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U '' . - r l I t 1.....,.%N.,,..:!..,•-, :P�,i. t I cfE , A • ...• :, " ' :,. ,.....:,. ,, 20 1 0 / 08 / 02 • g • C Date: Dec 26 2012 Performance Summary Tag: RTU -1 Model No: RKNL- A060JK10E AHRI Ref: 1191482 Project: 5 TON 1 PHASE GAS PACK City: PORTLAND State: OR Altitude: 39 Air Discharge: Downflow /Horizontal Cooling Performance AHRI Rating - Capacity: 59,000 EER: 11.1 SEER: 13 Gross Cap @ AHRI Rating Conditions(btuh) - Capacity: 60,989 Ambient Air (F) - Dry Bulb: 86.6 Wet Bulb: 66.2 Airflow (CFM) - CFM: 2000 SCFM: 2000 System Entering Air (F) - Dry Bulb: BO Wet Bulb: 67 % RH: 51.1 System Leaving Air (F) - Dry Bulb: 59.5 Wet Bulb: 57.2 Air Enthalpy (btu /lb) - Entering: 31.4 Leaving: 24.6 Design Net Cooling Capacity (btuh) - Total: 62,000 Sensible: 44,200 Latent: 17,800 Design Gross Capacity (btuh) - Capacity: 65,100 Total Power - Watts: 5206.8 KW: 5.2 Heating Performance Gas Heating Values(btuh) - Input: 100,000 Output: 78,000 Heating Airflow (CFM) - CFM: 1500 Air Dry Bulb (F) - Outdoor: 27 Entering Air: 70 Leaving Air: 118.1 Air Temperature Rise (F) - Rise: 48.1 Air Moving System Characteristics External Static Pressure (inches WG) - ESP: 0.3 Blower Speed or Speed Tap - Tap: Next Higher Drive: Direct Motor Characteristic (watts & BHP) - Power: 910.1 Electrical Supply Power Supply (Volt/Hz/Ph) - Volt/Hz /Ph: 208 - 230/60/1 Minimum Ampacity (amps) - Ampacity: 43 Max Overcurrent Protection (amps) - Fuse: 60 HACR Breaker: 60 w Dimensions, Weight & Clearances Dimensions - Length: 76 - 1/4 Width: 48 - 1/16 Height: 35 Weight (lb) - Weight: 590 Clearances (inches) - Front: 48 Cond. Coil: 18 Duct Side: 12 Clearances (inches) - Evap End: 36 Top: 60 Product Submittal #: cdb373d4- 54b6- 4fb8- b047- cb733c909d4e RUUD Submittal Printed on: 12/26/2012 12:22:34 PM For Model: RKNL- A060JK1OE In keeping with its policy of continous progress and product improvement, reserves the right to make changes without notice. Gross capacity does not include the effect of motor heat. AHRI rating is net capacity and includes the effect of fan motor heat. All net capacities also accounts for the effect of motor heat. ASHRAE Weather Data © 2009 American Society of Heating, Refrigerating and Air - Conditioning Engineers, Inc., Atlanta, GA, USA. www.eshree.org All rights reserved. Used by permission in this program. � I • • . Unit Drawings for RTU - 1 - RKNL- A060JK10E UNIT DIMENSIONS RKNL /RKPL- 3T0 5TON PACKAGE GAS ELECTRIC UNITS [10.6TO 17.6 kW] MODELS 46■/r" (1187 mm] \ 75 -. \ mmj DISCONNECT \ (1918 BRACKET . FLUE OUTLET \ \ SUPPLIED WIUNIT % — � �' " - � � / SUPPLY GAS j ' " ""' �� / /����� / ENTRY ��E.