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Specifications 7650 S. W.Beveland St. TM RIPPEY =g3;n= ØCONSULTING ENGINEERS Fax: (503)443-3700 STRUCTURAL CALCULATIONS RECEIVED PROJECT: McCORMACK NEW MECHANICAL UNITS MAY Z018 LOCATION: 7190 SW SANDBURG ROAD TIGARD,OR CITY TlGpRD BUILDING DIVISION CLIENT: McCORMACK PROPERTIES DATE: APRIL 18,2018 PROJECT NUMBER: 18140 TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1 SITE PLAN SP1 DETAIL SK1-SK3 CALCULATIONS Cl-C11 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR INSTALLATION OF TWO(2)NEW ROOFTOP MECHAINCAL UNITS AT THE ADDRESS NOTED ABOVE.THE NEW UNITS ARE IDENTICAL AND WILL BE ON SLEEPERS. THE CALCULATIONS TAKE INTO ACCOUNT THE WEIGHT OF THE UNIT.THE SKETCHES SHOW THE ATTACHMENT OF THE UNTI TO THE SLEEPERS AND THE SLEEPERS TO THE EXISTING STRUCTURE BELOW. .4���p PROF! ��� tiv om, O, GON UBit`��' EXPIRES' off ' GENERAL STRUCTURAL NO1hS . 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 e • LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER r c•S`\ ' ' 1/r I N 1/1.NEW WEIGHT: 187 LBS , Cs W T� ROOF DEAD LOAD: 15 PSF —Z';_1 ROOF SNOW LOAD: 25 PSF •• , ' •RECON ! ) EWIND XPOSURE B: 120 MPH(3-SECOND GUST) 7 / 20 �9 3 19 7.. 1 U R�� ' .► EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDMONS,DIMENSIONS AND E > R"lo. CONTRACTOR SHALL NOTIFY THE 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 CONSTRUCTION. 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 ITER.ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED, FRAMING ACCESSORIES AND STRUCTURAL FAS 1'iNERS 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 NO FED 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 REGISTERED IN THE STAI'h OF OREGON,AND SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. 1 K TM RIPPEY 1 Consulting Engineers By: JF Date: 4/17/18 7650 SW Beveland Street McCORMACK PROPERTIES Clik By: Date: Suite 100 NEW MECH.UNITS Tigard,Oregon 97223 Job#: 18140 Phone:(503)443-3900 TIGARD,OR Sheet: Ni Of: (E)JOISTS . .... . ,r ._-,,w0,00;414111 ,} .: ;i - P� ;E 4111k...::::::.•.-i- . � • . 11.1 :1 91 ® . s ^ m w r �1 r 7 . •�w rr r � -...i'',11‘1" TYP. .: °••♦ ,.•. :l I • ill . : • T .�.+ , • 40144 .:I.e. I (E)GL.BEAM 11 1 .: , • t •: ,4'1. df 4 ,r r A r r1r # • Ir : - •. • i4 ♦ ♦ •• t E4+ NIP .. . . . . i • TYP. NOTE; DRAWING IS FOR REFERENCE ONLY. SEE 1/SK2 FOR PARTIAL ROOF : FRAMING PLANS. :_ 10" N '` GINF�a��® ems ,, it, t ,REt 1 ROOF FRAMING PLAN ,p,� 20,1 'go6x --Y(e16H TURc'''' K 1 N.T.S i EXPIRES: ', + 1 i ,,I �1Y1`11 TM RIPPEY Z Consulting Engineers By: JP Date:4/17/1$ 7650 SW Beveland Street Chk By: Date: Suite 100 18140 Tigard,Oregon 97223 Job#: Phone:(503)443-3900 McCORMACK MECH.UNITS. Sheet: SKI- Of: i ' a), G4, (3 CE) aXto sc s75 /77. (5y8Xto (i ►/ `' OIG. '; 9 I im�> ComfvEc IstE�P€,R,5 TO < E ) / STR0‹'4t- 4.. T`S: w/ : /L ')< 51)'s,. SSMP1oN I .'I , SSE � i,1.10 rfb'Pa.�v€ wRsM Js ; � , � c� pPRO�C� ' (6) coeA 73 y ! ,I GN S __ , _vi ,,.� ; _ -'77 • `,I l ', I I I , : , iii ® ai# 1 ' i 1-I o/ , cf4 6i , ' 1 ' 2 I_ I I �- 1 - ' 'EXPIRES:b its I 1 I • • U UsE. ' )O V E-- I x a':' h N, f, `r TffE �f; unit -to P,r / .E.OPKt .WI // P.r, S c .CRS w ' NEt�J UNIT A IiR P. E-1SzDES ©F uii1,tT.'I; ( L41Ivs) PE.R: PL,4rs. M v/F/ Gam ' Ltz. I GTU(��• .)• 7O rS, -1-0 , 0stia p - VEL. 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A- nAzospa4ii C5P !Foft C5E)‘,Itaryk)‘: F6 1433psr 13®L NEAT cx_�, i • : 6 Sn E I I I I I I ,I a1 b.t.c' STI2-SS IZ O,7.qq2 i ' � ' I i I ! i I i , ! .�f 6'40 . P�t�LEf� Alt) �l ISPJ4 (t)r SP.eEaq o� i'1-r, � _.!1=1r (3) sots,-� ,�tv; I , • i ; I I I , I I f //g DATE 411 TM RIPPEY BY "�F "7 CONSULTING ENGINEERS CHK BY DATE 7650 S.W, Beveland St,Suite 100 JOB NO 11/240 Tigard, Oregon 97223 �+ Phone(503)443-3900 /4(._�.