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Report -V 1%• 7650 S.ifro/4?fo:i;::SxM RIPPEY CONSULTING ENGINEERS 0� STRUCTURAL CALCULATIONS CITY OP T'IGARD PROJECT: PAUL SCHATZ FURNITURIUMWED FOR CODE COMPLIANCE ApprO LOCATION: 6600 SW BONITA RD. OTC: cdt t ; OTCs TIGARD,OR Permit 0$ ,O s F - (� •. CLIENT: PAUL SCHATZ Address; !.....42E DATE: OCTOBER 1,2015 Suite ... Dates 10f(el(r PROJECT NUMBER: 15256 OFFICE COPY TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1 DETAIL SK1-SK4 CALCULATIONS Cl-C9 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR INSTALLATION OF NEW MECHANICAL ROOF TOP UNIT TO REPLACE EXISTING RTU. SKETCHES PROVIDE ATTACHMENTS OF UNIT TO CURB ADAPTOR,CURB ADAPTOR TO CURB,AND CURB TO EXISTING STRUCTURE. �Q"�0INe �� �r fcaLiitip 1(0" ,lcfth \f y TURtie EXPIRES_ .. ((O_.. GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 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: NEW UNIT WEIGHT INCLUDING CURB ADAPTOR AND CURB: 1068 LBS(LENNOX 5-TON RTU) ROOF SNOW LOAD: 25 PSF WIND SPEED: 120 MPH(3-SECOND GUST) EXPOSURE B SEISMIC IMPORTANCE FACTOR Ie: 1.0 SITE CLASS: D(ASSUMED) SDS=0.720 ap=2.5 Rp=6.0 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ARCHI'I'ECT/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 CONS TRUCTION. 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. ALL LUMBER NOT SPECIFICALLY NOTED TO BE D.F. #2 OR BE FI'ER. ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED. 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. MECHANICAL: THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL, PLUMBING,FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS, SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGIS I'ERED IN THE STATE OF OREGON,AND SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION. FLASHING AND WA'T'ERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. 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Licensee,.trnrrppeyconsultingengineers Description: GL 5,125x13.5 Purlin(Span=16') <CODEREFERENCES::_"::.;: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0. - D 0.077 e !.144) D 0.08 S 0.2 'sue P eg .,�r za, ,g%sy°:� ••rr,*z:�+� a��. yy- •: ors, x" is"mil x'n N'a �y f �-•r: f �..r g �,'., I•rah G ,Y ,y •7" z s �s� f:si z i fnt "` ,.j�a. a s egg. ss r1� 1 " ,z Ew ,N i-'04 P !•{ 0:, . �'$a s G NI*448;7 474tr '� /�5.. y V.sr, .St�ft '. '�:0 'T .� ob.. � �< 2/' Q{£. £:% 4 .iJ //0144 04(0 •"` £0sM�� 4, 5.125x13.5 Span=16.0ft ""` ' " Service loads entered Load Factors will be applied for calculations .LOads.:.:.:_::: ,.::::_°..:::.::..::::°>:::::;:<,;.:;<:';:_;.:_ ':::.;,_ '.°.;>;; e a appl' Beam self weight calculated and added to loads Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=8.0 ft Uniform Load: D=0.0770 k/ft,Extent=4.0-->>9.875 ft, Tributary Width=1.0 ft Point Load: D=0.1310 k @ 4.0 ft,(P1) • Point Load: D=0.1440 k @ 9.875 ft,(P1) DESIGN SUMMARY Design OK ,; . 'Maximum Bending Stress Ratio = 0.323 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span - 5.125x13.5 Section used for this span - 5.125x13.5 fb:Actual 892.46 psi fv:Actual 52.95 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination - +D+S+H Location of maximum on span = 7.942ft 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 0.157 in Ratio= 1224 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.281 in Ratio= 682 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 if M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F v +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.185 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 2160.00 1.06 23.07 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 It 1 0.166 0.087 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 2400.00 1.06 23.07 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.133 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 3000.00 1.06 23.07 331.25 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . ... . .... . _.. ............Fib F .o e615 '_ au ctiat Frure eo ::.::•' -::: ..... :::.. ... . . } utl . : `g � - . , ......... . -.:... 