�"l .12" J13 mmJ NPT ` �' II 35" 7 - >4 o2" � (889 mm] (1B3 mm) �' COMBUSTION _ %`I� r AIR INLET \ /�l� [616 mmJ \\ ` _ ; !i !IIII 1 �� III , /,/ POWER ENTRY BURNER ACCESS \��j CONTROL ENTRY COMPRESSOR/ 18" 11 , /e" CONTROL BOX (457 mm)'..I [238 mm] ACCESS 9'/16" (233 mm( BASE ELECTRICAL ENTRY BASE GAS - ( ENTRY Y I / 6. ,, I f h i --; (846 mmj :-J' 20• ,5 11` \. � I / / / ., \c3'i [508 mm] \: .. �. ` — 2" /' 'l 2 13 \ �� ` (51 mm] (333 mm] 151 mmJ /. ® / l'' " \ � � 1367 mm( / \ \ 1 31 6 �cn\ .20,. ��\ '",/,-/- -' / / i , \ 45490, Imo, /,,. ■ Who' �� J „mJ \, ' /�� ,, 636mm1 BOTTOM VIEW 11121 mmJ / \� \ y6`12 gym\ ` - !�\ \ ''''"'"■_J 2” ------..e [ ] Designates Metric Conversions [51 mmJ I 1 1 J Unit Drawings for RTU - 1 - RKNL- A060JK10E UNIT DIMENSIONS RKNURKPL- 3 T 5TON PACKAGE GAS ELECTRIC UNITS [10.6 TO 17.6 kW] MODELS . ��--- COIL/F6JER _. �. II ACCESS ,JJ \ - 1 �� ACCESS 313/•6' i rr N [792 mm] 3 :o I E! \ 1 . il [97 mm] ] d �' `'∎.� ' (/ [136 mm) \�\ / SUPPLY COVER 11937 \ \ 6 [ [1937 mm) 46 + / +0" \ 11221 mm) / 6 [ [614 mm] RETURN COVER CONDENSATE DRAIN 3 / 119 mm) NPT FEMALE SUPPLY AND RETURN DIMENSIONS t RETURN 121/4" • AIR [311 mm) ' • SUPPLY . 191/o" 35' AIR (486 mm] [869 mm] • ii FILLER • PANEL 'r 13 1 1602 mm] "--I J . _ - -, 62 7/32" loo ( 1 f 1 00 " I [174 m] y 12 +/4" 19 /e' g '• mm) -PP- 51/2' -41- [466 mm] -110- (125 mm] • [140 mm] 76 ■ + t (1937 mm] .- [ ] Designates Metric Conversions '12/9/6 3:49 PM C CORBIN MAR -HY Distributors Calculations for HVAC Unit Restraints Sheets Included: R -1 thru R -2 Reference Sheet S -1 thru S -2 Calculation Summary p . C -1 thru C -12 Restraint Calculations 4" .e. Appendix ,, :. A si tZ ." / t /aef, -Z Prepared by: Tuan Tygart, EIT. PR R eviewed by: Dan Morell, P.E., S.E. > - -- 1*-4 - a Project number: CC12001 OREGON For: MAR -HY Distributors, Milwaukie, OR O i�o 2 ,', q 4" MOR ,y Date: January 16, 2012 CORBIN CONSULTING ENGINEERS, INC. 1905 NW 169th Place Suite 121, Beaverton, OR 97006 Tel: 503/645 -0176 Fax: 503/645 -0415 • • e • ii N eo CT LW GENERAL NOTES g i is • one[x• MUD N 0190X1.. E V • apD0 .31OlrrtwTDamacm 1 ®OyINmZ A Win lI 7111 S Ar I OIVel •lE0' OLEW MOE•Oa6 MOIL Fglprl0 1 I 4 aXE)MW MAMMA WM CO a yg aLLa Anwar. ON TIi E0wa:alpaca.