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Specifications (4) MEC2o23.001gq 11O9 SW Dur haw) OFFICE COPY RECEIVED C EIVE 7650 S.W.Beveland St: TM RIPPEY Tigard,Oregon 97223I CITY OF TIGARD CONSULTING ENGINEERS Phone: `BUILDING DIVISION Fax: (503)(503)443443-37003900 STRUCTURAL CALCULATIONS PROJECT: PACTRUST-CLARIO TI-RTU sIRUCTUNL ,�39 PR0fEfJ/ LOCATION: 7204 SW DURHAM RD#800, 44, GINE�.+� O,y9 PORTLAND,OR 97224 � ! / 8512PE� CLIENT: PACTRUST 512FiE OREGON DATE: OCTOBER 03,2023 �9 oti /O +P 9.2 4 PROJECT NUMBER: 23251 fy�q KY L E W tk°\, EXPIRES: 6-30-24 TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N 1 DETAIL SK 1-3 CALCULATIONS C 1-11 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES DETAILS AND CALCULATIONS FOR THE SUPPORT OF A NEW ROOFTOP MECHANICAL UNIT. a GENERAL STRUCTURAL NOTES CODE REOUIREMENTS: CONFORM TO THE 2021 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2022 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: UNIT WEIGHT: RTU 1—CARRIER,48FCDM08A2A6-0A0A0=743 LBS(MAX.WT=886 LBS W/CURB(WT:143 LB).) WIND SPEED:97 MPH 0-SECOND GUST),EXPOSURE:B SEISMIC IMPORTANCE FACTOR Ie:1.0 SITE CLASS:D(ASSUMED) SDS=0.680 ap=2.5,Rp=6.0 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE 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 CONFORMT WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15%. FRAMING ELEMENT SPECIES&GRADE BEAMS AND HEADERS(4X OR SMALLER) D.F.#2 OR BETTER 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.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. ALL FASTENERS IN CONTACT WITH FIRE RETARDANT LUMBER MUST BE HOT-DIPPED GALVANIZED. 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 STATE WHERE THE PROJECT OCCURS,AND SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS. .� /\. TM RIPPEY LYl Consulting Engineers By: AP Date: 7650 SW Beveland Street Chic By: Date: Suite 100 PacTrust-Clario TI-RTU Job#: 23251. Tigard,Oregon 97223 Phone:(503)443-3900 Sheet: NI Of sspUCTUR,L k �C tslN � Oy9 _-.. M-,,,_ tt"° ' •FTC 26'1 - / 8512PE1 '4•----! 1 I ���. 634x3W � 1 -.'4 — .----.0-- -- - . OREGON ti \ A2 l` �_r , _ \._ M _ -'O I'Pe$ 9.$ ._ .1 25 j } L_ f ROOF SLOPE fyGq KYLE W E��E I 1 ` (E)ROOF TOP UNIT Is,12 ± I 1 `- r"z• `,I I (E)GL21/2x161f2 i i` lv (E)GLBIiAM EXPIRES: 6-30-24 �(g _ PURLINS@8�-o•orc T laN —, *or--er t T—CB I v [26 / NEW ROOF TOP UNIT _ �I- "i (E)2x88U$PURLIN i'o N ATTACHED TO NEW @2'-0.OM. 1 C.1 CURB(RTU1:886 LB MAX) ' 1' (E)OL.BEAM 6%x2d � �_ , �',, 6�2313\ `t)'J, I4� (E)GL.BEAM I .fit•L-P.g (E)ROOFTOP UNIT , o = ���`„. . I� a `-I — �-- 271 A)1 lirli... .,,..,.._,..__1,_,..:\;79:1;1/07 p' --*f"--: I / fir )'- I 1:-._f 1-- d r2 I SHEAR WALL (0 (2) I'ti {l 0) AREA OF WORK 114/`. a o,,yt ib/• 25'-0" ry a 25' 0" 7 37'-6'' L_411/ '-0 , 45'-0" (I) KEY PLAN -/J" n't NOTE: -PARTIAL ROOF FRAMING PLAN IS FROM ORIGINAL DRAWING SET AND FOR REFERENCE ONLY.TMR NOTES ARE BOXED. -CONTRACTOR TO VERIFY ALL THE EXISTING FRAMING AND REPORT IT TO E.O.R.IF ANY DISCREPANCIES ARE FOUND. 