®P1/4 'YVF SHEET(, OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:17 APR 2018,4:55PM QQd File P%2018 t eo(s118140 MsCormaok New Mesh UnttsiSTRUCTUIRAL\CAL€ 118140 eo6 :ENER0'ALC 1NG t983 2Q:17 Build 1017 7 24,.Ver 10.17 7 24..: Lrc.# KW 06k02562 i; Licensee:tni rippey consulting engineers Description: Typical Roof Joist(Unit End) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set :ASCE 7-10 / Df*'a UV... l q°J Material Properties �i Analysis Method:Allowable Stress Design Fb+ 450.0 s E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Df0.02)8(0.03333) D(0�13) i et'h 2x10 tiii4 11 Span=16.417 ft App.Iced Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.03333, Tributary Width=1.0 ft I Point Load: D=0.130 k @ 14.857 ft DESIGNSUMMARY Desi.WOK' Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.282 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,122.33 psi fv:Actual = 58.33 psi FB:Allowable = 1,834.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.448ft Location of maximum on span = 15.698 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.346 in Ratio= 569>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.622 in Ratio= 316>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Max..imum.Forces&$tresses for Load Combinations 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 fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.344 0.193 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 ' 1435.50 0.29 31.35 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.309 0.174 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 1595.00 0.29 31.35 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.248 0.139 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 1993.75 0.29 31.35 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.612 0.282 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.00 1,122.33 1834.25 0.54 58.33 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Blbck Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:17 APR 2018,4:55PM File p120181 jeots118140 MaGarulack New Mesh UtitlsSTRUCTURA p.i9A.S118 40e06 WOQ;C� ,, S,tiIyM,,,,.. , °ENERGALO lNC t9832017 w1017.724,.Ver1Q17724..,.,; Lie.# 'KW 06002562 Licensee:tm'rippey consulting engineers Description: Typical Roof Joist(Unit End) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r Cm C t CL M tb Pb V fv F'v Length=16.417 ft 1 0.248 0.139 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 1993.75 0.29 31.35 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.526 0.249 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.72 964.99 1834.25 0.48 51.59 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.193 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 2552.00 0.29 31.35 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.193 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 2552.00 0.29 31.35 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.193 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.88 493.54 2552.00 0.29 31.35 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.378 0.179 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.72 964.99 2552.00 0.48 51.59 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.378 0.179 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.72 964.99 2552.00 0.48 51.59 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -Length=16.417 ft 1 0.116 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 296.12 2552.00 0.17 18.81 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.116 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 296.12 2552.00 0.17 18.81 288.00 Overall Maximum Deflections': . ..!. Load Combination Span Max.