= mean al rap II II E LLL II I a 0® ••RWO•wE101W0•On EIRm IDPO mbMWM Or G le 1 11 E PIK MM YW mrwm . pf G l l l } .1 (� i .WVroRlDmrnt mr Er�hw�wnu®Ilrtow.00sam i(g 0.001.7.1.1£0111.11E IHbYJMEED FOR OM U M IO TIE fl� COMM ME O1C.a0Dtle••ew TOT meow= *an. COMM illwriONVOI1V2.151.1.1.1•1•1. I R ID i � II I II I° IfRRDZ =MOM RMI MT COMM10wm1.RO• • WIN. .W 1' X m• 16 � a ° ° ert 'm i� ° . Ralawns °u1 RD wwaE . La 1I.1Y11E1opo•121 1r>�mppocWnEre mromrws� M .D12 6•211iE rrL @ Daxmn ■ ii E l 1.1i II I li MOP TERMin �. 0 r u r 06111111 VI• MLILLID TO OIIYOE: Q _ •ngIu•RWq z.LxM D IIWF *xY011WWI r G MS LIMO. ppo a II/4. DE:cW S � 1n•DO �� PIODOONMN �� wmmwWl a �W � lypaGi MRONO FOAL 70151 NAOMI EDta1ROD /MD S 061 MD DM" cur 1 ;;;;";3 , 1 ;;;;";3 , E n..O9 Ov 1 .D..1 �yI Q tor. x .I ®ROIOLOIIMMIWITILaTYrmTMIpu,O Z P WE t U FO•awmWRR•011w••PIe Mel: 01.119M10 RR EE•AM WWTI r:1l11Ow LECICI.091F LL.OSI� ° I. Yf[I O.0 m0W.W 11 D0r6Oe•° MINN CFOW103 G••O.OI YID 1WG RM01.00.B•d9gW1 ELOASELLYATOIWWVTT1IEEe EINI Or Ill OR COMM LMILL OR D 1ID NM LMI ID. Q.WOn.w KO 111ET[1Y Q MILL =R 0r• AT D°°Re° DRAT MBAR IMP oo e1LGn GRar mama O W7•ILErT Writ' LOWE CAI W0I7011 or m UAL AT WALT COMM I. MOM MO OM"... YE:r Ot�D•R06 O Q 34 COMIC ®•1Mr.rRT1RVf11® WCfl NRT n non ATLR' nITOWLEFT KM on man nava RM =masa G11 n m. M via 1 a O n IMISIOP0W1r rG 4 R G110T1ERd.Mr.I MM: PA D 011071.01179010 011071.01179010 w MOW We NM- ®MC'ILLO TIE MUM w1Er•ILLI® 61emr T1ID11Rm sa wms mmE IDVn 7 ■wMaeEAewl®I 1.5 TO 5 TON SMALL FOOTPRINT � 3 TO 8 TON LARGE FOOTPRINT 7.5 TO 25 TON LARGE FOOTPRINT meow DLIOIMB,DWxm 711,12 m NLTQ; . i ui 0 01P[W 1 UNIT CLIP LOCATIONS -PLAN ( ` ) UNUNIT CLIP LOCATIONS -PLAN UNIT CLIP LOCATIONS •PLAN MCILLMOTrFALL lLLUALC D0100ER LAN IMMROI0LHILO LO LY MS T°1 W r1 W Iw E 5-001 (tom R 0 3N801 . -.• M • g001 women a x1• ".,==.40.74.=.7:20.7..w.- a o moMl1WOTTrE a•M MM MnOMO1 w rt F•OWICE r) J LW MOM WM COMITADDLOWSOI COMM, D M R4r•rEO. I°•WO�RERt: IQ AIO R® MAIM =' 11rarOE6 r a1CRAT i i Or ton ®mMEM FYI.1.00= A E lC @sl MO>0•n TDIIW RAMO / F ° irma I � wf •DW AT 9 IMEE Iu ImL .Cc NI �R UMW A nMaa 1111 f110 ar i.PaG•L'Er TOTxOF°EOWNWCR,11•ONCT 11706131•3111. MO 001°O O OM YOLK [MUM 0 GCMG IMMO MAIN. .W 0° ♦�</ O D E 1•REOn1RE, WiTE1 na NZI 1RDTR i11A0 • T • I pI M. N O • M I N �l1W ..0YRE.OR.FENOR•IQ ➢ORNIORY ws1L mR•Gr M. IMF ¢ f •f I M " aI ° GX .e TNe l O EZ Pr0.REai2.11 ff¢ j gg M.N. M.N. OF Mw •.ORRED a OxaDOMILC1A•ISI%WM MODYERGrOI111xnalcuatarr Z Y • g � / / I rM M: AM.E. / /, MOWED Fm TTM rtaMearu R. W ER ®.m.E • � r MU IDr / Ed DO J j /f r � OF muamEE VEIEID ITIMITM�O. MO.. !� f i _� N �OD° M O ODOm COMMA} • Pan IMO 1 14 1.1./.0e• ®a 1..0,0 R■01w•Y 01' . 116 ra1oY01uO1ODIDIrOMD RA11 r 1.101•1•2 WO1mrd Y11r•RO - I MOM.. Pm.Er OUrDM••RYEIOOE: CIOR WET OM. RON 011161:070.• S•MOWa0 I /, • i S LM . - = " = L 1marri 7rz EN rGm�� I ';. 