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Specifications VLMK ONSULIN.G E N G I N E T E R S S P 503.222.4453 F 503.248.9263 • E vlmk @vlmk.com '3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 . RECEIVEDp W www.vlmk.com II JI 3 o 2010 CITY OF TIGARD STRUCTURAL CALCth ? NS for BU i°2o •-- o o I Co . /36 630 g s Fanno Creek -State Farm Tenant Improvements Overhead Door Installation Fanno Creek Place - Building B Tigard, Oregon for LRS Architects 730 NW Davis St, Suite 300 Portland, Oregon 97209 OREGON 6 C.V4A L_.. :1 2/31 / ?o /O . Prepared By: KDR . VLMK Job Number: 210231 July 30, 2010 li I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement VLMK Consulting Engineers Inc. . Structural Calculations DC -2 Fanno Creek State Farm TI Door Fanno Creek -State Farm ' ; Tenant Improvements Overhead Door Installation • VLMK JOB NO. 210231 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -4 Framing Design F -1 thru F -6 Original Curtain Wall Shops RF -1 thru RF -3 FOR REFERENCE ONLY J • • DESCRIPTION OF STRUCTURAL SYSTEM A new overhead door is being placed in the existing curtain wall of this existing three -story office building. The building construction is tilt -up concrete and was designed by VLMK Consulting Engineers. To accommodate the new door and provide support for the existing curtain wall, new tube steel posts and header beam are being installed. Original shop drawings for the curtain wall system show that the curtain is supported with a dead load clip at the third floor and deflection clip at the second floor. • File: G: Wcad2010 \210231 \Calcs \210231 Fanno State Farm DC.docx Page 2 of 4 • Printed: July 29, 2010 Structural Calculations DC -3 Fanno Creek State Farm TI Door DESIGN CRITERIA CODES: 2007 Oregon Structural Specialty Code (Based on the 2006 International Building Code) DESIGN LOADS: Dead Loads: Wall Weights Existing curtain wall 15.0 psf Wind: Basic Wind Speed (3- second gust) 95.0 mph Wind Importance Factor, I I = 1.0 Occupancy Category • II Wind Exposure .B . • . • Internal Pressure'; Coefficient GCp, = +/- 0.18 Seismic :Seismic Importance Factor 1.0 -Occupancy Category II Mapped Spectral Response Accelerations S = 105.8% S = 36.7% Site Class D Spectral Response Coefficients Sds = 70.5% Sd1 = 35.0% Seismic Design Category D • MATERIALS Concrete: Slab -on -grade (existing interior) f ` = 3,500 psi Structural Steel: Plates, Shapes ASTM A36 F = 36 ksi Structural Tubes ASTM A500 Gr.B . F y = 46 ksi Bolts and Anchors: Structural Bolts ASTM A325 • F 44 ksi Anchor Bolts ASTM A307 (typical U.O.N.) F = 20 ksi Threaded Rods ASTM A36 (typical U.O.N.) F = 36 ksi Drilled Anchors: Concrete Adhesive Simpson SET -XP Epoxy Anchor ICC ESR -2508 Anchors file: G:\Acad2010 \210231 \Calcs \210231,Fanno State Farm DC.docx Page 3 of 4 Printed: July 29, 2010 Structural Calculations DC -4 Fanno Creek State Farm TI Door Hilti HIT -RE 500 -SD Epoxy ICC ESR -2322 Adhesive Anchor Concrete Drilled Simpson Strong -Bolt Anchor ICC ESR -1771 Anchors Hilti Kwik -Bolt TZ Anchor ICC ESR -1917 Concrete Screw Simpson Titen HD Screw ICC ESR -2713 Anchors Anchor File: G: Acad2010 \210231 \Calcs\210231 Fanno State Farm DC.doa Page 4 of 4 Printed: July 29, 2010 T o �1��� 1 V L l � K E N G S I N E T E R S Job C11ent `�S Job No. ZI 1]"1 By VjOV- 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 Q Date 01- /to Sheet No. S _ 1 F2 INS DFS(4J \/E1t1 tC ti Vogtis'. (J = IS psi (a'r ) = 405 vt.f • MAN ��� e = ( . 0 . Cco lvit- Fiwfk-TI V O a.s' /0.5' w = TS psf (14.511) = 109 plc [5CC C c, .O 0vrt r] v gsstxtx- /y C.Ir = O. t o.04 = o.ai • • S - a. • Printed 28 JUL 2010. 