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Specifications MEcza?-026271 i/ '5-o ad ,7 m 1, /A: AMERICAN HEATING HEAT PUMP ON WOOD PLATFORM 2x PLATFORM AT CONCRETE SLAB STRUCTURAL CALCULATIONS ANCHORAGE: A 1-A8 SKETCHES: CU3 RECEIVED qn� fL\��' GINF / 9 SEP 17 2019• ,w � r J r- CITY OF TIGARD BUILDING DIVISION J' GO? •T'G ; 1 3 ,Iric V"�2 (10 PAGES TOTAL INCLUDING COVER SHEET) F./CPO-ES: ; .'A\ F . As• G"'CI /R July 24, 2019 • � .< ' :/s PROJECT NUMBER: 190237.01 of il-,, SIONAL4r 'ril _ _ ._ :, - " (;IN(FftIiJG U ,�/ASA II �k��Ps LA N DSC 0E 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 • INFO@CIDAINC.COM W W W.CIDAINC.COM CIDA AMERICAN HEATING STANDARDS RNH TEL: (503)226-1285 CONDENSER UNIT 7/24/2019 FAX: (503)226 1670 MECHANICAL UNIT ATTACHMENT-LATERAL FORCES HEAT PUMP ON 2x PLATFORM WP:= 2701b Weight of unit W,:= 1001b Weight of curb Wt:= WP+ W, Wt=370lb L:= 34in Length of unit L,:= 44in Length of Curb wm:= 34in Width of unit w := 42in Width of curb hm:= 40.in Height of unit h,:= 12-in Height of Platform hm�:= hm+ h, hmc=52 in Total height of unit on Platform SEISMIC PARTS AND PORTIONS (PORTLAND, OR 97227) Mapped Adjusted Maximum Design 2 Ss:= 1.043 site class=D Sms:= 1.126 Fa:= S sS Fa= 1.08 SDS 3'Sms SDS =0.751 s s SEISMIC PARTS AND PORTIONS (BEAVERTON, OR 97005) Mapped Adjusted Maximum Design Sin Ss:= 1.076 site class=D Sms:= 1.151 Fa:= S—ss Fa= 1.07 Sps 3'Sms Sus = 0.767 s SEISMIC PARTS AND PORTIONS (VANCOUVER,WA 98663) Mapped Adjusted Maximum Design Ss:= 1.016 site class=D Sms:= 1.107 Fa:= —S ss Fa= 1.09 SDS 3•Sms Sus= 0.738 s BEAVERTON AREA GOVERNS USE Sps:= 0.85 CONSERVATIVE FOR PORTLAND-VANCOUVER METRO AREA h:= 30ft 1P:= 1.0 aP:= 2.5 RP:= 6 z:= h Air side HVAC component 0.4•aP Sps•1P z FPunit { 1 + 2.-z •WP FPunit 114.75lb 0.7 F 80.32 lb RP h ' Punit= 0.4•a •SDS•1 \ Fp:= R P•(1 + 2-z)•Wt Fp = 157.25 lb 0.7•Fp= 110.07 lb E:\adcadd119\00000-2019 Mechanical Units10237.01 American Heating Standards 2019\Structural\Heat Pump at Wood Box\CONCRETE ROOF AZ. CIDA AMERICAN HEATING STANDARDS RNH TEL:(503)226-1285 CONDENSER UNIT 7/24/2019 FAX:(503)226 1670 WIND LOAD: BASED ON 2012 IBC/2014 OSSC WIND SPEED FOR WASH IVGTON COUNTY=120 MPH WIND SPEED FOR CLACKAMAS COUNTY=120 MPH WIND SPEED FOR MULTNOMAH COUNTY=120 MPH WIND SPEED FOR VANCOUVER,WA=135 MPH VANCOUVER,WA GOVERNS Vas:= 135 Exposure B Kit:= 0.85 Kh:= 0.7 K2:= 1.0 GC,:= 1.9 GCr ven 1.5 qz:= 0.00256•Kh•Kn Kd•V3sz•psf F:= GCS qz F=52.74 psf Pviind unit:= F-L•hm wind unit=498.14 lb Pwind:= F•L:hmc Pwind=647.59 lb WIND LOAD: BASED ON 2012 IBC/ASCE7-10-VERTICAL Fven qi GCr ven Fven =4I.64 psf wind unit vert Fven'I--wm Pwind unit ven = 334.28 lb Pwind_total,ven Fvert'I-c'Wc Pwind total ven= 534.39 lb OVERTURNING-UNIT TO PLATFORM LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at