Loading...
Specifications Lail f -7 ("0 5 7650 S. W.Beveland St. TM RIPPEY Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS PROJECT: McCORMACK NEW MECHANICAL UNITS LOCATION: 7190 SW SANDBURG ROAD TIGARD,OR 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. s0. ® PR®f� GON ��-1 20,14 -' EXPIRES' , 6 • GENERAL S"1'RUCTURAL NO TES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAF I'ER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION e • .511' • I • LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER G.\; Ito NEW WEIGHT: 187 LBS 1 ATeP— S ROOF DEAD LOAD: 15 PSF '_'� �� "� ROOF SNOW LOAD: 25 PSF • - REGONb\/)7.41 WIND SPEED: 120 MPH(3-SECOND GUST) �� (,/ 20 �q9 �,-', EXPOSURE B '`�� I U RS��' EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND E i-i 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 NO TED TO BE D.F. #2 OR BETTER.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-11E 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 TED 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 TREAl'ED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. MECHANICAL: THE CONTRACTOR SHALL COORDINA 1'E 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 NO IES,BY AN ENGINEER REGIS IERED IN THE STA1E 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. TM RIPPEY Consulting Engineers By: JF Date:_4/17/18 7650 SW Beveland Street McCORMACK PROPERTIES Chk By: Date: Suite 100 NEW MECH.UNITS Job#: 18140 Tigard,Oregon 97223 Phone:(503)443-3900 TIGARD,OR Sheet: N1 Of: 'y tk I (E)JOISTS • if Aft-Wilet © ....•••""•• lI '`1 1' i K • . TYP. ••'` lil l _.... 7''a 'rte ti I c4314t c t[ I r, V (E)GL.BEAM i' 14 0 in 1 4 I :i i 4 6 I. JJ.:. j Z ti. '}Q .,...••. • ifillk ,g -.- WY ® .'. .. .... .. ^` .. .... y S TYP. A i . NO'l'E: DRAWING IS FOR REFERENCE ONLY. SEE 1/SK2 FOR PARTIAL ROOF FRAMING PLANS. ` ` N e"'"" . 1 ROOF FRAMING PLAN 15 a'4,/ 20 �9q� SKI. N.T.S [EXPIRES: / i - '1� TM RIPPEY 1 1Z Consulting Engineers By: JF Date:4/17/18 7650 SW Beveland Street Chk By: Date: Suite 100 18140 Tigard,Oregon 97223 Job#: Phone:(503)443-3900 McCORMACK MECH.UNITS. Sheet: SKI Of: C ) Ge. 6Fi C ) c?X/0 701575 (5'Y8 x i ) k. i S7Ru Cph, SLEE('£R.� ro ��) r.,,T ,_ -srzsrs w/ NEGr 1 y/" c 7?0 s1S srm POru ' scizE,K, Alvo NoPR ./E. wAst4Eks �p pHurt, / (6) Lr4. to s . /, °�� 0 1 N 4 n 119,:p G99',20 A .3 II if TURO''?" 'EXPIRES: j ♦ 'to U E USE, ICJ k�gx/ t X X1 "PM, uN=r 7'o P.T, ^' SLEEKS,• (Li) NEW X CogW..RS OF Uar7' w/ P,T, S I .FER N ESP i+ k E25 ( c57-tiSzDE.3 NE Ia) UNIT Ani L� Gl. z F f'Ee. of uNzr (a Loc.47roNs) FSR PL }N. Mr VFAcTruR . 