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Report CONSULTING 503.222.4453 E N G I N E E R S 503.248.9263 vlmk @vlmkcRECEIVED 3933 SW Kelly Avenue . Portland . OR • 97239-4393 www.vlmk. MAR 7 2013 TY OF TIGARD STRUCTURAL CALCULATIONS Bth G s1ON for SCHOLLS FERRY BUSINESS PARK BUILDING `L ' - HVAC 10100 SW Nimbus Ave Portland, OR 97223 for Reitmeier Mechanical ATTN: Ryan Campbell 19570 SW 90th Court CITY OF TIGARD Tualatin, OR 9756' Approved.1'11.0/1(-- [ vr- Conditionally Approved [ ] `. See Letter to:Follow [ ] '� Attached ] t -Wit Permit Number:j .,®r -Ciro I." D PRQF Gl Add.- CZ Lr nls� ul — . LS �,9 �O' By: .`,.I Date: Ira 4. . 7114)3 Approved plans G q, shall be on job site. 1'4, C ova OFFICE COPY spv- SIRES: O/30/20 ' Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20130118 March 06, 2013 I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evalualions•Entitiement VLMK Consulting Engineers. Inc Structural Calculations DC-1 Scholls Ferry Business Park — Building 'L' HVAC Scholls Ferry Business Park Building 'L' - HVAC 10100 SW Nimbus Portland, OR VLMK JOB NO. 20130118 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Cover Letter Aerial and Curb/Unit Attachments Details S-1 thru 5-4 Structural Calculations C-1 thru C-9 Reference Sheets Only R-1 thru R-7 DESCRIPTION OF STRUCTURAL SYSTEM The 'Scholls Ferry Business Park — Building L HVAC' project consists of the replacement of an existing mechanical unit on the facility located at 10100 SW Nimbus, Portland OR. This package includes structural calculations verifying the adequacy of the existing roof framing to accommodate the replacement HVAC unit, as well as details for the attachment of the unit to resist wind and seismic forces. File G.Vuad2 01 312 01 30 1 1 81Calculationsl2o130118-CC.docx Page 1 Printed Match 06,2013 Structural Calculations DC-2 Scholls Ferry Business Park - Building 'L' HVAC DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Dead Loads: Roof (Building 'L') Roofing (existing and future) 4.0 psf Insulation 1.5 psf Sheathing (1/2" plywood) 1.5 psf Sub-purlins (2x4 at 24") 0.7 psf Joists (4x14 @ 8'-0" O.C.) 1.5 psf Girders 1.5 psf Mechanical and Electrical 1.0 psf Miscellaneous 1.3 psf Total Roof Load 13.0 psf Mechanical Unit: Existing Curb (Assumed) 112 lbs New 2-Ton Unit 311 lbs New Curb 157 lbs Total New Unit Load 580 lbs Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, Iw IW = 1.0 Occupancy Category II Wind Exposure B Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations SS = 94.3% = 34.0% Site Class D Spectral Response Coefficients Sds = 70.6% Sdi = 39.0% Seismic Design Category D Component Anchorage Factors a0 R0 Ip HVAC Equip 2.5 6.0 1.0 Flee.G:44cad20131201301181Calalations\20130118-DC.EOU Page 2 Printed March 06 2013 Structural Calculations DC-3 Scholls Ferry Business Park — Building `L' HVAC MATERIALS Wood Framing: Joists, Beams and Douglas Fir #2 Stringers Flit G:Acad201312013D1181Calaiabcna120130118-OC.docx Page 3 Prhled:Mardi 08,2013 VLMKENGINEERS N ULTING ' 503.222.4453 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239.4393 www.vlmk.com March 06, 2013 Ryan Campbell Reitmeier Mechanical 19570 SW 90th Court Tualatin, OR 97062 Re: Scholls Ferry Building Park Building 'L' - HVAC 10100 SW Nimbus Portland, OR Dear Ryan, As requested, we have reviewed the existing roof structure for the replacement of the HVAC unit on the above mentioned building. The new replacement unit and curb weighs a maximum of 580Ibs. Based on our review of the existing roof, the structure will be adequate to support the replacement HVAC unit. Please verify the existing support framing as indicated on sheet 5-2 prior to the installation of the new unit. Also included in this package are calculations and details for attachment of the new HVAC unit to resist wind and seismic loads. Please contact me with any questions. Sincerely, VLMK Consulting Engineers Jason C. Sahlin, P.E., S.E., LEED AP Principal Attachments: Plan, Detail, Calculations, and HVAC Cut Sheets Structural Engineering•Civil Engineering• Industrial Engineering•Plannina•StudieslEvaluations•Entitlement C ,.Aca'j?W 3',ltl3.301. S\c_alolibtior i2 O 301 3 6 4't t'lli I,ftt�:r'.r?it-: M l ' -'Y •i• W4i , -2,.,e < " i i i F T sa 0 a t" p "A gam . t (1 j i � y y 4 AREA OF WORK t c.' tee` kt'.. ........-0" & . ,Y " . it&i....-....,., ....--0-'.,. - Pialvd..s....4.„; mr: -." . . - w 4N _ BUILDING 'L'IN m '4-`Y NI f�' &'t '''ll4.', :,.ear. 