unit to platform SEISMIC-Overturning at unit to platform Mot_wtnd_unit H Pwind,.unit'h2 Mot_seismic_unit FPunit(hz ) Mot wind umt H = 830.24lbft Mot seismic unit = 191.25Ibft wm\ Mot wind unit V Pwind_unit_vert' z Mot wind unit v = 473.56 lb ft Mot wind unit Mot wind unit H + Mot wind unit V Mot wind unn= 1303.8 lb ft win Mres Wp' Mres= 382.5lbft 2 / �0.6Mot_wind_unit —0.6•Mres� F 10.7•Mot_seismic_u nt ' 0.6•Mres) up_seismic unit •— Fup_wind_unn :- we we Fup_wind_unit = 157.94 lb Fup_seismic_unit =—27.32 lb WIND GOVERNS UNIT TO CURB E:\adcadd11 9100000-2019 Mechanical Units10237.01 American Heating Standards 20191StructurallHeat Pump at Wood Box1CONCRETE ROOF /13 CIDA AMERICAN HEATING STANDARDS RNH TEL: (503) 226-1285 CONDENSER UNIT 7/24/2019 FAX:(503)226 1670 ATTACHMENT Design attachment for 299b sliding and 1581b tension at unit to curb connection—18GAcurb 0.6•Prvind_unit=298.89 lb Fup wind unit = 157.94 lb Try#12x1 1/2"screws each end of U nistrut.(2)brackets to rest upl ft,(4)total nscrews per_bracket I 0.6Pw.ind unit Fup wind unit x:= Vx= 74.7216 Vy:= Vy= 78.97 lb 4'nscrews_per_bracket 2•nscrews jer_bracket Vscrew JVx2 + Vy2 Vscrew = 108.72 lb V a := atan r a = 46.58 deg Angle between grain and direction of loading Vx Screw Dimensions and Capacities: dscrew 0.216in Screw Diameter Lscrew I.5in Screw Length Lscrew Lthread 3 Thread Length Lp:= Lscre v— 0.25in Lp = 1.25 in Screw length-Angle Thickness Lp Cp:= Cp=0.58 I0•dscrew V'11:= 1.6.2501b•Cp V'll= 231.48113 V'T:= I.6.250Ib.Cp V'T=231.48 lb V'1r V T V'a :_ 2 \\2 V'a =231.48 lb > Vscrew= 108.72 lb V'11.sin\/a) + V'T•costa) Use(2)#12x1 1/2"wood screws at each bracket—(4)Brackets Minimum E:\adcadd119100000-2019 Mechanical Units\0237.01 American Heating Standards 2019\Structural1Heat Pump at Wood Box\CONCRETE ROOF hI( . CIDA AMERICAN HEATING STANDARDS RNH TEL: (503)226-1285 CONDENSER UNIT 7/24/2019 FAX: (503)226 1670 OVERTURNING-CURB TO ROOF LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overtuminq at unit to curb SEISMIC-Overturning at unit to curb (Pwind—rc—hn2 ) _ hmc wind total Mot H Mot seismic total FP'2 Mot windtotal H = 1403.1 lb Mot seismic total = 340.71 lb ft Wm Mot_wind_total_V Pwmd_total_ver1 2 Mot windtotal v =757.05 lb ft Mot wind total Mot wind total H + Mot wind total V Mat wind total =2160.15 lb ft we Mies-382.51bft Mres We 2 (1.0Mot_wind_total —0.9'Mres) (1.o.Mot_selsmictotal — 0.9'Mres) Fup_wind_total Fup_seismic_total we We Fup_wind_total =450.69 lb Fop seismic_total =—69.15 lb WIND GOVERNS CURB TO ROOF ATTACHMENT Desiqn attachment for 6481b sliding and 451lb uplift at curb to roof connection 1.0•Pwind=647.59 lb Fup_wind_total =450.69 lb 1.0•Pwind VCLIP:= 2 VCLIP=323.79 lb Try#12x 1 12"wood screws each end of superstrut.