1PE�Pau u _ p Pip_r re4 t,.. Ft )6 f/-4,&) V.,r. CSlid 5l'4LE,; '"`Jlr " NOTE: ALL WILT.S4., PRooFrNCs f�Y ©THE1-. . GdNr C ' 1-0 VER.zF 1 E.f4C.T Zo, ► aF U 4 oft)(5 Si,--n) OF oa r. 11\/-1:\_ 1RIPPEY BY ,i� DATE q/�7/IR 1v1CONSULTING'ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO IV(4O Tigard, Oregon 97223 Phone (503) 443-3900 ✓IC.,C ?..M.4C,/ `N .t) (V1 -L_ U/017`S SHEET SA-c) OF Uf., rnrr ii WA ) 4 USE, 5r v ®rel 5Ms '542t.rs,Js w/ NED(' g-F:s 4 C s r 0 Sr&4? 10 606.1 lriKr caevitoiki srP.t4f-' 70 0 atr. 146 11 ERA>ERAof UNri. ,_ duzmurik or (a) lis 5 CREWS "'W/ SPP , n1 W1451-fE4 -11NT-0 ,t h E�JO of 5z.s .PE, , PEO �r1Y� 44�_ • uozr CEP.. , / _ 't � ["�\ ws4F s II __ II .mow _ mss® ��rrrrrrr,�■► 7 7::272---7. —ri P:r, 56 EesEeu I CE) pi_yt d 1/4''')c e, ,t ?Lk. PLAN. SC rtlX4 f Sbs - p .h.„.fri.-P--) Pte.ptfifj rt l ill, OC- (*) .l glefC. I 1\X _E) TOTsr a 4 ___.,� off: SA u D st�EPP,2S c�v��. A Mztnurr� - + 4 bk (3) (-) Torsi. C.E& VVc 1 CnU r y' '— r'_ -• Wily 9110 !U P 0 • c 9,�A''/ 20,1'9q0°. 19 TU RNe'' EXPIRES:6 fi3' f 0 0 5 E.C..r.E0A) ' ILAK TM RIPPEY BY ai DATE 'I/g 7/t V CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 17/10 Tigard, Oregon 97223 Phone(503)443-3900 Me_OrY.61Ai .;- &l F!til M E,(...1;-/, ()orTs SHEET 51<3 OF Pr- DES (,A) (..R-C] A bP,c : 71 1O S W SAn)b6uP-6- ROAD T 6 ! k OR, Milk) u&MT : til X Z - c. ,®N/V Z • W 11r = 117 2-83 tfEr G.47- = 41 1/3a " _ 3, Y., O§'t__ It/ D7-1-1- e 13'1 1.C,13 !c6 GEnt6114 37 1/3a 3./ b Di.; 15-p5p V (ao meg 06P F £xPosur,e, ] S G/0 � K GIA-V ry '5'0 rsrs 4R €,_ ax/o; e 1� "% 'PA►. = 16 " uNxT z I'7 I-B woob z a (o,a5aX 1 a.a 5) = 6.17`i ft.f w t (1 L'e X 5'i5F,-"1-a5 P,F) z ao PLE 1- 33,3'3 PLF , f)1._ 5 ®L se- r�rNs,^nuM oV� 3 fO .Lrws: 67,Co(o usc_ 'Z' 6, l71 P_F (3')e IV.Saar Les + ao L5s si 7Y�T-/ L w�G I?r ab 7LBs -t-- t€ _� Tarrn. Lz1D .R07 tis A, , X (907 t435)(518)=13o LBS 1 3,1a MropLre- sor9rro,K£S /'''6R.Pz aoAap_ 'tL rtf (:::.F vLJr3 5PA+ue (6 8 - a (/,5g)) 16a 4h67' 133L8- w(+E. J unit?' Nr446En ✓P J e vJYFJJ t k c���GINFt� 1.5ra 4t .0 ` O' CO .' i3Eo rv6 g as R 16): ©a6,laoi9q' ,bs/ O?5� ,(O20,x, Foya 10. 0_ BCfo7/ g' 7URv EXPIRES: , ,1[M KTM RIPPEY BY IF DATE y/ 17 it? D CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 SOB NO I g 110 Tigard, Oregon 97223 Phone (503) 443-3900 Q1 M1 %*. - /1/I uJ f 1 F`1. f 0Air rS SHEET I 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 2018,4:55PIv1 Fid P 12018 Prgeots118140 M3Co inaek New Meati UnttsISTRUCTUliAL1CALCS118140 eo6 W40d �� EI4 R..CIILC,iNC..1983 2017.Budd 1017,7;24,Vet 10,17.7.24 Lit. #7:KW-06002662 Licensee: m 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 q11 Material Properties 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-PrIl 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(0.02)50.03333) D(0113) 2x10 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 @ 14.857 ft DESIGN SUMMARY Desi•n OK' 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 Maximum Forces&Stresses for Load Combinations ..', 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 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 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 V�l0od Bealm ' Fid P 12018 Pi jeots11814Q t4 Cormack New Ma h UndsISTRUCTURAUCALCS118140 eo6 PNEf2:CALC,ING:1983 2017,,Bulld 10.17.7 24,Ver10;1J J 24 Lic.