's ` ` * h fsi ie r i -- t f i `8 z31 > vY NEW 2 TON UNIT WT= 311# TO , ti1 REPLACE EXISTING HVAC UNIT x " 3 `` " � ' «. ,` iaA•�' AND BE PLACED ON NEW OR ti ° `,, �i�l t EXISTING FRAMING PER DETAIL e w, i . I 1/S-2 tix 'ri -I t� r - `t} ` ' ." c'1„..",�s7'" ^"r� ,4Ai fi �� s* ' ,.r 2Y 75�a F1.. 1«.L .-. 411:=- AREA OF WORK to i ■117.71 CONSULTING SCHOLLS B.P. BLDG 'L' — HVAC 1°ARO./NO oDATE ENGINEERS 10100 SW NIMBUS SMS JCS °"� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 3933 ,503.222.4453 11 vlmk @vlmk.com AREA OF WORK S-1 503.248 9263 www.vlrnk.com SHEET CUT BACK EXISTING 2x4 NEW 2-TON HVAC UNIT TO FRAMING AND HANG WITH REPLACE EXISTING UNIT SIMPSON'LUS24'FACE AND BEAR ON NEW OR MOUNT HANGER,TYP EXISTING FRAMING ON ALL SIDES(WT=311#) (E)63/4x 30 GLB VERIFY EXISTING 4x6 HVAC SUPPORT FRAMING,_ ` _ "" - IF FRAMING DOES NOT EXIST PROVIDE DF#2 4x6 WITH SIMPSON'LUS46' FACE MOUNT HANGER, — - TYPICAL - z z z a a ® 0- vt V - W W W (E)2x4 SUB-PURLINS AT 24"O.C.TYPICAL NOTE: PLEASE VERIFY THE EXISTING FRAMING AND HVAC UNIT LOCATION PRIOR TO THE INSTALLATION OF THE MECHANICAL UNIT. IF THE EXISTING FRAMING IS OTHER THAN SHOWN OR NOTED PLEASE NOTIFY THE ENGINEER. ENLARGED FRAMING PLAN 1/4"= 1'-0" 2013011B 20130116-S20.d,rq 06 us 2013-6'20 am at•cha,• VI / MK CONSULTING SCHOLLS B.P. BLDG 'L' - HVAC 230118 0313 ENGINEERS 10100 SW NIMBUS SMS JCS A o4m® 3933 5W Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 1503.222.4453 Uvlmk @vlmk.com ENLARGED FRAMING PLAN S-2 503.248.9263 www.vlmk.com r�NO 0 Vi HVAC UNIT AND D CURB-F AN r BY OTHERS a FAN= jrAvz lir FRAMING PER PLAN,TYPICAL v 4411 \1,\\1 :or td V. R�// SIMPSON'LUS46'FACE MOUNT �. HANGER,TYPICAL ////ANA EXISTING PURLIN BEYOND,TYPICAL ` \ M\�1 ■ EXISTING GLULAM GIRDER 0 HVAC SUPPORT DETAIL 1.= 1-0" 2013011e 201 3011 8-330.drp 05 4m 2013- 2 11 pm.tpns,• V /1 �/I a CONSULTING SCHOLLS B.P. BLDG 'L' - HVAC 20130'8 0313 1�'1 i1 ENGINEERS 10100 SW NIMBUS SMS JCS ... O 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 503.222.4453 vlmk @v,mk.c°m HVAC SUPPORT DETAIL S-3 503.246.9263 1 www.vlmkmm sm ro UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO— UNIT WITH (4) #10 x 1/2" TEK SCREWS • SECURE ANCHOR TO CURB • WITH (4) #10 x 1/2" TEK ;`J SCREWS, TYPICAL 16 GAUGE STEEL 'CANFAB' HVAC UNIT ADAPTER CURB OR EQUAL ANCHOR, (4) TOTAL, (1) EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB TO EXISTING CURB WITH MINIMUM (4) #10 x 1/2" TEK SCREWS EACH Fiii CORNER AND AT 12" O.C. AT SIDES, TYPICAL 1'iG ''�'�'• EXISTING UNIT MOUNTING CURB (APPROX 14" HEIGHT) EXISTING ROOF SHEATHING / EXISTING ROOFING 1 10P1 VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A #14 SCREW . EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24" O.C., PER PLAN EACH SIDE. IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON 'LTP4' OR 'A35' CLIPS AT EACH CORNER AND AT 48" O.C. EACH SIDE FROM THE INSIDE OF THE CURB TO THE EXISTING ROOF FRAMING C 1 HVAC CURB DETAIL S_4 1 1/2"= 1'-0" 20130118 2013011E—S.07 ,,05 Mar 2013 2.37"m.l.phrn. �/� u CONSULTING SCHOLLS B.P. BLDG 'L' — HVAC 20130f18 0313 V I. 1 1 11 ENGINEERS 10100 SW NIMBUS SMS sots 0J(0 CS W 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 503.222.4453 vimk @vimk.com HVAC CURB DETAIL S-4 503.248.9263 www.vh•ccom �cr CONSULTING `' b S` V % a P a0 ,L , VLMK ENGINEERS clam 4-r='^ £'` MC Job No 20 40/2-1( By S/41S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Date p31/3 Sheet No. G' 1 rx7 ?r.-)G fa FR.aW 71..1 6- ,4JALY 3SS LNG 16 IV DF 2 /cwt )1 4) I442 /rztolf,t wr. iii/. /.."iii 9.i,✓.vsi/ie,4/,I fi i�R 4/., . (13.o - /.()p& (8' ) - 92 p ti, c,Js„ : 14 rs�- (3' ) . 200"IF A. 11"-11." S k +e P(u# = SBD� Jys. 1 0 Cofr4(tS �Acr. • /v.5-3 k-,� "I"r. 1.alt ti '2 i7 t ` s ov ie..) 4/L/ XS. ok (SEe le#s,,ibvr Imeck l 4-11v x 3o 6.1,0 - oibmr,.r- Lo..ipatuso„) ) let P (lz 2oADs 1 w V///////////ii//i/i////i////i/////i . !y., . 13 rsr (..411/11,) 184. pi,f t g, 14 wS,. ` 24-1.4, (.0//) ._ SSG toLO 4 1 t Nr-o u. 1 Q .1 f ` Is.3 9 t 40 -o 7,�� v .ham _ SBa fAv-s 1.-Fr Aocsz6., 2's. 3a o ( ) 6 s.8• r 01 x 4eA sE a E C E k-Fr To SmaLI NJAL. I-Mb dk Qls,5o = 7)s.3g SEE P r*Jro1+T G Z 111 File Wood B@9 ENERCALC,INC.1983.2013,BuId:6.13 2.27,Ver.6.132.27 Lic.#:KW-06002723 Licensee:VLMK CONSULTING ENGINEERS Description: (E)4x14 DF#2/ CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 . Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,450.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2(1988 UBC) ' Fv 180.0 psi Ft 575.0 psi Density 32.210 poi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.145) D(0.092) S(0.2) V ! V V V i 1 _ - -------__-.