938AM Steel Beam Desi n Fde: g1Aeed20 21o2311Calcs1 210231famtocreekILec8 9 ENERCALC, INC. 1963-2010, Wu: 6.151 Lic. # : KW- 06002728 License Owner : VLMK CONSULTING ENGINEERS Description : Storefront Header (Vertical) Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D(1) D(0.405) D(0405) i i i i t i I Span = 2.50 ft Span = 10.50 ft 2 1 HSS8X6X1 /4 HSS8X6X1 /4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.4050 k/ft, Tributary Width = 1.0 ft, (Storefront (27 - 1) Load for Span Number 2 Uniform Load : D = 0.4050 k/ft, Tributary Width = 1.0 ft Point Load: D =1.0k @5.250ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.165: 1 Maximum Shear Stress Ratio = 0.060: 1 Section used for this span HSS8X6X1 /4 Section used for this span HSS8X6X1 /4 Mu : Applied 6.412 k -ft Vu : Applied 3.354 k • Mn / Omega : Allowable 38.792 k -ft Vn/Omega : Allowable 56.229 k . Load Combination +D Load Combination +D Location of maximum on span 2.500ft Location of maximum on span 2.500 ft _ Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.051 in Ratio = 2466 Max Upward Total Deflection -0.003 in Ratio = 11958 Maximum 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 Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 2.50 ft 1 0.165 0.060 -6.41 6.41 64.78 38.79 1.00 1.00 3.35 93.90 56.23 Dsgn. L = 10.50 ft 2 0.165 0.060 5.32 -6.41 6.41 64.78 38.79 1.53 1.00 3.35 93.90 56.23 +D Dsgn. L = 2.50 ft 1 0.165 0.060 -6.41 6.41 64.78 38.79 1.00 1.00 3.35 93.90 56.23 Dsgn. L = 10.50 ft 2 0.165 0.060 5.32 -6.41 6.41 64.78 38.79 1.53 1.00 3.35 93.90 56.23 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Defl Location in Span Load Combination Max. ' +' Defl Location in Span 1 0.0000 0.000 D Only -0.0025 1.481 D Only 2 0.0511 5.815 0.0000 1.481 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 2 0.0511 5.815 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.030 6.453 2.133 D Only -2.030 6.453 2.133 . 5 -3 Printed' 28 JUL 2010. 838AM Steel Beam Design Fde: glAced201012102311Ca1os1210231 fanno 8.e 9 ENERCALC, INC. 19834010, Ver. 6.151 Lic. # : KW- 06002728 License Owner : VLMK CONSULTING ENGINEERS Description : Storefront Header (Vertical) . Steel Section Properties : HSS8X6X1 /4 Depth = 8.000 in I xx = 56.60 inA4 J = 70.300 inA4 S xx 14.20 inA3 Cw = 025 inA6 Width = 6.000 in R xx = 3.030 in Wall Thick = 0233 in Zx = 16.900 inA3 Area = 6.170 inA2 I yy = 36.400 inA4 C = 20.800 inA3 Weight = 22.389 plf S yy = 12.100 inA3 R yy = 2.430 in Zy = 13.900 inA3 Ycg = 4.000 in Printed 2e JUL 2010, 9 41AM Steel Beam Design File: 9 ENERCALC, INC. 1883 -2010, Ver 6.1.51 Lic. # : KW- 06002728 License Owner : VLMK CONSULTING ENGINEERS Description : Storefront Header (Lateral) Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi • Bending Axis : Minor Axis Bending Load Combination 2006 IBC & ASCE 7 -05 v/(0.109) W (0.109) • * t V * V + ■ Span = 2.50 ft Span = 10.50 ft 2 / \ HSS8X6X1 /4 HSS8X6X1 /4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : W = 0.1090 k/ft, Tributary Width = 1.0 ft, (Storefront (27' - 1) Load for Span Number 2 Uniform Load : W = 0.1090 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.041: 1 Maximum Shear Stress Ratio = 0.017: 1 Section used for this span HSS8X6X1 /4 Section used for this span HSS8X6X1 /4 Mu : Applied 1.230 k -ft Vu : Applied 0.6894 k - Mn / Omega : Allowable 30.025 k - Vn/Omega : Allowable 40.826 k Load Combination +D +W +H Load Combination +D +W +H ' Location of maximum on span 2.500ft Location of maximum on span 2.500 ft . Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection • 1 Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.015 in Ratio = 8574 Max Upward Total Deflection -0.001 in Ratio = 41310 Maximum 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 Mny Mny /Omega Cb Rm Va Max Vny Vny /Omega Overall MAXimum Envelope Dsgn. L = 2.50 ft 1 0.041 0.017 -1.23 1.23 50.14 30.03 1.00 1.00 0.69 68.18 40.83 Dsgn. L = 10.50 ft 2 0.041 0.017 0.95 -1.23 123 50.14 30.03 1.59 1.00 0.69 68.18 40.83 +D +W +H Dsgn. L = 2.50 ft 1 0.041 0.017 -1.23 1.23 50.14 30.03 1.00 1.00 0.69 68.18 40.83 Dsgn. L = 10.50 ft 2 0.041 0.017 0.95 -1.23 1.23 50.14 30.03 1.59 1.00 0.69 68.18 40.83 +D+0.750Lr+0.750L+0.750W +H Dsgn. L = 2.50 ft 1 0.031 0.013 -0.92 0.92 50.14 30.03 1.00 1.00 0.52 68.18 40.83 Dsgn. L = 10.50 ft 2 0.031 0.013 0.71 -0.92 0.92 50.14 30.03 1.59 1.00 0.52 68.18 40.83 +D+0.750L+0.750S+0.750W +H Dsgn. L = 2.50 ft 1 0.031 0.013 -0.92 0.92 50.14 30.03 1.00 1.00 0.52 68.18 40.83 Dsgn. L = 10.50 ft 2 0.031 0.013 0.71 -0.92 0.92 50.14 30.03 1.59 1.00 0.52 68.18 40.83 +0.60D +W +H Dsgn. L = 2.50 ft 1 0.041 0.017 -1.23 1.23 50.14 30.03 1.00 1.00 0.69 68.18 40.83 Dsgn. L = 10.50 ft 2 0.041 0.017 0.95 -1.23 1.23 50.14 30.03 1.59 1.00 0.69 68.18 40.83 Overall Maximum Deflections - Unfactored Loads • Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. ' +' Deft Location in Span 1 0.0000 0.000 W Only -0.0007 1.481 W Only 2 0.0147 5.896 0.0000 1.481 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span W Only 2 0.0147 5.896 0.0000 0.000 r . 5 -5 Printed 2e JUL 2010. 941AM ▪ Steel Beam Design File: X01 � INC. 1983-2010, 0231 ` Ver 6;.51 Lic. # : KW- 06002728 License Owner : VLMK CONSULTING ENGINEERS Description : Storefront Header (Lateral) . Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.356 1.317 0.455 W Only -0.356 1.317 0.455 Steel Section Properties : HSS8X6X1 /4 Depth = 8.000 in I xx = 56.60 inM J = 70.300 in^4 S xx 14.20 inA3 ON = 0.25 inA6 Width = 6.000 in R roc = 3.030 in Wall Thick = 0.233 in Zx = 16.900 inA3 Area = 6.170 iM2 I yy = 36.400 inM C = 20.800 inA3 Weight = 22.389 plf S yy = 12.100 inA3 R yy = 2.430 in Zy = 13.900 inA3 Ycg = 4.000 in • Cfl Primled: 28 JUL 2010. 10:10AM Slab Strength w/ Column Loads File: OAcad2010121o2311Caks1210231fam ocreektiec8 • ENERCALC, INC. 1983-2010, Ver. 8.1.51 Lic. # : KW- 06002728 License Owner : VLMK CONSULTING ENGINEERS Description : Column Load on Slab Analytical Values d - Slab Thickness 5.0 in Ks - Soil Modulus of Subgrade Reaction 200.0 Pp . FS - Req "d Factor of Safety 3.0 :1 Ec - Concrete Elastic Modulus 3,122.0 ksi Pc - Concrete Compressive Strength 3.50 ksi - Poisson "s Ratio 0.150 Min. Adjacent Column Distance 30.293 in Analysis Formulas Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d "2 Min Adjacent Column Distance =1.5' ([ Ec d "3 / (12' ( 1- u "2) Ks ] " 1/4 ) Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus R1 = 1/2 plate average dimension = sqrt( (PIWid • PlLeny2 ) d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 7.5 ' sgrt( Pc) Ks = Soil modulus of subgrade reaction d - Slab Thickness Load & Capacity Table Plate (in) Applied Concentrated Load on Plate - (lap) Pu Governing Pn Load ID Wid Len D Lr L S W E (kip) Ld Comb (kip) Pn/Pu Check Column 4.00 6.00 6.50 6.5 +D 85.5 0.076 ass, FS =13.15 >= 3 • • • 1 \ ChM VC • • o o a - . 1 PiM A •II . 0 0 z ) Q 0 ©® I0 O O® Q® 0 ' � ) .' , �i 0 Li o - ET. r — .._.' — w,.' .. - . •- .1 - 0 Rill I, * 01 11 I-- ±.. - - - - - - - - -- f- - -- - - - -- I - - - - -- 1 - - -- - - -- ...=.--= -- • t ® I I alp ® 1 1 I_I Li I I I • ® II � et, �� II I I II I1 , I I I I I I I® a LO ® li I ` I 11 I 11 1� � i� k� -11°' " _` � - � = r i -- ® O • ,® I I I 1111111 II v� IIIIIIIIIIIII 1 I • , _ 11111111 I . 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