#t:KW 06602562 Licensee t tin rippey consulting engineers Description: Typical Roof Joist(Unit End) 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 Pb V fv Fv 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+0.7505+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 0.378 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 OverallMaxiti um Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.°+"Defl 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+0.7505+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+0.750S+0.450W+H 0.406 0.512 +D+0.750L+0.750S+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 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 2018.4:47Pt.1 i sk P 12018 Projeets118140 M3Corniack New Meth Units\STRUCTURALICALC3118140 ee6 WQOd �ea ENERCALC INC;19832017 Bu1kt 1017724 Ver;tO17724 Lic #:KW 06002562 Lrcense tm rippey consulting.erngineerss;; Description: Typical Roof Joist(Unit in Middle) CODE R; FERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 - Load Combination Set: ASCE 7-10 b F PI v f5C 1111 Material Properties Analysis Method:Allowable Stress Design Fb+ 1,450.0 E;Modulus of Elasticity Load Combination ASCE 7-10 Fb psi Ebend xx 1,600.0 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0 3(( 3333) b b 2x10 1 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 iVla durum f=orces& Stresses for Laad Com�lnatlons;;. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb .F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.417 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 5. , Titte 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;4:47PM Nle=P 12018}'roleots118140 McCormack New Meeh Untts\STRUCTURAL\CALCS11814t)ec6 �11ood Beam . -. ENERGALC,INC..1983 2017„8mki 10 i7 7 24,Vet'i0;17 7;24 Lic # KW=06002662 Licensee frit;tippsy consulting engineers Description: Typical Roof Joist(Unit in Middle) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M tb Pb 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+0.7505+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 1206.47 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+0.750S+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 0.473 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 OVeraIl:.MaximUm Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7166 8.268 0.0000 0.000 Vertical ReaC IOnS _ 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+0.750S+H 0.459 0.459 +D+0.60W+H 0.254 0.254 +D+0.70E+H 0.254 0.254 +D+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 CD v s E,F„ m R-rl#C.P tt PRZ6J7u,Jr Ar t NO FO14{'Pt zP fRorvt wt is6I kgs 0-sk) fPkir,,. HErG14 �P UiJtT= 3 `l •• CD ^p 1 V . t --- paua-=:.tee:-.