-L�_.�-_-.--- -. --� - � ._.._..�: 3.50 X 13.250 � Span = 19.750 ft Applied Linde Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0920, S=0.20, Tributary Width=1.0 ft,(Dead,Snow/ Point Load: 0=0.1450 k p,4.0 ft,(Mach Unit; e o K DESIGN SUMMARY • • . ... z S� ovf:Lst(t'CSf-C ,4 4Cn"" Maximum Bending Stress Ratio. = 1.021: 1 Maximum Shear Stress Ratio = 0.419 : 1 II` Section used for this span 3.50 X 13.250 Section used for this span 3.50 X 13.250 fb:Actual = 1,702.38 psi fv:Actual = 86.80 psi FB:Allowable = 1,667.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +O+S+l-! Location of maximum on span = 9.803f1 Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.634 in Ratio= 373 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.948 in Ratio= 250 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum DefNctlons:,•Unfaetored Loads: Load Combination Span Max."-`Del Location in Span Load Combination Max.'+'Defl Location in Span D+S - 1 0.9477 9.875 - - 0.0000 0.000 Vertical Reactions-Unfactored . . - Support notation:Far left is#1 Values in KIPS Load Combination Support I Support2 Overall MAXimum 2.599 2.913 - - - D Only 1.024 0.933 S Only 1.975 1.975 0+S 2.999 2.913 G-3 ' ... ..- . '" •"" " . Fie=al4cad2013\20130118 4Cala,14fons120130118.ec6•General Beam Analysis' .. y ,_-; _ .•. .. . ENERCALC,INC.1983-2013,Bulfd:6.13227,Ver6.13.2.27 Lic.#:.KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)6 314 x 30 GLB(Existing Loads) General Beam Properties Elastic Modulus 0.0 ksi Span#1 Span Length = 9.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 Span#2 Span Length = 50.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in"4 Span#3 Span Length = 9.50 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 D(0.2860) S(0.550) D(6.4)5(12.3) ' ' ' 1)(4.87S(9.1) Span=9.bO t3Y- - -Span=50.0 ft 'Span =U.5U if T Applied Loads . ' Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.2860, S=0.550 Idft, Tributary Width=1.01 Loads)for Span Number 1 Point Load: 0=6.40, S=12.30 k 0 0.0 ft,(Simple Span Load' Load(s)for Span Number?. Point Load: D=4.80, S=9.10k09.5011 DESIGN SUMMARY _ Maximum Bending= Maximum Shear= 26.642 k Load Combination i Load Combination +U+S+H Location of maximum on span 9.50011 Location of maximum on span 9.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 4.850 in Max Upward L+Lr+S Deflection -0.509 in Max Downward Total Deflection 7.407 in Max Upward Total Deflection -0.788 in Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmar+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overal MAXimum Envelope Dsgn.L= 9.50 ft 1 -215.37 215,37 26.64 Dsgn.L= 50.00 ft 2 69.16 -215.37 215.37 21.84 Dsgn.L= 9.50 ft 3 -169/7 169.77 21.84 D Only Dsgn.L= 9.50 ft 1 -73.71 73.71 9.12 Dsgn.L= 50.00 ft 2 23.43 -73.71 73.71 .7.52 Dsgn.L= 9.5011 3 -58.51 58.51 7.52 +D+S+H Dsgn.L= 9.50 ft 1 -215.37 215.37 26.64 Dsgn.L= 50.00E 2 69.16 -215.37 215.37 21.84 Dsgn.L= 9.50 11 3 -169.77 169.77 21.84 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-"De8 Location In Span Load Combination Max.'+'Deft Location in Span D+S 1 7.4065 0.000 0.0000 0.000 D+S 2 4.5984 26.582 D+S -0.7876 3.797 D+S 3 4.3769 9.500 0.0000 3.797 Vertical Reactions-Unfactored Support notation:Far left is af1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 48.454 41.830 D Only 16.571 14.363 S Only 31.883 27.467 0+5 48.454 41.830 c-y • General Beam Analysis FIe=G:'r�d201312013o118C larms`2013011e.ecs.-• y ENERCALC.INC.1983-2013,Build:6.13.2.27.Vec5.13227 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)6 314 x 30 GLB(Proposed Loads-5801E HVAC Uniti General Beam Properties Elastic Modulus 0.0 ksi Span#1 Span Length = 9.50 ft Area= 10.0 i02 Moment of Inertia = 100.0 in"4 Span#2 Span Length = 50.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 Span#3 Span Length = 9.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 D(0.2860) S(0.550) D(6.4)S(12.3) • D(0.58) ' ' D(4.8)'S(9.1) -span=w.bu fts Span=bU.0 fl "Span=9.50 ff Applied Loads Service toads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=02860, S=0.550 kdt, Tributary Width=1.0 f Load(s)for Span Number 1 Point Load: D=6.40, S=12.30 k 0.0 ft,(Simple Span Load' Load(s)for Span Number 2 Point Load: D=0.580 k nti 16.0 ft,(Mechanical) Loads)for Span Number 3 Point Load: D=4.80. S=9.10 k(0 9.50 fl DESIGN SUMMARY Maximum Bending= . imum Shear= 26.642 k Load Combination •1- - Load Combination +D+S+H Location of maximum on span 9.500ft Location of maximum on span 9.