier: Stephen Stenberg,E.I.T. Project: TIP-Canteen TI r Address: Sub-Project I Pos.No.: E 4-12 Phone I Fax: I Date: 1/15/2013 E-Mail: Specifiers comments:END CONDITION 1 Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS 3/4 __... Effective embedment depth: he,0Pr,=3.500 in.(hef,i,mit=4.250 in.) ' `" " ' Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=8.500 in.x 8.500 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC);(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in.,Temp.shorUlong:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[lb,in.lb] ho Y 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON 1 iv[%] Status Tension Concrete Breakout Strength 5192 6376 82/- OK Shear - - - -/- - Loading )3N f3v S Utilization DNA,[%] Status Combined tension and shear loads - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.nilti.us Profis Anchor 2.3.3 Company: VLMK Consulting Engineers Page: 2 Specifier: Stephen Stenberg,E.I.T. Project: TIP-Canteen TI Address: Sub-Project I Pos.No.: Phone I Fax: Date: 1/15/2013 3 E-Mail: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan VLMK CONSULTING �'4AO�j c.pt� T ""-'� / ENGINEERS Client Ze'OM rake L414. Job No Z0/2064-7 By Srk S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.92630 Date /2�/ Sheet No F _ • hr,Aar,* 0:ek Ca, o �csrGr' ( ) - 6gAvi,1 ssba Sbrsr To keDGErt ecom-e iic ) P 14'k, 0.1�11' ..a P :0:910 k ~a A- � (-2'!.S r5F X.2'-(2"0,4,_ )( z 9.t/ ) ,, p. 23 USE SZ SoL.J Iv52,o Fs4 pfouNT MAPGE2 (e : /.)#/` p . 1.s-7k 7olsr m 63 L3 CorrEc 1?.01.1 i P LAOS I p (-1y.s psl� 1(Z'o o.t.Xg'cis 4 3_i') ,PJ7tr -yorf ((loaf r) (sF: ST SOJJ X13 NvRPFCA.v,E rn AT £// 3 Tcr CONSULTING Job 7zP- A�,G � F (-+�y \TL1% I }( ENGINEERS client �cDA % F ("cp. Job No. Zc717 aGS1 By SYS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 /� ,z Sheet NO. L - �� _ P 503.222.4453 503.248.926312 Date JoAAZ,k Dort L.+ j 0Esz6 4-4. iA7faA� 64 Ecft fxjS•rs�G r,-r PAN+cc CD t W1 I N y . _ _ t Wz 13 „ Ss-o" 44 OM l7-bh id ADS rxs 71)6- w SESS _ Ls . 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