�.. •$�..------------...'.. ¢`V �V, OTM = 1"C/R)r (/Gli-es)(1,7a1) 3.kN' c' a61 Lg!i 11.741 A As,= Lt`I'8.9 F6 O Asr ° 'f5D`es.I 13„ 7`tN5.70Ai FoRC,Ez 1/50/-e)546)/(137/0796) -rosriy.4 Fo, . z Lt 157,5"2.BS (e-®rusER VMr-vE S t›N 1r y4FaL A50 =N7,�,Cou Nr DI. OF ur4rrTo KE. ) USE (a) SG2.E.,v TO RE.Srsr TZtUStaaJ 51r TI JJs JAJ Fore..C.E./56.R.,S.t/1 =-S LfI sus/a= a08�8% LLP s Ate. P.T. 2I ,4 USE. 1C-,vl Fro... uss. (S e, GRAv=TA( d.it.3) TiADL . 1a.a(5 ViMP 5GRc..4 '4:k IO _ 100 LBS/m&) " =' uJ xe..b x ( PPJJ) WI 7. (I00L6S/in` 1.6)(O") wrJ. til' : 3 dO - S a°BLOS ' O,( 3 Cit..65 USS. (I) i0 X a''i aJ d' ). A-r ALL Foul Gc.p.NERs a7'F U j Pgo11-DF-➢ TM RIPPEY BY "SF DATE 4-111711R 1--"\A CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1`'I Tigard, Oregon 97223 Phone(503) 443-3900 /fC.COR -! = A)EJ J ME.G14 t..JnJ.1 i SHEET c 7 OF UE.s &u CWF C K ivJd-_- P� co1ua 5 rel$ 4F LT. a6)1 L F6s Ci7,vb Ast (2-.st r By C/4)s6 R6,1 65/4 c fog," ,7/_... / $c.R .KJ. A 0WA S& & cAPA ..=rY oF' 1-10 5CRq.,,L J x d" PE.N. -VN TO f na()Ai 00 GA, ielivo 4x,-1 P.r 159 LBs (5Er CoNNEGrDD) PP o,roUr) AT Lob, a* AuoWI43 LE. 14PPt ,, 4‘,1;41'," C, ALL- 44 Cory % of UMrr, UsE *to it a "A4=0). PEN sn)ro 24)<4. P.7: Woo® 5.6e >SmINt DG 4P� 1 a,o„ ,f i c yl.a8' d dr.,1 Lg5 Crart-1L S EAg.) C40 ( /ai )= 59, 8 yl• 8'I taste 60 FOP, t.EJGA.) fugPo ,5 aG i Les/a = 131 LE5s r rv. = f31!LQs 5p T"A m _ / Ts /a51a �� /my/, > lid.i 1311-65 1c..c5e,,, ti YE' �YP . 13►ygS Ti�so = co's(Cr99 rr6,5c1 RcQL6s riot it*m'w®wJ c Sr PrP Au-O(cJf! &E T .,& 1 L04.z.. 1030 4-65, wNEn1 U3=nJ Uf) Icd' s04re,S ZNro 11F, ASSu £ t r--'rtum (IR) NHx•Ls "pr �14GE1 .1D OF 5GE. PP-R. � OF v314, 1.-S. � .0, 4LGO(A.06LE. /04b = n.:7. n/,=4„s .N •rAc3,�, ?< T4e,L€ Lop-C) TIr X 11 3O LBS a aig liG Bs (MC>) 9 vas > a‘a yep ,(.SE... as... s ?O Tyr M PsonJ_ 7-R P MZNsM uM GF (00 /Od NA rz., E/4GI4 END of 'S2..E ..P ? , L ExcH4► . N4 . -TO ' 5LRE,0$ AND N PP e_ vJASM ILAKTM illiPEi _ BY DATE1.1/I 7//V CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO I$7/40 Tigard, Oregon 97223 Phone(503) 443-3900 I MIqC- ' IVE) f 1 i11. U,urr5. SHEET 04 OF i Di✓S ic) G. )-ECR WEN®,.AePt f,0 ('`97) ._ 514-E,A PoP,CZ. e, Tot) Or uarr a(c,I 1-BS 455 0 wtE.,- 6.1) Sr s' J% VEK Sriz0P. d6 i t&s/1 Sactils fohr d 65, 6L / 51+Esx ovi. r4L ..... E J z✓Jrn Sri & FI 1 Od rte 4. 75 - a HS" " use 06, 5r'ls 0 0, CP" " SrR.M-P- a®GAuGe = 30M4:LS ALLowA,-st.E. 514LA . % c.wz 96- Les 915-2-& >0,5 @5 L6S USE Ca) 466) St4E.ET' 147,71.1/- 5 I $ FOR EaGMM STR. .C, =1.'70 ()NZT. -1.oc..--k-0..