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 4.850 in Max Upward L+Lr+S Deflection -0.509 in Max Downward Total Deflection 6.906 in Max Upward Total Deflection -0.594 in Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax+ Mmax- Ma-Max Mrs Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 9.50 fl 1 -215.37 215.37 26.64 Dsgn.L= 50.00 ft 2 73.83 -215.37 215.37 22.21 Dsgn.L= 9.50 fl 3 -169/7 169.77 21.84 D Orly Dsgn.L= 9.50 ft 1 -73.71 73.71 9.12 Dsgn.L= 50.00 ft 2 27.93 -73/1 73.71 7.85 Dsgn.L= 9.50 fl 3 .58.51 58.51 7.52 +D+S+H Dsgn.L= 9.50 ft 1 -215.37 215.37 26.64 Dsgn.L= 50.00 fl 2 73.63 -215.37 215.37 22.21 Dsgn.L= 9.50 ft 3 -169.77 169.77 21.84 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'•'Deft Location In Span Load Combination Max."+'Dell Location in Span D+S 1 6.9064 0.000 0.0000 0.000 D+S 2 53505 26.582 0+S 43.5943 3.165 D+S 3 3.9840 9.500 0.0000 3.165 Vertical Reactions-Unfactored Support notation:Far left is 41 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 48.848 42.016 D Only 16.965 14.549 S Only 31.883 27.467 Job CONSULTING `"``s 13•P. 136°4 i ' N✓Ac V L I V I K E N G I N E E R S clam gesruf retie NrC4 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job NO. z ".2o'zy By SMS P 503.222.4453 503.248.9263 © Data a 3/3 sheet No. G-5 NvAL Si r vestG ) IiE,��E/L •ipebfcr • LAOS / zorsrs E Grizgs 1I//ii//////if 6) (/3 - 3 )/yr- f'1.) 30 tik I 04 /4." K/X fin Z ` - 2 470 Z • MAro &yrof.r Pte' loADS ° (fii///a/r////ii///i,..itii tai = Io,i (a Ze p r. R - 2Gc 'a.es k-r-r r !.37 _ . p► tetV 9 G vtc' z (F Nor ALitraVy al4JE (sir eitzwiesr C-id W ood.Beam File=G:wpd2o1312 01301161Caleurations1 2n133118.ec6 ENERCALC,INC 1983-2013,Buid:6.13.2.27,Ver.6.13.2.27 Lic.ti. KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Main HVAC Support Framing✓ CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi ✓ E:Modulus of Best/oily Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill ,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir- Larch ✓ Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcl Beam Bracing : Beam is Fully Braced against lateral-torsion buckling EllWaTt; + V V ,r i /\ / 4x6 • Span = 8.Oft / Applied Loads .. Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.050, Tributary%filth=1.0 ft,(Dead,Snow Point Load: D=0.1450 k 4.0 ft,(Mechanical] ✓ Point Load: D=0.0780, S=0.1820 k 4.0 fl,(Header Reardon'✓ ✓ DESIGN SUMMARY f _ _ Maximum Bending Stress Ratio = 0.7911 1 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 4x6 Section used for this span 4x6 fb :Actual = 931.66 psi fv:Actual = 35.21 psi FB:Allowable = 1,170.0Opsi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S*i Location of maximum on span = 4.000fi Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.103 in Ratio= 930 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.180 in Ratio= 532 Max Upward Total Deflection 0.000 in Ratio= 0<160 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Dell Location in Span Load Combination Max.'+'Dell Location in Span D+S 1 0.1802 4.029 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.483 0.483 - D Only 0192 0.192 S Only 0.291 0.291 D+S 0.483 0.463 '-7 2USGS Design Maps Summary Report User-Specified Input Report Title Scholls B.P. Bldg 'L' - I-VAC Wed November 14, 2012 20:46:03 UTC Building Code Reference Document 2006/2009 International Building Code (which makes use of 2002 USGS hazard data) Site Coordinates 45.4472°N, 122.78958°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I ,. P iv;.: ".t :'Vim Ccr7 ": :`. 2Y5 P Cedar Hills " .. _ . ce L �.. :! _ i .7r_ -'bra _ r. _ _ r eYlv` 3, ' � _F - ..?i_s' :,,---2.4-7.-;:. .. -m Hama'_ rxi -' ` :-. g - ..- ? •• • 5..,Moun[atn '' Y. s e, Mat;ear All a :-S1iut ''.z.� o-, .,qh South ._. 4-eiilhtiora- i + Thin Oaks _ atethwest• ,, T • .. EerCN s ..lad _ kteiRai : '--iw _l �� -s- ..•;,.;- ,;,ate '�` � ,�'"� & _ _eiT-7.-..,---.: _t_nboauRd :-.... _.'ry �- --.5" .:Aexteo" _ - USGS-Provided Output Ss = 0.943 g SAS = 1.058 g 5 O = 0.706 g Sl = 0.340 g SMl = 0.584 g Spl = 0.390 g MCE Response Spectrum Design Response Spectrum 1.10 0.72 0.55 0.64 0'0$ 0.56 0.77 0.40 D 0.66 D, sM 0.55 , 0.iG f 0-32 0.44 0.33 0.24 0.22 0.16 0.11 0.09 0.00 0.00 . 