4. A 1 MOM 0'� rOdOOaI IOW. 101. PM II- .a' tl01E.0 YM!... 0.0 R 1.0.0 ]1K.a Ur• Dr O O �� N C i g �© a. MVOs. _ .ate. .1..1a1 • v.u1f ■ M W•••1 win MORN Da I r® `' ype +srro rrr.wrwslsW.We.o . ®rl�arE •y r. • Ws .. .Ji y R p *ILK OUL86 ••, V im .. g $ .° •• Mee 'l 11•.W wan rem o. 1I A . LIdi1L 0 G PWIe:.s0OIDml mrtmrmlemn who ..QQ� PRO ► ` ° . =Ye O•tlw 1>f.r.v Im.RW1 �S`w WM 4 mute Y O1 TIr•C.O' IOI e t I ... WE: •• y .I••• •Or •Er•W' 00 •••oto• TFrimwba✓1•Wrr.. WS* mod J 0 On.s F SMALL FOOTPRINT UNIT /�\ LARGE FOOTPRINT UNIT O ECOA I HOLD -DOWN CLIP INSTALLATION DETAIL (I HOLD DOWN CLIP - ISO DETAIL ! I l HOLD DOWN CUP - ISO DETAIL O 16 q 7 1 b • U IM U EutEme U WALE FM 4A. MO V C', 6.1a. P GOT 1 '12/9/6 3:49 PM 1 i. • M AR -HY HVAC Unit Restraint .Calculations: - :: .• , : , ; : i : , - : r . 1 . ,. { PfoJec #4001 - • - i -� -. . ! _. • . ._.. r .- .__.., _...,_ _I : .' _.I. -..... __ ._. _ • _ - - - } ralcillatl o nSuMbiahr - :' .. :,. : : : ;:.t , .. .'I,. ,;:..t ,,. :The following-calculations are to check the wind and seismic actions on the restraint clips for the , : • - following RUUD! HVAC units. They apply onlyiin the :s tates :of Oregon and Washngton.and only under ,the conditions as stated the;General Ndtes of the MAR = HY RUUD HVAC UN 1 RESTRAINTS details. • • • i Small Units, , • + + • :Size -;- -- - DIt>'tensions :: : • - 1 • Wt (ibs) ,"; ; : , !RQNL - B, RQPL =B, IIRNL, RRRL; ; 2-5 .Tons ` • 5013/16 x 4719/32 x 44/50 • ' I 381- 583 ; " RRPL ^ - • ...i ; . - ; .. , i • : ' • ; ! - ` • H , ...: ; , , P • i :Medium Unitsl(3 to 6 Ton Large • • ' ; ; , : : t • , ' : . 1 ' - .. . . _Footprint • . _ . i , � . _ : .....:: ! . :: , .: , ; ... = E : , 1. : • RKNL -A,' RKPL -A,C; RLPL A, C, 3 •- 6 Tons • • 75 YS x 46:'34 x 35 ; i 500 - .635 . RJPL - A, C RLNL -A, C, RJNL -A, , ; 9211/16 x 58 7/32 x 44/50' : ' i " ; ' :: , , • RKKL -B, Ra i. RLKL- B;:RI_NL- : : , . B;C,'RKNL' =B ' _........ L H.- -... — Large Units (7 to 25 Ton Large . ' . • • • • • i ' .. i ... • • • • Footprint) ; . . ; 1 .. RKKL -B, RJNL-B,C, RLKL -B, RLNL - • 7.5 to 12.5: _ 9211/16 x 58 7/32 x44/50 910 -1311' : • B,C, RKNL -B • Tons ' ..: , • RLKL -B, RLNL -B,C, RKNL -B,C. i -- - 15 to 25 Tons . 124.18/32.x 8519/32 x 57, 1797 - 2433 .. - .