7204 SW DURHAM RD#800, 1 PARTIAL ROOF PLAN PORTLAND,OR 97224 1111 SK1 I K TM RI PPE Y By: AP Date: lYl ConsuitingEngineers PacTrust-Clario TI- RTU 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 23251 Tigard,Oregon 97223 Phone:(503)443-3900 Sheet: SK1 , PROVIDE(N)BEARING ALIGN LONG EDGE OF BLOCK UNDER CURB AT CURB ON(E)GL BEAM. (E)GL.BEAM IF ANY GAP IS PRESENT. V/////�L �V/ '//f/// 7, ////////�, ���///, Imii...vrr,r.rvy?. ••.{r�?..}';.:��%is r•tir•.: r.S..fr.•�r>�$.r. fr,{.h'•f}mr.•fr ryf•1 I ::i i},i?v:figar. �?rys;{}egi ii: ?}ii SJ•{:4•:};r}1 Y.;{.;f<::••r,$•i:•r•.gt:iiii .f•. v:::?r:w'r,••}:r •. r 4 r..,,}p r•h ,} rh}}:y.;:}v: r.•h.,.• '•} '•ff}<•}:".}}r? +:f?ry'{5•v�r.`s•}}:•:{•`.{`'`:,•i.'{}'.fK,'.:iimi :?.l.'-r�'.-`'r!`''n':ef. + r.,r•••:w' }'r.•r.•:':�•;.tzlfi'T•C+::.{ ■: 7$: ;'.�}::31 r�r':•n{fi',}$ :{J.rrt, i fir I:Ks: v r{ f y`rti{`•r:°{>g:fi:v:S i{'}` :4fx•:••r, :::*::4v}{.< ::::•ivfy :.•xiii •r}::::w r}:rV .{.v fai}•• fr` (E)GL.BEAM PER ii:ny'•r::r.:•;;'§iiii:i t : :!K::.c:r 5,',:��J•.'; a:;:?...:,i 1?.:.r/j ` ilii:.r<?i r. 1/SK1. A:?:Ei•ry::•}• ` r' }r`°r` r': (E)HANGER :s:'::�:rf,,::..•.:J RT"U g�SUhI�LIER � {,.,:h,f,,,::.; /•f,',•:?`:%i,4.x.:• ' rt1, ;rrf,••+r•: (SIMPSON HHB }•.}:*:::?:::::}r. MAX WT $$6 LB ` `.h'::'< :. 2.6")(VERIFY). I}:-ti {Y : .F...fi is rr :hr: (E)HANGER �'}}ti.i;�}�::r•:�.:;,>.yr {, .}.."....�:.sir.r�{f.h.,r:,1?••fir>�iff:+r3k.•:.;•�•:.•,'#;•r n / •.: i::::':::::i:W.•.;.:;:}r of ii:l'i rir Asi:i!{$ �jk'iii:,:,: r::•}: •r�'•}J':: ♦. (SIMPSON"HHB 2.6) r.6' •}}•>{;`h•1Jit.:..:*ii}:; 9 fJ�:lf:7f: J. iie.a.•:.MA:+1'52:1'Tf n (VERIFY). .f ::rarer;�.: , .:4 : J h..f S NFr�h `r; :r rr':!{;"":•ffh}'• { .,{r r•.r:f v •:'r}.r�+}�i:Y�v vhr yhvC rn•. ',{ru•• -•.:.:e:frr••'••q{X.}fr{•?fy{::::!* .Yrti-•riirfrY., ...,: :-TFr+T}{.•: FrrrF'•'C•Y:'v4hj{' IJ:.. {.�•J :: h :: r:r r•. r:�•X• /` v ry v. ..i;:•.:.}:r:•::•:r:;r;•f l•�•i.•'•i}:.•r.{ryiq rr:.. ; ,{:;.?�:•:i{i:f.}r:: V�;..}�:•: aiiiii ,{{;.yri •�,fv5.gilleit:Rifiii5;. Irti':$ i::?.•Jv.'ii{•k jv:ti } J J :f �JV ♦r 1.r i•.••• }h ', :1*: : r} „'•`r: r.::z i it rr'i{v+:44:•':::: :'r i fr}pi ,�'•Y`• , .�' � , �i /,irk' .•`° (E)PURLINS PER �041: : ,:ryr r 51 r::}i fv`:?{v:}: S+{ri rr,:is`l :r:i:0�4:::: 4,..::r,vh r{r{:.rf. r: :}. f,. ,}f,�v?'i.v..;h Far }, r} 1/SKi ry: ::`:P f g•.5. r}} r:.ffi: 4Y:.}}vf,{{r :., :,{:..g 'Sir.�.{f}'rtifffa'•k�,:}:�:.�,.}r•;.rrkti f frY�}L�fy:v}i{^�':ry•'Y:�i. v::;i?r,:v'::M`^'{: h•{ti:1• :•::: .{*•::%v+.{ti', :::?i:::•{m`4:::`}}:Ynti.JlirYNhx::v}:.$4::r':�:•:ss%•'rvh�. ••f i.,.'4..A v.r.:•:{}•:::{Kf{fi}v:{ }:1•:fv:::,"":}'f`0z:•-. :� •:1).h,} Y.1•:50 I/I!•r•}:::.:§ V:•ti.Y:{•J•SV•Ifr}lfr ::frlJi{{�ti :••}:YiiK: : hf: v}S+r ::: :::: :::•:{!.•:•; OUTLINE OF CURB. ...+ .�`.i'.�.`.�'�' ..�.��. UNIT TOBE CUT(E)SUB-PURLINES LOCATED OVER AS NECESSARY FOR ®`-r PURLINS/HEADER INSTALLATION.HANG < AS SHOWN CUT END FROM NEW HEADERS W/SIMPSON TYP. "L US24"HANGERS. INSTALL 4x6 DF#2 HEADER TO ALIGN WITH(N)CURB.PROVIDE SIMPSON 'LUS46'HANGER AT EACH END WI 0.148"0 x 3"NAILS ALL HOLES. g/RUCTWm( \0.pPR Opts, / Cq 8512PE ( X�14 8'-0"TYP. 4 OREGON ti M /O 94CH 9,20 �� fyGg KYLEW E‘\cV NOTES: -ALL WATERPROOFING IS BY OTHERS. EXPIRES: 6—30—24 -EXACT LOCATION OF THE UNIT PER MECHANICAL DRAWINGS. -INSTALL NEW FRAMING PRIOR TO INSTALLING CURB. NAIL PLYWOOD SHEATHING TO NEW FRAMING MEMBERS W/10D NAILS @6"0/C. 1 RTU ROOF FRAMING PLAN SK2 N.T.S. liYl�`K TM RIPPEY Consulting Engineers By: AP Date: PacTrust-Clario TI-RTU 7650 SW Beveland Street Chk By: Date: suite 100 Job#: 23251 Tigard,Oregon 97223 Phone:(503)443-3900 Sheet: SK2 v 3l,a f 1441 EITHER 13 SPACED I oa ESOTI I WAYSTYP. MECHANICAL UNIT BY 6 OTHERS. 