0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period, I (sec) Period, T(oec) Although this information is a product of the U.S.Geological Survey, 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. CONSULTING P 503.222.4453 Job Scholls Bldg 'L' - HVA G E N G I N E E R S F 503.248.9263 Job No. 20130118 3933 SW Kelly Avenue Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 03/13 \' www.vlmk.com v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C Wind Loads on Rooftop Structures and Equipment Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1 TYPICAL SCREEN WALL DH �/ TYPICAL MECHANICAL UNIT Dv 000 DH/ F H V 8 _^ Exposure Category [Section 6.5.6.3] Kit = " °1 Topographic Factor [Figure 6-4] I == -TOt Importance Factor [Table 6-1] V = Basic Wind Speed 3-Second Gust [Figure 6-1] B = ft_= Horizontal Dimension of Building Measured Normal to the Wind Direction h = _-2Ot0ft 0_ Mean Roof Height of Building (Eave Height if Roof Angle < 10') Dv ='==` ;8:3;:=ft Height of Rooftop Structure or Equipment DH = 5:00 ft :.; Width of Rooftop Structure or Equipment H = 25.83 ft Height to Top of Structure or Equipment a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 6-2] zg = 1200 It Nominal Height of Atmospheric Boundary Layer [Table 6-2] Kz = 0.701 Velocity Pressure Exposure Coefficient [Table 6-3] Kd = 0.90 Wind Directionality Factor [Table 6-4] q2 = 0.00256KZKZtKdV2I [Equation 6-15] qz = 14.6 psf Velocity Pressure [Equation 6-15] G = 0.85 Gust Effect Factor [Section 6.5.8.1] Cf = 1.3 Force Coefficient [Figure 6-21] Af = 29.2 sf Area of Structure Normal to the Wind Direction Bh = 4920.0 sf Building Area Normal to the Wind Direction x = 1.9 Force Increase Factor [Section 6.5.15.1] F=xg2GC,A r [Equation 6-28 and Section 6.5.15.1] p = 30.7 psf Design Wind Pressure C O N S U L T I N G 503.222.4453 Job Scholls Bldg 'L' HVAC E N G I N E E R S 503.248.9263 Job No. 20130118 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vimk @vlmk.com Date 03/13 www.vlmk.com - v2.20-Software Copyright 2013 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C 9 Mechanical Unit Anchorage Design Based on the 2009 International Building Code and ASCE 7-05 DESIGN INPUT I x 1 Seismic Parameters [ASCE 7-05 Section 13.6] • 3 4 e — Site Class = D.- (Assumed) O G SDS =;;:0.706,-. Design spectral response acceleration *CR Y Ap = ;.-_2.5 . - [Table 13.6-1 ASCE7-05] Yeg Rp -1:,.6:.10,7„' [Table 13.6-1 ASCE7-05] • 1 2 • — Ip .:1 00 Importance Factor z =:-_; _2p:R-_(ft) Attachment height from base of structure Xcg h = --=20*_=-(ft) Average roof height of structure from base PLAN VIEW Wind Parameters _ [ASCE 7-05 Section 6.5.15.1] P =_z=307 (psf) Design wind pressure (psi) HVAC Unit Data ECG Wp = 80. :(lb) Machine Weight {`}f"} X = -=T6Q W-(in) Base Dimension ZCg Y =-1:'17 430 (in) Base Dimension 1 ' Z = - =:(in) Height of Unit and Curb Aro AaArrEA Xcg = 3DztJ_ (in) Center of Gravity SIDE VIEW Ycg ==OW(in) Center of Gravity Load Combinations: Zcg =" 9 ' (in) Center of Gravity ULTMA T E: (0.9-.25D5)D + E l 0.9D + 1.6W ANALYSIS ALLOWABLE: Base Shear: (0.6-.145D5)D + 0.7E I 0.6D + 1.0W _eiiitikic= 0.4a S W Fp = p DS P(1+21 = v gib-. <_ I.6SDSIPWa =' c_ ;i;_ OK IP/ P l >O.3SDSIPW =.).:_' OK Base Shear, V, - 205 lbs. 1.01: Wind: V„ = 1445 lbs. 1.6W Controlling Base Shear = 1445 lbs. Wind To(4) Anchors/Corners = 903 (asd) Wind Anchor Shear (Seismic) e-ilci'f:r d.: w.-2 ely. rly"'' Minimum eccenti"-city = g¢ '1 30 900 21 •I41 ex = 1.75 ey = 1.55 2 30.5 930.25 2i 441 ix-x ._ 358.3 MY v = 317.3 3 30 900 22 464 4 30.5 93075 :'i 464 Direrctio=n X oil action 16603 v„: V;.,.1 = 51 = C L Controlling V5max = 361 lbs. Wind Overturning: = 226 (asd) Wind -ir;i: - ii?237 in-in, Seismic 1.0E Each Anchor/Corner Mot= 50561 lb-In. Wind 1.6W Mres-x = 17.2(13 ih . ri-.,,ic Mres-y = ?-' ;b-in sei=rt.. = 15660 lb-in. Wind = 10962 lb-in. Wind Net Bolt Tension X Direction Y Direction T„max* = 460 lbs. Wind Tx* = 288 Ty* = 460 = 282 (asd) Wind 'negative(-)values indicate there is no net uplil Each Anchor/Corner VERIFY #14 x 2" SCREWS AT EACH CORNER AND AT 2'-0" O.C. MAX SPACING AS INDICATED ON SHEET S-4 , .. -• r:-.-;•.- i .... f - - ,..'• . ,-.,. .--- • . . •v__.......f . . . • ...._.....,....7,_...... . • ,....•,• • . •11 A I i .1 ' • - • I : " . • . .• , -T-T-A :. 1 ti - 1 1.■ ' ■ . . 1 C..:=i 1 ) . ; 17 Fii* .4 , . . / I.:, .. of.... • • j,...I,,.... 0 1. „—rill' I I ...._-..._—. --.- '..t .-.' r ''' at.Z.r.d."%—„,F7e.-rj — tr,-••1 1 L.3.3.1 I tre..■1 s -----,r;--- —-. %,,r;„.1 : Irirj•-— -—rip. '-'-•'-'7,..,,.,,,,r,li 4:1:4 .!?.......,7-1 7Awl I C I! 1 ) . . IM=2• - ,,„•....., 41%-... . 4.04 11,••ma* (..S.1.• • I ........., . fta• f:::•064.....4 ' 4...t g • I ' o) ...,—; ,e,,,,Ii ,,...,.; •-• ....=._. 