- - RJNL -13 i- i :. ' : . : 15 to 25:T,ons 152 1/16 x 85 29/32 x 57 I . .1797 - 2433 ; .: ; . • Seismic Condition's . . ... - • , • ; Seismic checks were performed using ASCE 7-05; Chapter 13 and ASD load combinations in Chapter 2. • The mapped ,spectral response acceleration, short period, 5 1.50g. An Importance Factor; Ip =1.0 was • - used. ASCE 7-05 defines a= 2.5 and Rp = 6.0 as the worst case condition' for HVAC units In Chapter 13, A • ; l site class of D was;assu'med as the :worst case' condition: ' In addition, the :following assumptions, were : ' ; • ; • used 'regarding the placement of clips in order to meet the' minimum spacing requirements for ' ' perforations at the HVAC unit base when calculating the resulting seismic stresses on the tie :downs -:. , ...,A) : Sm unit were assurriedto n av e .ti e 'd o wns atYhe ends of the units, , ., -, , ,B): Medium units tie downs,along the lo>1g direction:were assumed to i ! inches from the,ends ; ' ' I ' : ' ' and a�tthe - ends along the short direction :.: ; : ; i i ; ' � 1 , '. I : • I • ! .' � i ; :: I : • • : • I • . . C) I Large unlfS were aSSUmed!to be ev nly; in. the lon direction of the unit sta at the : , • ; . i � I e • and en 16 fr om the f ron t of u an diat the• along th sho s o t un it : - : ; • : • i _ i •; - -''':.."-.7-1-4-1".1-F-' ';;•. !! +i :'. :. 11 ;,-, 'I,, •ii is ' ._.1_.i.L ' _.�--- 1_ —+4- -_ , -- t""`--• r; -' _ _ 17 ..__L.._ _ , -. ..._ :- t -_ . i .�_•.. 71-i• - -. . I _.. ___• R _ efer to'sectlons C -1 and C -3 thrti C-8 1 for re It s ega the seismic evaluation_ of th restraint clips, , + : 11; t1': :..I • :: • � , : :: : . :.: .iI.., ii ::. • .11 : ; „ •1.: :� 1I I} 1 i+ I I 1 1 !; i +I 1I i , s +1 .il I li il! i i .NEE ? Q INC PROJECT NO: /20o I •2 e . 1905 N CONSULTING ENG , PROJECT MAR.- NCI lirA4. 1ZE51aA REV 1905 NW 169th Place, Suite 121 Beaverton, Oregon 97006 TITLE (ntf_uLto.ur SwY.,. 4' DATE lh L j,CORBIN Tel: 503/645 -0176 Fax: 503 /645 -0415 ORIGINATOR – 1i '.I &M-' CHK e '12/9/6 3:49 PM • -MO Conditions, : ! I • • ' 'Wind calculatio n3 we p_ erfbrlried'using ASCE 7`05, S ection 6.5.15 and ASD load combinations; in . • : , • Chapter 2. following assumptions were used in the calculati ; • + • I • • I . • + j 1 41 . , i �'i ' ,i : .1: .; I i! ._; - , . ;... : ' - . I.. : - ; . :: : : .. : : A) E xposure Cla > C. • ? • 1 1 •F) l( -1.13 1 1 - - I 'B)::eloVci1y = 110m h ! : ?,' : , 1 .1-.. 1 i . i' :: - l• . r0) Krt =1 : -•' i '.. 7 • ' : 1 ; , .:.: '' 1 - - C) . L Ca - II build I =; - -• , i _ ! __.H),: (1:.7.1!;4 ! :: :_ ' 1 :.. I :..1 _ ! . _ i .. I :. :D) i. G=0:8 .1 • , , ; ... I : :. I) - r = Forc In� asl Factor_ : 1. 9 (Se - : I : .;•1•; ) Kq= :0.90.::: I . ' ' . I : ' I I , ; , 6.5 worst case. i ._ .: I ' : : In addition, a maximum height *f 60 feet Is;assumed and the building is away,ftom hills, ridges and . 