16 GA.CLIP IS CAME SE3Su16 CLIP NT9. 16 GA.CLIPS W/(8)#10 TEK SCREWS PER CLIP,(4)CLIPS REQUIRED.SEE PLAN VIEW FOR CLIP LOCATION. ;will ,4 ,i T 1. 0", TYP. WOOD BLOCKING REQUIRED. VII CLIP LOCATION(4) TOTAL. FLASHING AND INSULATION NOT SHOWN FOR CLARITY. WATERPROOFING IS BY OTHERS. MECH.UNIT OUTLINE. ATTACH NEW CURB TO(E)JOIST PLAN VIEW AND NEW BLOCKING W/#10 N.T.B. SCREWS W/2"MIN PENETRATION MIN.1 1/2"THICK x 3 1/2" @ 1'-0"0/C,AND 0*-6°FROM ENDS I WIDE P.T.LEVELING CURB. FITA (E)ROOF SHEATHING. NEW HEADER gt RUCTUgqi OR(E)FRAMING PER 1/SK2. `EQ,ED P R O f fs,, �,G)S 0yt;I NE , 4%,, /8512PE OREGON �9 Oti �O `rCH 9,7' �� • NT fye4KYLEWE.\E� EXPIRES: 6-30-24 1 NEW CURB AND HEADER ATTACMENT SK3 N.T.S 1A TM RIPPEY By: AP Date: Consulting Engineers PacTrust-Clario TI- RTU 7650 SW Beveland Street chic By: Date: Suite 100 Tigard,Oregon 97223 Job#: 23251 Phone:(503)443-3900 Sheet: SK3 TM RIPPEY PROJECT DESIGN LOADS Consulting Engineers PROJECT: PacTrust-Clario TI-RTU DATE: 10/2/2023 BY: AP JOB NO. 23251 Mechanical Equipment RTU 1(7.5 Tons) 743.0 lb Dimension 88.1"L x 59.5"W x 413"H 01(L 1- Q�to\b $t,731>C. 3$11 Weight of curb 143.0 lb Dimension 81.75"L x 53.5"W x 14"H Total 886.0 lb — 2.-. fl P gi- Dead Load= 15.0 psf Assumed Snow Load= 25.0 psf SL:20 psf roof min x(Ig=1.0)+5psf rain on snow Total Load= 40.0 psf w AL tiekvA Wind Criteria Basic Wind Speed 97 mph ---� Wind Exposure B �.012Ya i DP.. 2- Seismic Criteria Risk Category II Importance Factor 1.0 Sds 0.680 �t✓1 PUpu CAM e> OPP I , _(_E\ {�uR�srJ Site Class Rp 6.00 ap 2.50 gjpUCTUR4L �CG�So yC'I Nze, iOy9 8512PE1 Kate:, OREGON ti �O 1 pCR 9 40 0 gKYLEWE� EXPIRES: 6-30-24 TM RIPPEY CONSULTING r;NGINEIPtS G 1 r R-A M-C.+N141 /kfQ A L y S't-& ; - LS 0 B.-PUP-11L- , (. ) Go r..) p2.Z•1-D►•.1 )11 1 4 4, 4 1 S, 2-- r C 14 ,y- 1360fl3-t-Nei : 24- , 0 fro k -t N EW C.1,1*-1 p 1 T 125 t.4 � 'G g Y- 4-0'4 GmaSC6 t,. hrb'r-4,Mrr o F. U�1's-j- r- {- �• II P— 4 i 1 1 4,, 1. "' = (2. Psf 74- T12-- g'_a 4,45 * 2-4 4 te g e--1 ! 2. -n 2 k-4-'t -,--t.C-Or- . 4,,4,ei t U 73.1.-3 2-A't Ix)n1 L6 o v*I GN .. -g4 2 - 2 4,0 0 ,a W 3.5 "Ib< "/„ 2,4 •coItt T i V T I.t,n-- 4'c '4 rS LDS T 1 A 4 5'/Q -Ork,G, ES11 b- far.vrtA D 6 G-s a o '.n 6 G- M C.4-t , r 'F•) cD) L ,) c_c4) cam) L24,s Ps; ) L.-1.1 S) 0) L') L'' al:D ..1 PSG 4 ,' t•s ... Li 3,')'7 P r Sib '�I A 11' � 7nz 4 1b TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard,Oregon 97223 Phone(503)443-3900 SHEET C'7' OF Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:23251.ec6 LIC#:KW-06018926,BuiId:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: Existing condition RTU 1 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 24.