1.":1* • 1 1 Ir., •A 4. — . Itif` .. ' '''''. I .: • 1--t.c. ..,..c 5, .,.. ,„ . ,. I 1,44.. 19 ....- il . .". ..Id:• r•r! 0.1. i • iM* ■.= .2,:.2-... .. ! Le! ! LI 4.11,20.4144- _El rialffiru.a. , 1 r . I 1 F t\ :19 ■1;• ,.. 2 k ..,i =ICI I., ''-=.1:2:- 1 I•Va *. F I ...Ir-F- i I ' A"'41 .4....i. ' ' W. .■•,• k =--- v.2.22 1 ,N,.10 5, ,,, ,2...ro . . , ( - — • I c . r r" • .217.......ror.. i .1■•••••11.{WratI i ri i 1...,.....4 i,i li 1111 : : i • 1•-• . t-...., •! - .i . " . .,.1 II t. 1 tele. 4.;277-,7•1.1.1- a... ' ... AITAWAIIIMPIUMMIIIVIIEMIMIIIIIIMI ,.. • I i ,I•r44;41 ....i.1•II i ...14•,.1 , •4•.1 I•7' 11.7/:1;;;:•111••“•I t.--, . V 1 .14/ RV) • trial . .f. % e•ii)•,1 e...15. .14.-..0> ..V..........e•teN.... 4-I,10,6"ei III Ce' C I t • —IL —.. ......... k . - i q —1 .. Li- ' —awaras - . -.— •t. ID I = i ..o . .... 1 I I M I „.• . I 0/ ! I i .;. 1 I . . . . I I C I.f." r 1 ,4t,...t. ..or-o• 4,. 00.., i . rw•... ,,,e. -Aft' w 4.1...... .. a.wt*". 4 I0'..• 1 ..••• .10. C 05 1 10 5 I■;'. . ..8PA2C...e12.3flq2111_1?Mb-1:44140...12....... • ;f: ' ...„•••.,..- a s‘,.........2.1.0.,.,?...4...-4.ar a MOa/•0404.ror 0 • 4'^"'"..44"ir t'''.-1,"`•iill.',..24Tr".......VLT4+.4".1.r....7/ :moil 1.?.:-'41,4W•••■•4••■;.4 44,14.: 0 . •.••-•4471.1....-4,44 a iry • 4 CI. .. . • . , . i 1 :•:,';' . . 1., u o I 1 F• • . 2 0? ;Ril 0 si . I) . . . x w a • >.-,c. • 1 ill .i• do Fi I o 13 0 = i ;.`' • • - 7 Em . . t.7 . .••• . ..... . . . • r • • -. . . . . • • •• 0 • . . • • • 1 L I •-•:: : . • • q •■••••• ' ,( S23 . , . • • . ... .. . - •,' " ' . ...r. I • . •.. I . rorri!..Trwir•r.r•Tri..47.r..;.!30x ra.,ffig4 •PIM. 12 4 CI.v i r.",+ji:/,1,fir- •---77-"-:"..2 . .1.2.1.2.2.;.2.•.;-.. . .. . • . . • • m rrn —ft!101____.-11 ' frzi `r ,1PZ7 1 c • . L....>.-:-- r �, frirt,;64,,,H .f ` 'fin Al?1...ilie ill 1 . .. ,. . I - �, TYPICAL 2 8r4}'S „S i GR./DS (P Tb E) . 1 J 4 r _��a� II•a 1{ • �� �� j t It {t3,Pt% to , 4 fit!._FIF6 NAU. .y 03' ; , I le,X g,, 4V F.:,,I, "2,... , 8.. .t1, n ' i I• -* :k,,a , .U7A • " ,' . , ,/4:i& 1 1 n e A D x 7o Ui k 1 N V I 1,./6- ) JJ r R-3 Unit Report For 2T Projec tREFER E ONLY 02/28/2013 Prepaf 04:OOPM Unit Parameters Dimensions (ft. in.) &Weight(lb.) Unit Modef:....._..................._.... ....._.____ _48ES-A240403 e--- Unit Length:...._....._.....__..__......... 4' 0.1875" Unit Size: - — ... _......._.24(2 Tons) Unit Width- --- — --- .._...........__......2' 8.625' Volts-Phase-Hertz -......_ _ _....__....._._..208-1-60 Unit Height-......._-_-----_.............-......_....._......-..- -----.3'4" Heating Type: Gas "' Weights and Dimensions are approximate.Weight does not include roof Duct Cfg• Vertical Supply/Vertical Return curbs,unit packaging,field Installed accessories or factory 40,000 Btuh installed options. Approximate dimensions are provided prmarity for Standard Unit shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Total Operating Weight:......_.._.._._..._______ 311 lb Warranty Information 1 year warranty on parts 5 year warranty on compressor 5 year warranty on heat exchanger No optional warranties were selected. NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48ES-A240403 Rooftop Unit 1 Base Unit Accessories CPHSTART002A00 Compressor Hard Start Kit 1 CPCRKHTRUO8A00 240V Crankcase Heater 1 Packaged Rooftop Builder 1.34 Page 2 of 6 Certified Drawing for 2T Project: --Untitled76 02/28/2013 Prepared By: 04:0Q .M r_'-',5; 1'41 Tit DII7tD A e.Mr W►iqt IO1NQ1 it 14 147[191 Or AI c6Mp1�{a irAr br ulx aMUC•a ml: I[r MDDIDIiILS 110141x.119 w Ii M1l1Iin I1rM M 97187!m1L110N W1 IR !qb Ml CAPIO11 F LI 11YOb1�'J n 411/MN CAIYIfN 7401 771 bpi f MI ig.014.81M0 0..16 ghlrr(U1.-. IrAtr9K1 IF eGNUtI 111101 --- I0111 fI fCTFICAI YAII T. Will 14111185 1541014 1[11114 Of EF1Y1?t MOO 11.:..'Z _ 1NUlACri11511GC �� R6 6' 1_ _ T i �'YS - .11031-/0)82/11491010 q0 106/710•1•14 104 111,8 /D-1/8,1111► 17.13/14 311.1 IS•5I'r 388;1 11•11/11 1}0_5 :1/111'--21-4/14-- 0-15/H�-- 41131-/11/630111101039 If 7081710.1.100/7)1.5.42 300 140 0 17.1/0 1010 43.11!10 011 1 15-0110 300.0 IS•Ulta 101 4 1251.11 1541,11 1131.11 41IM•/b*161160/0701134311 188/330.1, 7401134-•40 11^3 141.6 10-1!8 1112 '7.13110 311 7 13•3/14 1110.1 10.34 47.1 L 10/18- 33{1{•I01•341140/010140 280.1.88 331 150 1 18-7161 1117 33.131111 811.4 13-1/;0 314.4 16.6.4 43 3 I3 1.71 II ,.__h ler 00111 0114 I141t^;- CMY{1 14114415 10/RC ��88lA011tQ6 6111 I l 3/i H110111 itl 111) 1' •2• •1' V• 11,01;:0111 1 • [0 9.5 1 111i11•Ie1A7/1040/060730 2001!10 JS 6 70 1 60 6 11 t 1 1.1!1.4106.1 ASA 194 Or PUT... ... . ..... .. ...._... . . t1 19;1 01 1 -.. _.