3D Ltc.# KW:06002562,: Licensee tm nppey.consult ng engineers Description: GL 5.125x13.5 Puffin(Span=16') Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C CL M fb F'b V fv F'v Length=16.0 ft 1 0.323 0.174 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.58 892.46 2760.00 2.44 52.95 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.133 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 3000.00 1.06 23.07 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.279 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.98 769.14 2760.00 2.10 45.48 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.104 0.054 1.60 1.000 1.00 1.00 1.00 1,00 1.00 5.18 399.23 3840.00 1.06 23.07 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.104 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 3840.00 1.06 23.07 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.104 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.18 399.23 3840.00 1.06 23.07 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.200 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.98 769.14 3840.00 2.10 45.48 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.200 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.98 769.14 3840.00 2.10 45.48 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.062 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.11 239.54 3840.00 0.64 13.84 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.062 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.11 239.54 3840.00 0.64 13.84 424.00 Overall Maximum Deflections Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.2814 8.000 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Verttcal;;fteachons:.::°::.: : <;; ;:;;: ;` pp Load Combination Support 1 Support 2 Overall MAXimum 2.770 2.678 Overall MINimum 0.702 0.647 +D+H 1.170 1.078 +D+L+H 1.170 1.078 +D+Lr+H 1.170 1.078 +D+S+H 2.770 2.678 +D+0.750Lr+0.750L+H 1.170 1.078 +D+0.750L+0.750S+H 2.370 2.278 +D+0.60W+H 1.170 1.078 +D+0.70E+H 1.170 1.078 +D+0.750Lr+0.750L+0.450W+H 1.170 1.078 +D+0.750L+0.7505+0.450W+H 2.370 2.278 +D+0.750L+0.750S+0.5250E+H 2.370 2.278 +0.600+0.60W+0.60H 0.702 0.647 +0.60D+0.70E+0.60H 0.702 0.647 D Only 1.170 1.078 Lr Only L Only S Only 1.600 1.600 W Only E Only H Only • /'/ ... . Fib ,,,,, ,,,,, ,,,,,,, _,,....,.,, _(_.-::f?;12016.P,rojeo1s116256Paul Satiatz Fumituie;;;RTt11STRUCT,URALICALCS116256;go6.:::: 00 ::. .earn ENERCALC INC 1983-2015;:Bwid616'7:30Ver6.15:730. .. tic"# KW06002662 '.:.:; ..... Licensee ,tm nppey:consulting engineers; Description: (3)-2x4 Support ;::CODE.REFERENCES:.. ..:. :;.: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 8(0.05) �/�' V` ,rDD(0.'1111 + D(0.02) • • • 3-2x4 Span=0.0 it ... .Applied Loads:<?::<,;°::: ;:':<::;:;`; :.;'<;:.:: '::; : °'::: . ;;;;;�;; Service loads entered. Load Factors will a applied or calculations, Load for Span Number 1 Uniform Load: D=0.010 ksf,Extent=4.333-->>8.0 ft, Tributary Width=2.0 ft Uniform Load: D=0.010 ksf,Extent=0.0-->>4.333 ft, Tributary Width=1.0 It Point Load: D=0.3130 k @ 4,333 It Uniform Load: S=0.0250 ksf, Tributary Width=2.0 It DESIGN SUMMARY Desii n OK Maximum Bending Stress Ratio = 0.953 1 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 3-2x4 Section used for this span 3-2x4 fb:Actual . = 1,480.08 psi fv:Actual = 39.94 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.321 