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.12)8(0.2) v 8 P * Span=24.50 It Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Maximum Bending= 24.010 k ft Maximum Shear= 3.920 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 12.2508 Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.564 in 521 Max Upward Transient Deflection 0.009 in 32868 Max Downward Total Deflection 0.902 in 326 Max Upward Total Deflection 0.003 in 91294 Vertical Reactions Support notation:Far left is#• Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 3.920 3.920 Overall MINimum D Only 1.470 1.470 +D+S 3.920 3.920 +D+0.750S 3.308 3.308 +0.60D 0.882 0.882 S Only 2.450 2.450 C-3 Project Title: Engineer: Project ID: Project Descr: Geni31'1l Beam Analysis Project File:23251.ec6 LIC#:KW-08018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: New condition w/load from RTU 1 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 24.50 ft Area= 10.0102 Moment of Inertia = 100.0 in"4 + D(0112) o D(0.1218(0.2) 4 + 0(0.11668) $ + o + 4110 Span=24.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.02917 ksf,Extent=0.0--»4.450 ft, Tributary Width- (unit) G.oN.1s2'•I \1 Al v Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft Point Load: D=0.120 k @ 4.450 ft,(unit(from header 1)) DESIGN SUMMARY Maximum Bending= 24.862 k-ft Maximum Shear= 4.490 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 12.005 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.564 in 521 Max Upward Transient Deflection 0.009 in 32866 Max Downward Total Deflection 0.939 in 313 Max Upward Total Deflection 0.004 in 80935 Vertical Reactions Support notation:Far left is it Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.490 3.989 Overall MINimum D Only 2.040 1.539 +D+S 4.490 3.989 +D+0.750S 3.878 3.376 +0.60D 1.224 0.923 S Only 2.450 2.450 G-4 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File;23251.ec6 LIC#:KW-06018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: CURB HEADER#1 CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 875.0 psi Ebend-xx 1,300.0 ksi Fe-Prll 600.0 psi Eminbend-so( 470.0ksi Wood Species : Douglas Fir-Larch Fe-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is.Fully Braced against lateral-torsional buckling S(0.05573) 0 8 V ti D(0.0850491) o o as 4x6 011111 (4W1IS Span=8.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.02917 ksf,Extent=0.0-->>6.812 ft, Tributary Width=2.230 ft,(RTU Load=(743#+143#)/81.75"x53.5') Uniform Load: S=0.05573, Tributary Width=1.0 ft,(Snow Load=0.5*25 psf*53,5') DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.508 1 Maximum Shear Stress Ratio = 0.175:1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 664.26 psi fv:Actual = 34.23 psi F'b = 1,308.13psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.942ft 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 0.082 in Ratio= 1172>=360 Span:1 ;S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.179 in Ratio= 537>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.494 0.428 Max Upward from Load Combinations 0.494 0.428 Max Upward from Load Cases 0.271 0.223 D Only 0.271 0.205 +D+S 0.494 0.428 +D+0.750S 0.438 0.373 +0.60D 0.163 0.123 S Only 0.223 0.223 C- S Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:23251.ec6 L1C#:KW-06018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: CURB HEADER#1 L, ut ' 'e.