-__._ _ Dili StDC Of IW It 50 el / 10r31'1111A701010/0601{1/3IN 200/210 1b 1 71 0 41.0 21.0 14,6 t2 1 100.1 41.1 •, •• . ►/ - -- *017 4 4OJ111 D... a 11,/I ) ` //Cfl•IA1ASb1010/0901U1f 10 2061110 11.11 71 1 01.6 t6,S 15.4!3.1111.6 31.6 sot 7C14 01 I1414 •• ,• •• i0,U1 I•1 CPIIOY/1 Of1r01u 110E51 16U14 0601090100 449 4 21.1410;0 11011 11.7 5116.4,52 9 1141 PMlL... ..08 :31:.11 I IIIDRA j� �. 340111 Ke MUNE 01i S 10(441 1441 I 13.11116 451 /(r a1h l/14.61 U0GIN0��/ r \ i11u/ 3611: 60 110/ 4411 0CIf1AA1 PoR OR fAC 1001 Ie5IU1ED 81Trf{4 01113,0/p)F 44I11 01 14 97 1101811 '.e...` 1A+i`\`1 1 ., 0 Ci110eS r{frPl rCh10A17r6 U4i7 440 Ih0NW001:D N41r Ar I), 31111[0 C0T01 UK. :.4 1911 31 •.,.{V'1 OBI 1' n loft 14/lab 40 Cn04/Sr1 141ib •O..... .... /' _ 7 1 .' 11 - 1!1/it O44e4DfD JIIb!9Cla Mtn IY1br STO[ •• it 11044!1 let 1 - .. `, J 101.41 I�MIm a1:NtN[C roP mew=AM*MON oul000R e011.--, ` tOCIRS•0881 Atiti �= / I EY14.CCU 001110 1!DE.. i 'V' ',i^�i. �`"--� 1. -{-( wire CA104:IOC . . 1 :IK6.11 I --- �aA�, IEtcl/7 7111 DEC RLWI6CNLYISt - UNIT HP ,•88 51 1•1 { ® © 31UI OPM...OKIY...... :. ... ..14!mil I ` ._/ U1R1 PAM..................�.... .•........... ...17 111.11. ! 5132.J1 109300l!13120[13:[f LT 1 *ton((IL 1040 12 1144 01 r1(4I 19ALI Z 1541006 COIL 00088 TOP VEW -001DE01 CO:L Nip,tl SY6TL!P[It(WNAI:cf 14•111[9u 40uI13t6. D 4 I4CUi10N:11!1 of 881 44 i 51.1111- 1 1.175 I 1160,61 1/5,/1 11113.81 1114 11 At %c�"- __,,"--- -r•.•_ Ilinnun . "t;--4.._--.�_•° 11 I•[ll•726.8)ItO.1.0. I _ 1 - _ :_74.7.084 00110 1016/ •1I ��I�I��. •f i in In.n/u.tort M r 16881001 pltt _. .: -141 i 1123.61 -_-_-. \-1• _ . I J S11T011 14170/0 a ta�"' i Is-ire /xr DD(1 . C - - 193 r1 orcAIIK oruN1 I A d` 1 11.13/16 L_. ---- .�Tf/1 •7• 1301.41 10.36 ' 1 If?.111 [543.71 IH6.911 n.1e 16 _ • T 1 ��t1� 5259.61 _ 0.8/58• •I 1 s 880tl 0 A \ 1 1� �'I� 1_ "'l fla.11 010 1-- I {-^-) J 1 • ,. t OMIA wlllfl iOAPA[ifOA-� 0 I 1411'15},01 A.P,1, 12.11/14 flirt Ai=1 1.1 MO 117'1112.,10.6 I. 0 714.172.01 DEEP (323,a1 ^��'6• 2011 "-ticp(uCR 197.01 I 045 4.11111 ]-1751 Patti 00801 {p.71 -- 32-/1 ___.-... _.__"..• 7.1116- 1/14 [a76.J1 le lrII-- - If2.Jl j le 01 I'll) •........21.Sib--..- 7.130 F-- I. 1(3,1.01 111114 1-- 1130.11 0310 11. 1430 41 LEFT SCE VIEW FRONT VIEW 1177.21 RIGHT j t1IGiT 9oE YEW REAR VIEW I itig 07l�'4/D9 I ,91/1glfJ I SING!! ION! I.ISCIRIC CCOI.IAF 1111 GAS NftgAi tSM1 I 48(.5500214 311,0 7i `3C Packaged Rooftop Builder 1.34 Page 3 of 6 - 'OPTIONS: DwwuON G Nlu VOUNeNao rem NNl vuiaua _ NEVIf1ONS Y� _ MATERIAL: Ilya.GAL STEEL -111V.-T DAM TAPP 1 ��-N INIaAL DWG 01/01/2012 INSULATED PANELS (WHERE REQUIRED)^ Attn: Tag: Glbo 1"1-17iLB DUCT INSULATION (R VALUE 3.15) err �__ 24GA RETURN —'1) 240A SUPPLY - Approval: RETURN AIR 1-'!t GASKET PROVIDED WITH CURB 1 1AD ADDED TO EXISTING CURS O.D. ,�� CUR11iAlfAPHO$EAS 2 C�'fFliiYABRICA ONE �� -.-MUST-BE.SHO.S�EI_PRIORJA_FABRICATIQN� . sup 3313116'— 1314- EXISTING CURB LAYOUT 12114' HAS 2 CONFIGURATIONS „-.0 114' PLEASE CHOOSE ONE FROM BELOW 1 - } (3D DRAWING DEPICTS LARGE) 17 418' _-_ INSULATED _ g' COVER 47 1/8- -.-281vie--.- 2I,2- - Is. 2311116'- -.- 17 71W - 21l1'�t I -.-1 21M' ' •-I 21/4' 1 I I 1 � 231n' RETURN j� SUPPLY 22' RETURN SUPPLY T BJ 1l 60 112' LARGE SMALL 1 r46 Ins'----- ______ �+—30518'—.{ I 5" I I_ . --' 1 R/S WILL BE COVERED W/24GA MATERIAL&NEEDS TO BE CUT OUT BY INSTALLER UNLESS R!3 DUCT OPENINGS -- ---------- .,- .-L 1.- 5D 718•-.-____.._._..__ -� ARE PROVIDED TO CDI I I F 6S -1 CURB SHOWN IS CDI STANDARD CONFIGURATION 156. DdhmU ma """ 1-4665-4021 L CDI RESERVES THE RIGHT TO CHANGE LAYOUT `..". UWNISY.AMON 31,20,1,/44 24;AM QUOTE#: WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A srNCEanaa IZIZ ..z.... 1..Tom NFT SUPPLY AND RETURN OPENINGS .v. ,1110rnERaTNW I DEFERENT CONFIGURATION CDI MUST BE NOTIFIED NOTE ANY CHANGES ..",,,t '� ELK RIVER,MN 51330 1.466540211 PRIOR TO PLACING AN ORDER. CALL WITH ANY GVUSI1OI CDI(713 rn1 Al IAEA F OMAVEN0 G ON AS IS p«.y I,� (713)3•1•7131 P.M 125 I NNm 1 a 3 U' • ExTS�,-)c 1.1,-.