--.0-/,It-- C vJ s' CoraNEyTrorV OF S' QE AS (E) 3-o3s7s e. I(o"2. - i Iri 1 •11 mzw, — w— .o ,Jf0R�e,, = 24/5:61...b3 Zrt) 7 Ei $ GKs o r t, Akr. r �S C.-EMMIZSP. nti > ZI 1 (rntPO M'*'t 1'Li. foR,L-1.U, 611414-i OF 5G .Eu) 'LJOur.A 6 onn-g=15 u'rE TT, r€n)5. oN caPA 1-Y. FOR DE,s7-.6PURPOSES /;surrte._ ofUL-.y a -.,Qf CJS 641\J TAKE, r ►5zo/V TENS)fbrzC � c:ka,(,Jr. 4/5"45-4-Mf.a _ a0 S 1.-BS Pr= 3% f ASsuAt 9/4" PLY 'f d'linzvU EMBED NEED =6..1 'I usE sztvMP®N '/1 )g s 5C.rz AAJ WtrHF4)21qwL col4c.,z,zy _iv OF m 3` Gbs c lvoa.0104- 4-Ex . C.L Card �. /.Co • 3 9 a'czs 0.6) 6 3 a L_6$ /4/.401,.//41,3/...-A" USE.. CO V'1 "x' " bs srrviPSortJ s62 uJ w t3-e.P., E-4CW sLEEPek.. 42-r6iJS ovE,e. E.Azsr,=JJG S'OSSrS. i[E JL\Y/JIB/� . TM RIPPEY BY 7F DATE 1//X19 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I SJiO Tigard, Oregon 97223 Phone (503) 443-3900 /I/LC—MN/46K- /UES Y E,G/4 U Nr SHEET C 9 OF Wind and Seismic Loads on Mechanical Unit 0A) oNzr 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" "no" Vasd (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:= 1871b 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 = 187lb ___ – WWindUpliftASD= 601b Displacement= "Fan Unit" (From ACSE 29.5-3) = 2.012ft hseismic — WWindASD = 261 lb (From ACSE 29.5-2) hWmd= 1.866 ft X= 0.083 ft 3 Notes: TseismicASD= 2 x 10 lb 1. Positive sign convention shown. Negative values indicate opposite direction 2.X equals the width between attachment points for overturning ir\/1?k. c/a 4/17/2018 Connection Calculator Design Method Allowable Stress Design (ASD) ♦ i Connection Type ,Lateral loading ..:. .......:........ .,.... ::.,...:::.,.,..:._...:.::.vM. •11 Fastener Type !Wood Screw ,<1 Loading Scenario !Single Shear i Main Member Type Hem-Fir ♦ ; Main Member Thickness (3�5 in. rN,mm ♦ Main Member: Angle of Side Member Type 1 Steel :.,... ._W.x_....,.. .II LSide Member Thickness 120 gage m _ ♦ 3, Side Member:Angle of »»» mm WI Load to Grain :,.. .: WoodScrewNumber (10 (D = 0.19 in.) ♦ ' Length 2 in. • Load Duration Factor C.,..D.:._:..1.6 m.., w:....:....::........_.m:..........,...._ �.::._..... ,.::: ::1 Ret Service Factor �C M 1 0 1 End Grain Factor C eg 1.0 .3' Temperature Factor €C_t = 1.0 ♦ ;i Connection Yield Modes Hm _760 lbs. 1 Ts 246 lbs. TT 3101bs. IIIm 333 lbs. IIIs 159 lbs. IV 223 lbs. Adjusted ASD Capacity 159 lbs. • Wood Screw bending yield strength of 80000 psi is assumed. • Dowel beating 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 of tapered 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 crude 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 for development of the �, ' Connection Calculator was provided by American Wood Council. (� http:/Mmw.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design method=ASD&connection type=Lateral+loading&fastener_types=Wood+Screw&loading scena