°"Defl Location in Span Load Combination Max.'+"Def Location in Span +D+S+H 1 0.6221 8.328 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.475 0.580 Overall MINimum 0.121 0.184 +D+H 0.201 0.306 +D+L+H 0.201 0.306 +D+Lr+H 0.201 0.306 +D+S+H 0.475 0.580 +D+0.750Lr+0.750L+H 0.201 0.306 +D+0.750L+0.750S+H 0.406 0.512 +D+0.60W+H 0.201 0.306 +D+0.70E+H 0.201 0.306 +D+0.750Lr+0.750L+0.450W+H 0.201 0.306 +D+0.750L+0.7505+0.450W+H 0.406 0.512 +D+0.750L+0.7505+0.5250E+H 0.406 0.512 +0.60D+0.60W+0.60H 0.121 0.184 +0.60D+0.70E+0.60H 0.121 0.184 D Only 0.201 0.306 Lr Only L Only S Only 0.274 0.274 W Only E Only H Only • • Title Bbck Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:17 APR 2018,4:47PIv1 Wood en File p1201$►'mieots118140 MsOatt k iewtvlechtlnitslSTRU9rtUfiAL1C LC8`fs�41feo6 . : .. i bi..�. ., . ;0t4ERCALC ING1. 2017,Build 1017 7 24,5/er{Q 177;24.. s Lic.#ilKW-06002562 Licensee:font rippey consulting engineers Description: Typical Roof Joist(Unit in Middle) CODE RE;F',`*RENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: ASCE 7-10 , t F* u wC 1 c f Material Properties Analysis Method:Allowable Stress Design Fb+ 1,450.0 ' E:Modulus of Elasticity . Load Combination ASCE 7-10 Fb- psi Ebend-xx 1,600.0ksi Fc-Pill 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0ii(x3333) IF 2x10 Fill Span=16.417 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.03333, Tributary Width=1.0 ft Point Load: D=0.130 k @ 8.210 ft DESIGN SUMMARY _ --..: ...- Desi•n OK Maximum Bending Stress Ratio = 0.744 1 Maximum Shear Stress Ratio = 0.254 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,363.95 psi fv:Actual = 52.64 psi FB:Allowable = 1,834.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.208ft Location of maximum on span = 15.698 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.346 in Ratio= 569>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.717 in Ratio= 274>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum;Forces.& Stresses.for Loa:'d,Combinat ons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb .Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.511• 0.158 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 1435.50 0.24 25.66 162,00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.460 0.143 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 1595.00 0.24 25.66 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.368 0.114 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 1993.75 0.24 25.66 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.744 0.254 1.15 1.100 1.00 1.00 1.00 1,00 1.00 2.43 1,363.95 1834.25 0.49 52.64 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Title Blbck Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:17 APR 2018,4:47Ptv1 Wo< i F1e P 12018 Ntajegts\18140 McCormack New Mech UmtsS8ThUCTUW+LICALC6118140 eo6 , ENEROAI.0 INC_1983 2017,Burld:1017.7 24,:Veh1017 Lic•#;KW 46t)02ti62 Licensee:tm rippey consulting e n g ineer s Description: Typical Roof Joist(Unit in Middle) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=16.417 ft 1 0.368 0.114 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 1993.75 0.24 25.66 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.658 0.222 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.15 1,206.47 1834.25 0.42 45.90 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.288 0.089 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 2552.00 0.24 25.66 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.288 0.089 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 2552.00 0.24 25.66 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.288 0.089 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.31 734.05 2552.00 0.24 25.66 