1 ' . escarpments tha t Can result in; Increased wind velocities. • Areas in; the Columbia River- Gorge, along the : • ', i s, - r d a P , ._j g , s . .. � • : assum tions shou d result In.ae s eevalua on of the clip desi I s to Meet the loc h con d ' over. - --•, -; •I+; , ,: -1 , ::. :: ;.:.. 1.-!-`---, . +.- ::. :.:`.i::..! ::. : :'. :: :: • -; .Refer to sections C,2 C- 9 C -12 for results regarding t w evalu of the restra clips. , : = Re ..._. . I ..- , • • ••.:. . :.... ::..: •1 :.:. , : • • ; •. . - .- - -- - .. • _ .... :. ...... i i_. : :: ' . ... 1 Wind pressure was,the controlling condition for restraint clipchecks. Overturning moments calculated for:the various configurations are summarized on G2. The 'clips are shown to be adequate for ; : ' • overturning due to wind events that fall :within :the parameters "given above. HVAC curb was assumed to . • . : _:_._resist shear--loads. Strength _checks were.not made for the.base =rails, roof curbs_, etc. as these items are designed by others: ; :: • I : • . •• ' 1 .1 -:li i + ii : 1 ' . . • ' + ,. i !. ' + • '...I:..' ' .. -- r— T - i• -- - -- • j - 1 • . . I . ; 1 , . i ' ' i - . ..! . . :1:: : . • ¶ ,... 1. :::::'..i:! ... , , I , . . ' . . I I 1 :: :. 1'1 1 1, ;;;- - • . :: ' 1i! 1• .•;. . ,. ii . . • . • . ..... l .: . I . • ': 1 it 1 l - 1`l ! :'' .. i '!I i I i I 1I ' = ;I ! I.I. ,, , l ' i 1 ; i s • C CORBIN CONSULTING ENGINll1C. PROJECT NO: Jw°' ld sit CORBIN CONSULTING ENGINEERS, PROJECT /1142 NvAc RGsm� REV 1905 NW 169th Place, Suite 121 Beaverton, Oregon 97006 TITLE CA + - )t.A Ti;; > �M^`^ l DATE 1 I b CORBIN Tel :503/645 -0176 Fax. 503 /645 -0415 ORIGINATOR Win'' 1E f CHK 92/9/6 3:49 PM , .t : : i . . . . I -31-05 -. l u +r3 t l y - f :: AsS_ _ +� . :Tp " l..O 7 , .'0i45). .. ... :: °s,.: R•sr CASE. • JIJnr .:.. . 7 7 �s 7 ' ' . I As'.om {g ' : .C.,..• g . AR;p. . A.7. . C'd,) 01= _ '( :, ,.'.4%,, 7 : : _ • - - : : tia4roci .41 - rz, 2 m /.J ,'p,sT ee,.Q . r 6A. 'MA;EbR .4T,a s . �� AS�, , . : • • Ass4�G 't:LMi ?.> Atom; Lr)C ARt:. Si. ra CA.-1 S To 16ffiL.1' ' ' • : l'W V" V'r �: �J(1. '' '!7 L!J' �'.�7 �:� 750, .G.AAfS ARY, /4",* t,:...,%.,10 .;ho . Via. _ v►> :... - .. i :: Ass. 4 ` f,asr ; L P ' f'i Ai' t rVo; a , x- z- fie' (Nil? / : Mu . r � : •, ` . . . > • ` Ti; 44C6 , ;,r ,,, '�Isy � 2� r n .4 .. . . ' : • • ' :ry;: tC L4 is 'N.41IU4' .. at w.,Ct • . :. " : : , • -; . • `� -1, Ce r veAl•i,- 4 • $4 `J ' -Ct n• " SD ;c1-5 S' AT GAJ6r. , , . • • 1 . • I • I I • -1 ' ; I ! : I , , . ' ' 5*: 1 Z I Y CD6 CAILS • . :1- • : • . :: i • , • ' I ■ , : : :. • , i • : " .. , j • - , . G -3 - • ,'.