— I A•CC5'a'--)S' CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 875.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.272)S(0.225) D(0.015V(0.025) 4x6 e Span=8.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load: D=0.2720, S=0.2250 k©6.810 ft,(RTU Load) Uniform Load: D=0.0150, S=0.0250 Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.370 1 Maximum Shear Stress Ratio = 0.231 :1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 483.48 psi fv:Actual = 45.23 psi F'b = 1,308.13psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.664ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.066 in Ratio= 1463>=360 Span:1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.129 in Ratio= 745>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.251 0.600 Max Upward from Load Combinations 0.251 0.600 Max Upward from Load Cases 0.133 0.308 D Only 0.117-N 0.308 +D+S 0.251 0.600 +D+0.750S 0.217 0.527 +0.60D 0.070 0.185 S Only 0.133 0.292 4.1-e.P Foltz—R Nt.4t214-i 4 r.Xz.ut4-3 , C-6 f ' Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:23251.ec6 LIC#:KW-06018926,Build:20.23.08.30 TM RIPPEY CONSULTING ENGINEERS (c)ENERCALC INC 1983-2023 DESCRIPTION: CURB HEADER#2 CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:IBC 2021 Material Properties Analysis Method Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0 0 S(0.1) 0 0 D(0.11668) 4 0 0 0 0 4x8 Span=4.60 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.02917 ksf, Tributary Width=4.0 ft,(RTU Load=(743#+143#)/81.75"x53.5") Uniform Load: S=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.291: 1 Maximum Shear Stress Ratio = 0.159 :1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 380.17psi fv:Actual = 31.09 psi Pb = 1,308.13psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.250ft Location of maximum on span = 4.057 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3670>=360 Span:1:S Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.032 In Ratio= 1662>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 nla Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.497 0.497 Max Upward from Load Combinations 0.497 0.497 Max Upward from Load Cases 0.272 0.272 D Only 0.272 0.272 +D+S 0.497 0.497 +D+0.7505 0.441 0.441 +0.60D 0.163 0.163 S Only 0.225 0.225 c-1 . . Asa ASCE 7 Hazards Report Asa NOWDKINVIS ISOCEIYOMIL Address: Standard: ASCE/SEI7-16 Latitude: 45.398621 Seismic 7204'SW Durham Rd Risk Category:II Longitude:-122.751825 Portland,Oregon Soil Class: D-Default(see Elevation: 165.620481228332g2 R Site Soil Class: D-Default(see Section 11.4 3) 16 87224 Section 11.4.3) (NAVD 88) Results: . • Ss: 0.85 Ss, : N/A ,.. 1" �. w ..� F. : 1.2 PC3A:0.39 0.387 F. : N/A PGA M: 0.469 i _ t j Sus : 1.021 Fvcn 1.213 .d SM, N/A I. 1 .-: Sas 0.68 C.: 1.225 - - • w ,Y` Ground motion hazard analysis maybe required.See ASCE/SEI 7-16 Section 11.4.6. "c - � ' i ,.,., i Data Accessed: Sun Oct 012023 Date Source: USGS Seismic Desian Meog C j r "r t a / :.