(2) rest upllt(4)total 2 2 lS rwind unil (Fup_wind_total} l Vscmv I 6 ) + I 3 j J Vscrew= 171.64 lb V'a =231.48 lb \ \ / Vscrew U:= U=0.74 Via Curb/base is fled fabricated w/2x12 sides and plywood top. Attach to roof w/Simpson 3/8'X212"Then HD each side. E:\adcadd\19\00000-2019 Mechanical Units10237.01 American Heating Standards 2019\Structural\Heat Pump at Wood Box\CONCRETE ROOF A-s SIMPSON Anchor DesignerTf" Company: CIDA,INC Date: 6/10/2015 Engineer. Luke Jannusch Page: 114 r Software Project: Version 2.5.6326.12 Address: 15895 SW 72nd Ave.,STE 200 Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 1.Protect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4.25 State:Uncracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Concrete screw WGv: 1.4 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:No Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,ha(inch):1.770 Do not evaluate concrete breakout In tension:No Code report:ICC-ES ESR-2713 Do not evaluate concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hM�(inch):4.00 c.x(inch):2.69 C,,,i (inch):1.75 (inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Z Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 451 lb 324 lb aA X Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com A6 SIMPSON Anchor Designer Company: CIDA INC Date: 6/10/2015 Engineer: Luke Jannusch Page: 214 car Strung-Tie Software Project: Version 2.5.6326.12 Address: SW 72nd .,STE 200 Phone•: (503)226-1265 E-mail: LukeJ@CIDAINC.co15695 Ave m <Figure 2> s � ;' 1 . 2 s x c Yt x anus'# :,`f Yz er€r•?� ( v n s*�a^ a Grr g u .. § rOWN 1KAx, OReft ` n xx � y:a a� sa -; r¢ t r € .' ?.:k €,ate € i , .. ,. :. 'n�, ri YAt kii ° "{ i99 its a"31,s 9 �. P ,;fix; _ "' y Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 a Input data and results must be checked for agreement with fhe existing circumstances.the standards and guidelines must be checked for plausibility. - Simpson Strong-Tie Company Inc 5956 W.Las Posdas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strangtie.com A7 SIMPSON Anchor DesignerTM' Company: CIDA,INC _ Date: 6/10/2015 Engineer: Luke Jannusch Page: 3/4 Stro>tTie Software Project: Version 2.5.6326.12 Address: 15895 SW 72nd Ave.,STE 200 e. Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y. Shear load combined, N..(Ib) V.(Ib) Vbmr(Ib) `104e02+(V..Y)2(Ib) 1 451.0 0.0 324.0 324.0 Sum 451.0 0.0 324.0 324.0 Maximum concrete compression strain(%.):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):451 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'w,(inch):0.00 Eccentricity of resultant tension forces In y-axis,e'NY(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'h.(inch):0.00 4.Steel Strength of Anchor In Tension(Sec.D-5.11 N..(Ib) 0 0N..