ft Location of maximum on span = 7.737 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.180 in Ratio= 532 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.455 in Ratio= 210 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum.Forc;es'&''Stresses:;for:Load;Combinations; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M tb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.791 0.137 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 1215.00 0.23 22.15 162,00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.712 0.123 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 1350.00 0.23 22.15 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=8.0 ft 1 0.569 0.098 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 1687.50 0.23 22.15 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 :: _:....:..............._.....__ _...............:: loo.d ::.... . . ... Beam :.:.:.: ::.:.:. ::: : .:..::.:..:::.: :.:.:.:.::.. ::.:::.:::. ::.: • : .. .. • :. :fib' _ 5 . .. : _. ._......:�:::�° ENERCALC INQ 1983-2015 Budd 61b 7 30 Ver 6157 30 L1cri# KW 06002562;: . . ;<. " Licensee am nppey,consulting engineers;. Description: (3)-2x4 Support Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Pb V fv F v Length=8.0 ft 1 0.953 0.193 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1.13 1,480.08 1552.50 0.42 39.94 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.569 0.098 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 1687.50 0.23 22.15 225.00 +D+0.750L+0.7505+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.870 0,171 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1.03 1,350.31 1552.50 0.37 35.49 207.00 +D+0.60W+H 1.500 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.445 0.077 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 2160.00 0.23 22.15 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.445 0.077 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 2160.00 0.23 22.15 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.445 0.077 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.74 961.00 2160.00 0.23 22.15 288.00 +D+0.750L+0.7505+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=8.0 ft 1 0.625 0.123 1.60 1.500 1.00 1.00 1.00 1.00 1.00 1.03 1,350.31 2160.00 0.37 35.49 288.00 +D+0.750L+0.7505+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.625 0.123 1.60 1.500 1.00 1.00 1.00 1.00 1.00 1.03 1,350.31 2160.00 0.37 35.49 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.267 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.44 576.60 2160.00 0.14 13.29 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.267 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.44 576.60 2160.00 0.14 13.29 288.00 Overall:Maximuin Deflections ;:.. `. Load Combination Span Max."-°Defl Location in Span Load Combination Max."+°Defl Location in Span +D+S+H 1 0.4552 4.088 0.0000 0.000 .e..1Cdi. .eaC)9t1$;:::>:;;:^;::;;'_.•;'.''.`s_:>=:°'<>: = `"? : <c :': Support notation.Far left is#1 Values in • Load Combination Support 1 Support 2 Overall MAXimum 0.392 0.438 Overall MINimum 0.115 0.143 +D+H 0.192 0.238 +D+L+H 0.192 0.238 +D+Lr+H 0.192 0.238 +D+S+H 0.392 0.438 +D+0.750Lr+0.750L+H 0.192 0,238 +D+0.750L+0.750S+H 0.342 0.388 +D+0.60W+H 0.192 0.238 +D+0.70E+H 0.192 0.238 +D+0.750Lr+0.750L+0.450W+H 0.192 0,238 +D+0.750L+0.7505+0.450W+H 0.342 0.388 +D+0.750L+0.7505+0.5250E+H 0.342 0.388 +0.60D+0.60W+0.60H 0.115 0.143 +0.60D+0.70E+0.60H 0.115 0.143 • D Only 0.192 0.238 Lr Only L Only S Only 0.200 0.200 W Only E Only H Only tL ( I I l • l t I ■ , I:t-4.r°i ' 1 'c l oAn. 4n4 t its ., S `• � I ;,s = o.a2o • (u,scs 3 Fe: efss 6 ) I • I I 7o✓vt • ill G 41,, Gel j✓B G,,� 1%(!,/•,9,�i • , I iM1/1C . V 2_,I tj' 0 I ,wipp .Govc ? JS i v , ) �!0 .I. I : : • I MGk T •,- �136 . , . . , \o I , (V/r -? ; i 1 / ' lu> P O SCI-e.