=r 48KHA, KLA IR_'° 7Garner Ir : ilk Combination Heating'. /Cooling Units �I:11114I1. .1 �L g Performance data III PRELIMINARY ARI STANDARD RATINGS PRELIMINARY HEATING PERFORMANCE AND SOUND RATINGS - CAUF. ARI MODEL INPUT OUTPUT AFUE SEASONAL - 48 (1000 Btuh) (1000 Btuh) (") EFFICIENCY MODEL Ctm (M wpy (1000 Btuh) SEER* NR KLA118 40 32 75 KLA124 40 32 75 KLA118 600 0 10 18 0 9 5 1 KHA024 75 58 75 KLA124 800 0 10 23 8 9 5 1 KLA130 40 32 76 KHA024 800 0 10 23 5 9 5 1 KHA030 75 58 75 KLA130 1000 0 15 29 5 9 5 0 KLA 136 60 47 75 KHA030 1000 0 15 29 5 9 5 0 KHA136 100 79 75 See KLA 136 1200 0 15 36 5 9 5 l KHA03B 125 97 75 Note KHA136 1200 0 15 36 5 9 5 1 KLA142 60 47 75 KHA038 1200 0 15 36 5 9 5 1 KHA042 125 97 75 KL4142 1400 0 15 42 5 9 65 2 KLA 148 80 63 75 KHA042 1400 015 425 985 2 KHAO4B 125 97 75 KLA 148 1800 0 20 490 9 6 1 KLA 160 100 79 75 KHA048 1600 0 20 49 0 9 6 1 KHA080 150 116 75 KLA 160 2000 0 20 58 0 9 1 2 KHAO60 2000 0.20 58.0 9.1 2 AFUE—Annual Fuel Utilization Efficiency Italic type indicates models offering low NOx emission rates(less than *Single-phase units to be rated for output capacity in accordance with 40 nanograrns of NOx/joule of useful heat) U.S.Government Standard Tests C1m --Cubic Feet Per Minute(nominal) NOTE:Meets or exceeds 71%requirement ESP—External Static Pressure . NH —Noise Rating per ARI 270-82 TC —Total(Net)Cooling Capacity(includes deduction ter Indoor fan motor heat) *C.EEn(Seasonal Energy Efficiency Ratio)tentative ratings based on preliminary tests Units rated in accordance with DOE test procedures Dimensions -- --A'`_� 111111 PLUGGED ACCESS HOLE '.. . FOR REFRIGERANT H•PR SSURE GAGEHOS`S . vdrw j \{.0+.:;•::' urn w°" _ S-m-Nr - OCuna Yrum�F M1 fl1J! h1L 4 Y, y i T4_TAGC__NLkT ''.,:.::-..:.:,--- .. - 4‘.*!': r '� +r- �s tT'— L -',1-.�MGrONWGE15AeKAUe I • ll. 114FICia,IQ 6UHHO$A }MPT /{�G ! *NOT ON MODELS 48KLAIi6 THROUGH {rrr CAS, DRAIN CONN 1361 l(HA024 THROUGH 030. ___________r_ ___r �4_,: 4SKH.ICL REQUIRED CLEARANCES(ft-in.) Above flue vent 3-0 Duct side of unit 0-6 Side opposite ducts 2-6 Blower access panel side 2-6 Side opposite blower access panel 2-6 Bottom of unit .. 0 • 1 Ed Manufacturer reserves the right to discontinue,or change at any time,specifications or designs without notice end without incurring obligations Bookj1 14 PC 101 Catalog No 524-804 Printed In U S A Form 48KH,KL-PD Pg 2 of 4 8-84 Replaces:New Ex,-sTr,..)G LlAJsr 48 K H A, KLA ' -' Carrier Emir Combination Heating/Cooling Units , Et isr :),.ii if , PI • Physical data and dimensions MODEL48 KLA 118 KLA124 I KHA024 KLA130 I KHA030 KLA136 I KHA136 I KHA036 COMPRESSOR MODEL NO. A85517H AB5522H MD2715GG AV5535E CONDENSER COIL Face Area(sgft) 939 939 1047 ;047 1047 1047 1246 1246 Rows...Fins/In. 2...25 2...25 2...25 2...25 2...25 2...25 2...25 2...25 EVAPORATOR FAN Motor Hp;60-Hz '15 Vs '/a h 'h % L/ 'A EVAPORATOR COIL Face Area(sq ti) 2 67 2 67 3 17 3 17 3 17 3 17 4 0 4 D _Rows_..Rns/in. 3...14 3._14 3...14 3...14 3...14 3..14 3...14 3...14 HEAT EXCHANGER Temp Rise(F) 35-75 35-75 35.75 45-75 35-75 35-75 35-75 45-75 MAX EXT.STATIC PRESS. Heating(In.wg) --• -30 .30 .30 . .30 .30 .30 .30 .3D FILTER SIZE(sq in.)' (Reid Supplied) Disposable Typo 300 400 400 522 522 576 583 694 Cleanable or High-Capacity Type 187 257 260 339 339 374 379 451 • MODEL 48 KLA 142 1 KHA042 KLA 148 I KHA048 KL4160 f KHA080 Italic type indicates models offering low • NOx emission rates(less than 40 nanogrsms COMPRESSOR MODEL NO. CRK3 AV5548E PC5616BD of NOx/joule of useful heat) CONDENSER COIL *Recommended field-supplied air filter - Face Area(sq ft) 12 46 12 48 12 46 12 46 12 46 12 46 areas shown are based on either cooling air Rows...Rns/In. ' 2...25 2...25 2...25 2...25 3...25 1..25 velocity of 300 ft per minute or heating ' EVAPORATOR FAN temperature rise of 60 F,depending on Motor Hp;60-Hz Lb % Vz % i4 whichever value is larger Air filter pressure EVAPORATOR COIL drop should not exceed 008 in wg for unit Face Area(aq fi) 4 0 4 0 5 33 5 33 5 3 5 3 to produce rated cooling performance Rows...Fins/in. 3...14 3...14 3..14 3..14 4...14 4...14 • HEAT EXCHANGER Temp Rise(F) 45-75 45-75 45-75 45-75 45-75 45-76 MAX EXT.STATIC PRESS. Heating(in.wg) .30 .30 .30 .30 .30 .30 FILTER SIZE(sq In.)• (Field Supplied) Disposable'type 672 672 768 768 950 950 Cleanable or High-Capacity Type 437 437 499 499 618 618 Dimensions KHA024 KHA136 KLA148 MODEL 45 KLA718 KLA13D KHA036 KHA048 KLA124 KHA030 KLA142 KLA160 KLA136 KHA042 KHAD60 Dimensions (ft-In.) A 4-5% 4-5% 6-5% 6-0% 8 2-6% 3-4% 3-8% 3-8% • C 3-2f 3-5% 3-1044 4-646 D 1-4 1-7 2-0 2-8 E 1-4 1-4 1-1% 1-144 F 0-746 0-8% 0-8% 0-8% G 0-11% 0-10% 0-10% 0-11% H 1-3% 1-314 1-8% 1-814 J — — 1-10 2.0349¢ K 0-152 0-115 0-1% _ 0-1% y • ■ A Manufacturer reserves the right to discontinue,or change at any time,speciffeations or designs withoul notice and without incurring obligations. Bookll 14 PC 101 Catalog No 524-804 Printed in USA Form 48KH,KL-PD Pg 3 of 4 8-84 Replaces:New