(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor In Tension(Sec.D.5.21 ND=ked.Jrdi.r1-5(Eq.D-6) k. ,t,, f',(psi) he(in) Nb(Ib) 24.0 1.00 4000 1.770 3574 0Nm=0(ANSANm)y'.J,Ny'.,N'f'eP,NNe(Sec.D.4.1 &Eq.D-3) AN.(in2) AN..(in2) c..,,, (in) T,a.N SPaN Wcp,N ND(Ib) 0 ONm(Ib) 28.20 28.20 - 1.000 1.00 1.000 3574 0.65 2323 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ¢Np„=0'Ycp2.Np(r./2,500)^(Sec.D.4.1,Eq.D-13&Code Report) y'aP d. No(Ib) rr(psi) n 0 ONPn(Ib) 1.0 1.00 2700 4000 0.50 0.65 2220 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com A 6 SIMPSON Anchor DesignerTA° Company: CIDA,INC Date: 6/10/2015 Engineer. Luke Jannusch Page: 4/4 �ge Software Project: Version 2.5.6326.12 Address: 15895 SW 72nd Ave.,STE 200 a •Phone: (503)226-1285 E-mail: LukeJ(FiCIDAINC.com 8.Steel Strength of Anchor In Shear(Sec.D.6.1) V. (Ib) skwold 4, V..(Ib) 4460 1.0 0.60 2676 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) fiV.p=iikcwNm=fhkw(AN./ANm)%4NY'c,NY'cANNb(Sec.D.4.1 ii Eq.D-40) kp ANc(in2) AN.(in2) %'.n.N Y'c.N Y'w.N NI,(Ib) Oil/op(Ib) 1.0 28.20 28.20 1.000 1.000 1.000 3574 0.70 2502 11.Results Interaction of Tensile and Shear Forces(Sec.D.71 Tension Factored Load,N..(Ib) Design Strength,eN.(Ib) Ratio Status Steel 451 7079 0.06 Pass Concrete breakout 451 2323 0.19 Pass Pullout 451 2220 0.20 Pass(Governs) Shear Factored Load,V..(Ib) Design Strength,eV.(Ib) Ratio Status Steel 324 2676 0.12 Pass Pryout 324 2502 0.13 Pass(Governs) Interaction check N../ON. V../OV. Combined Ratio Permissible Status Sec.D.7.1 0.20 0.00 20.3% 1.0 Pass 3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA94588 Phone:925.560.9000 Fax:925.847.3871 wvnv.strongtie.com • - �. :� , .0i PROFF i '' /J4 A-, //Oj. / :1 .P ". clp EG,N SECTION A-A �S D. GPI' EXPIRES: 6/30/21 ./-270 LB CONDENSING UNIT 1 5/8" SUPERSTRUT EA. SIDE OF HEAT PUMP ATTACH TO UNIT W/ 3/8"0 BOLTS L3x3x1/4 x1 5/8" ATTACH WI 6„ 6„ (1) 3/8"0 BOLT TO SUPERSTRUT AND (1) #12x1 1/2" WOOD SCREW TO WOOD MAX. / MAX. PLATFORM -A 2x12 EACH SIDE OF UNIT-- NAIL CORNERS W/ (3) 16d MIN. Eiji km L3x3x1/4"x0'-9" EACH SIDE OF PLATFORM " W/ (3) #12x1 1/2" LAG SCREWS TO CURB _V (1) "0 f " SN TTEND ANCHANDOR TO 3/8 SLAB--INSTAL SIMPL CLIPO ONI THE A INTEr RIOR OR EXTERIORx212 OF PLATFORM INTO BLOCKING BELOW 2,;-\ --jr. aMal a \ d OE i.. a n a d c a q a. a' n 19/32" PLYWOOD PLATFORM-- NAIL TO 2x W/ 10d AT 6" O.C. ALL EDGES \-(E) CONC. ROOF SLAB 4 1/4" MIN THICKNESS 1E10 MECH UNIT ATTACHMENT AT CONC. SLAB 1" = 1'-0" QDRAWING rrnE: HEAT PUMP ATTACHMENT DRAWING: 0 PROJECT: �J ANc"IrzaunF 15895 SW 72ND AVE SUITE 200 AMERICANHEATING STANDARD DETAIL J - FMLIMFEYING PORTLAND, OREGON 97224 V PANNING C U iN,uiDes TEL : 503 . 226 . 1 285 LANDSCAPE FAX : 5 0 3 . 2 2 6 . 1 6 7 0 JOB: 190237.01 DATE:7.24.19 © 2019 auk,I .ALL Rlgl1S RESDNED