(-) (5t1e6v, 116�A 1.5" rev,. 1n 1u D,r, • , : L2 ':C iet .`J ; 1.6:( Ile) ( ''1� .. itt ' IIpf ;.tioSc.✓e' ' redJ X2Iai / ti tit 5.d screws • >> (.6) 'c,11•16 sCve.b,), lAiro . o% Uvi ,t -do- cr4%4 aci4p112t7 r?.4 • Curb ajt4ro✓ - -e«✓L ' • _> use Ole screwsc / -o"• o(e . . . eU, - . ✓oo'( s-/�-/4�/Liv . ol% • 1.L Y l K TM RIPPEY -- BY VL DATE ���[[[ CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO /1 '2_6 Tigard, Oregon 97223 Phone (503) 443-3900 -- SHEET d 7 OF . - Design Maps Summary Report Page 1 of 1 MINOS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code , (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41476°N, 122.74487°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III f. ..Farmin f.... .... f....<. ,.£...... r,•.. :t Y,i =.{9Y{ €i:. rrte�,.. . ...,. ..�.. ......... ...........A,.,,.,.,, .:...,. ......,. :, r.. .:,,,,, .., ., gg'y�ty. y Yid. s. t�� ::'.:::��� <':tt;: `:5:;...:.. �'i.� tlf� ,..,. .. .......E ..... ........::. .. t..... ,,. ... .: >, „ .,. . 1:.,:<>, r� �<>.t jj ,k { v 3. 11.. 210 � ... <.:..::..-:.,.<;.._.., :. .>~ .i „, ,E� r g., c £, fi 3 ..- _ _ ,_:.. .. ........_ ._.............E .... ... .,. ..r..... . . .. J ,:iil: ff '%° V: z r�;`"a y X11 .. � 1� y ,>.-,:... 3 f r.:, y� . ... .,< ..... . . .. ,..s .. . . ,.... . . .. .. ......,.oa. --.. ... ..E;::;fson ;r4!'xis :F,. fz< ':. t s .,-:..:... :,:.....,,........,a .,...-....._, ..t«..... ,..a�7}.1 @C�V4tt7flC�.t:.. .. ,3.:. :.:c?>s.>.�f; >\.r</, ::::::: r .... .rr:>.: .:..•.•::,::.;°S;° r;i,>., ', . . '.c; ,<:.-...;: 5. E`i:F:' tu:':;:'j::Ciii5• ys:.: miapqueat:.,Y ass< �3e.,w.�:...:«.. ,<,..:.s,:,::.�..: ..._,:. Q�le�t.�3bn�e:�`....;+gz�:1- .10 ���.�, Q0esf f ,�,.: a'.... , �d.. S. - <,, (gyp... USGS-Provided Output • Ss = 0.972 g Sus = 1.080 g S05 = 0.720 g S, = 0.421 g S3„ = 0.665 g Sp, = 0.443 g For information on how the SS and S1 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. MCEK Response Spectrum Design Response Spectrum • 130 • 0.72 f,a5 0,04 0,77. . <.. .r. 0,'40. il 0.55 IT a e. s , N a 0:411 o,n G.44.. t3. 3 0.24 • 0.27 010 • 0.11. 0,00 0-90 .. 0.00 . 0..00 9.20 0,40 0,09 0_119 1,00 1.20 1.40 1.00 1.00 7.00 0.00 0.20 0,40 0.00 0.00 1.00 1,20 1.40 1..00 1.00 2,00 Period,T15414) Period.T f Sec) Although this information is a product of the U.S.Geological Suivey,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. httn•//Phnl_Pnrfhnurn-r. rr ncrrc nnu/rl •cinnmane/nc/cnmmanr nhrOtamrslata—mir irr lRrlotihr Q/Z(lhfll c . Wind and Seismic Loads on Mechanical Unit Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based on the ASCE 7-10. Hold down forces are calculated based on 0.6D + (0.6W or 0.7E) load cases. Wind and Seismic Loads on Mechanical Unit Windspeed:= 120mph Exposure:= "B" Vasd no (Is wind speed ASD?) Seismic Parameters :_ .720 SDS ap := 2.5 := 6.0 RP lE:= 1.0 Building Dimensions Category:_ "II" Roof Elevation:= 15ft Building_Width:= 192ft Building_Depth:= 1261t Mechanical Unit Dimensions Displacement:= "Fan Unit" Weight:= 10681b UnitHeight:= 36.4in Width:= 47in Length:= 83.3in Curb:= 26in Curb_Width:= 50in (Dimension for Calculating Overturning Uplift) SUMMARY(ALL VALUES ARE ASD) Method Used= "ASCE 7-10- Section 29.5.1" D = 1.068 x 103 lb - WWindUpliftASD= 4881b Displacement= "Fan Unit" (From ACSE 29.5-3) EASD= 2691b hseismic = 3.683 ft WWindASD = 821 lb (From ACSE 29.5-2) I I X= 4.167 ft hWind= 2.6 ft TWindTotalASD = 436 lb Notes: TseismicASD = —82 lb 1. Positive sign convention shown. Negative values indicate opposite direction 2.X equals the width between attachment points for overturning fr\trik c