-` g. 41. ,L a� . t• k ^htlos:l/asee7harerdloel.online/. Pogo.I of 3 6un.Od 012023 hoes:/haceT,eordlool onlinef Pepo 2 of 3 Sun Oct 012023 Wind and Seismic Loads on Mechanical Unit Based on ASCE 7-16 Section 29.4.1 and 13.3.1 Seismic Parameters SOS= 0.68 Spectral acceleration 1p= 1,00 Importance factor Rp= 6.0 Component response modification factor ap= 2.5 Component amplification factor Wind Parameters V= 97.00 mph Ultimate Wind Speed 3-Second Gust B. Exposure Category Building Parameters Mechanical Unit Parameters Curb Parameters h= 2445,, ft Wt= 886 0 : lbs Height= .1400 : in Building Depth= ;' 45�0;r;, ft Height= ,41 0 ;; in Width= :5340 , in Building Width= , 275 0;: ft Width= y,59;5Uf V: in Length= 8175 in Length= in !Loading Summary(all values in ASD) I W Uplift =455 lbs t Wt=886 Ibs -011;1- -- E=211 Ibs $ Y j + - W =526Ibs N tl C 3 L � 4.46 ft T Net Wind=234 lbs T Net Seismic=-87 lbs TM RIPPEY C-°° CONSULTING ENGINEERS . Wind and Seismic Loads on Mechanical Unit Based on ASCE 7-16 Section 29.4.1 and 13.3.1 Lateral Connection Shear Demand= 380 lbs (Wind ASD) Tension Demand= 234 lbs (Wind ASD) Curb to Unit Connection Use(4)#10x 1 1/2"Gal Tek screws to each clip Tension Cap= 263 lbs x4 =1052 lbs >158/2 OK in tension Curb to Framing Connection Use#10 screws around the curb w/2" min penetration.(4 screws min.ecah side) Shear Cap= 185 Ibs>(380 lbs/8=47.5 Ibs) OK in shear Tension Cap= 289 lbs>(234 Ibs/4=58.5 Ibs) OK in tension J �� TM RIPPEY Cr O J Y j?1. CONSULTING ENGINEERS Performance Summary For 7.5-TON 460 FC Project:CLARIO 09/21/2023 Prepared By: 11:43AM Part Number:48FCDM08A2A6-0A0A0 ARI EER' 11.20 IEER' 15.0 Base Unit Dimensions Unit Length 88.1 in Unit Width 59.5 in I Unit Height: 41.3 in Operating Weight • Base Unit Weight 743 lb Accessories 14-inch Tall Roof Curb• ._ 143 lb Total Operating Weight .886 lb Unit Unit Voltage-Phase-Hertz _ _ _:_460-3-60 Air Discharge' Vertical Fan Drive Type* Vane Axial Actual Airflow 3000 CFM Site Altitude 39 ft Cooling Performance Condenser Entering Air DB 90.0 F Evaporator Entering Air DB• 78.0 F Evaporator Entering Air WB 64.4 F Entering Air Enthalpy' 29.49 BTU/lb S6.8 F Evaporator Leaving Air DB• Evaporator Leaving Air WB' ______.........._........._____ .._. ..54.6 F Evaporator Leaving Air Enthalpy 22.91 BTU/lb Gross Cooling Capacity. 88.67 MBH Gross Sensible Capacity. 68.33 MBH Compressor Power Input 5.87 kW Coil Bypass Factor 0.157 Mixed Air Outdoor Air Airflow 420 CFM Outdoor Air DB• _ 90.0 F Outdoor Air WB:...__...._._.._......_ 67.0 F Outdoor Air Htg.Temp.• 22.0 F Return Air DB 76.0 F Return Air WB' 64.0 F Return Air Htg.Temp 70.0 F Heating Performance Heating Airflow 3000 CFM Entering Air Temp 63.3 F Leaving Air Temp 95.1 F Gas Heating Input Capacity' 125.0 MBH Gas Heating Output Capacity' 103.0 MBH Temperature Rise. 31.8 F Supply Fan External Static Pressure' ___......... _ ... 0.50 in wg Fan RPM' 1449 Fan Power 1.11 BHP NOTE. Selected IFM RPM Range:1040-2000 Selection includes construction throwaway filter into the base fan curve.This filter is not MERV Rated. t✓-1 t Packaged Rooftop Builder 1.75 Page 9 of 29