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.473 0.159 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.15 1,206.47 2552.00 0.42 45.90 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.473 0.159 1.60 1.100 1,00 1.00 1.00 1.00 1.00 2.15 1,206.47 2552.00 0.42 45.90 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.173 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.79 440.43 2552.00 0.14 15.39 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.417 ft 1 0.173 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.79 440.43 2552.00 0.14 15.39 288.00 Overall Maximum D fIe #wns Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7166 8.268 0.0000 0.000 Veltical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.527 0.527 Overall MINimum 0.152 0.152 +D+H 0.254 0.254 +D+L+H 0.254 0.254 +D+Lr+H 0.254 0.254 +D+S+H 0,527 0.527 +D+0.750Lr+0.750L+H 0.254 0.254 +D+0.750L+0.7505+H 0.459 0.459 +D+0.60W+H 0.254 0.254 +D+0.70E+H 0.254 0.254 +0+0.750Lr+0.750L+0.450W+H 0.254 0.254 +D+0.750L+0.7505+0.450W+H 0.459 0.459 +D+0.750L+0.750S+0.5250E+H 0.459 0.459 +0.60D+0.60W+0.60H 0.152 0.152 +0.60D+0.70E+0.60H 0.152 0.152 • D Only 0.254 0.254 Lr Only L Only S Only 0.274 0.274 W Only E Only H Only ' 1 , Dg.SrG'tJ c-IF e.t VXYJ() APpLz s m-a-- �P.Irb pRMrJrovr Ar ,I J O, i F®Pzi— >PP fR,oM w=Nl) W; a6i '- (4 ) ePur°,C! i E{Eli G/1r ©P U J1T= '3.,q' I I , . 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Wind and Seismic Loads on Mechanical Unit Windspeed:= 120mph Exposure:= "B" Vasd:= no (Is wind speed ASD?) Seismic Parameters SDS:_ .723 ap := 2.5 RP:= 6.0 IE:= 1.5 Building Dimensions Category:= "II" Roof Elevation:= 15ft Building_Width:= 150ft Building_Depth:= 95ft Mechanical Unit Dimensions Displacement:= "Fan Unit" Weight:= 1 871b UnitHeight:= 41.28125in Width:= 13in Length:= 37.40625in Curb:= 3.5in Curb Width:= lin (Dimension for Calculating Overturning Uplift) SUMMARY(ALL VALUES ARE ASD) Method Used= "ASCE 7-10-Section 29.5.1" D= 187 lb WWindUpliftASD= 601b Displacement= "Fan Unit" (From ACSE 29.5-3) . hseismic=2012ft WWindASD =261 lb (From ACSE 29.5-2) h = 1.866 ft X= 0.083 ft 3 Wind T4i ,, l Notes: TseismicASD= 2 x 103 lb 1.Positive sign convention shown.Negative values indicate opposite direction 2.X equals the width between attachment points for overturning G1© 4/17/2018 Connection Calculator Design Method [Allowable Stress Design LASDrn • 11 Connection Type ` Lateral loading !I Fastener Type i Wood Screw !1 Loading Scenario 1 Single Shear !3 Main Member Type [Hem-Fir mmm — •, Main Member Thickness 113.5 in. •1 Main Member: Angle of :, Load to Grain Side Member Type Steel w Side Member Thickness [20 gage •1 - x _ Side Member:Angle of m �> Wood Screw Number 10 0 19 in } Length l2 i ,,.,.. w .. . Load Duration Factor lC•`Dw— 1.6 �....v.,.,.w.��,...�� �.k._�.� : w.. Wet Service Factor 1.0 M = 1,0 •'• End Grain Factor Temperature Factor C_t= 1.0 • Connection Yield Modes Tm 760 lbs. Is 246 lbs. m- TT 310 lbs. IIInt 333 lbs. IIIs 159 lbs. IV 223lbs. Adjusted ASD Capacity 159 lbs. • Wood Screw bending yield strength of 80000 psi is assumed. • Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in. are calculated and rounded to the nearest 50 psi in accordance with NDS Table 11.3.2. • Length oftapered tip is assumed to be two tines the nominal wood screw diameter for calculating dowel bearing length in the main member. • ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in.thick. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.Support fpr development of the C Connection Calculator was provided by American Wood Council. httplAww.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design method=ASD&connection type=Lateral+loading&fastener types=Wood+Screw loading scene