� '.G -1° :Fnfti : ::. . • - „,;,c I 1 -.:l!; 1' '• "III i ,,..,: 1.... ! • : , 1 . ':;i...•1; i I - . ...... + . , ..; C CORBIN CONSULTING ENGINEERS, INC. " PROJECT NO: I Zoo l 1905 NW 169th Place, Suite 121 Beaverton, Oregon 97006 PROJECT 11404/ H v.v. Ct(P aNLHOR . REV TITLE 5 "s C,+£C K DATE 1 12. CORBIN Tel: 503/645 -0176, Fax: 503/645 -0415 ORIGINATOR I Ati► GAa7 CHK . _ s. C7, Corbin Consoling Erglrteen,Inc, Project No: 12001 _ Page of_ 1905 NW 169th Piste, Sotto 121 Project Fen Cip Check Rev: CO 8eavarton, Oregon 97006 Gender of Orev5y / Wind Check Dam: v0 (0 Tel :503/645-0176 Fa 503/645.0415 Ortienator IvanTyprt CR7, '0 X Center of Gravitylabadatfou (Rehr to Referents =torte for unit Qmandena and corner vented ponntages) Small Footprint (13 to 5 ton) Max Sze wing& Como % CO Model e y h 9n. 1 2 3 4 x y s 511NL/RQPI 50.8325 47394 41 510 29% 30% 21% 20% 20.83 24.27 22.55 2.4 TON RQPW/R1PI/RSNL 50.8125 47.594 41 2235 No Info., Assume similar to RANI Series RWI1,/RRPIJRRRL 508125 47.594 41 583 29% 30% 21% 20% I383 24.27 22351.5 to 5ten Wart Case Laadbng Med Footprint (3 to 6 ton hogs footprint) R1 C/109L 75.5 46.5 35 597 38.29 25.75 19.5 3.5703 RINIJRIPI. 75.5 465 55 620 3825 25.75 19.25 3-5 ton 9110L 81.5 465 35 689 98.25 25.75 1925 6Ton RINIIRIPL 81.5313 48.0625 55 MO 39 26.125 1925 6 ton 3061-8 93.6875 58.75 . . 44 1274 23% 33% 27% 17% 41.22 93.25 24.2 6 to 125 tons Wont Casa loading and most surface area Largo Footprint (7.5 to 25 ton large footprint) 9661. 92.6875 58.75 44 1274 21% 909C 35% 14% 45.42 9819 24.2 7ton 8110. 926875 58.75 44 1274 23% 33% 27% 17% 40.78 55.25 242 10 tan RICKL 92.6375 58.75 44 1274 14% 44% 30% 12% 3693 43.48 244.212 ton RINI 92.6875 58.219 44 1193 22% 32% 26% 20% 42.64 93.77 242 73 TON R . 92.6675 58.219 50 1193 2294 32% 26% 20% 42.64 53.77 27310 TON RXNL -8 93.6975 58.75 44 1274 23% 33% 27% 17% 41.22 8525 24.2 66,123 tons RKKL•8 124.094 65.594 57 2093 24% 32% 27% 16% 53.96 50.50 313515 -20706 9176. 152. 063 85.006 57 2433 24% 32% 27% 16% 85.39 50.68 31.95 15.20 TON Went Cam loading r 2 3 4 v'4' -' uSE Fc" R 76'41 se P,y c4 3 r -0� c4.•P Wind Overamtig mar MeteCheck Af 07' � I r v sF tool" a Es Tr ur...Fr .coo,... -o x Sckr oesfc..t� watse fCdirto IONS Ards Cb�ob Rder to Ca trim C•IS rd ev t for Wind FORM 01101190 r 5/ a'PCL to" ' min unit Unit Wt. (Lbs) 0.6• Wt F (Ion) h (6) width y (ft) CG (6) OM (ft • Lb) RM (6'16) Total M To C (Iba) No to T/C T/leg M ax CJleg Small 380 228 958 3.42 397 194 1635.6 443.10 115143 300.92 2 332.07 Med 500 300 2152 2.92 4.01 133 3138.9 548.44 258990 646.63 4 161.66 355.14 raga 1797 1078.2 3981 4.75 7.15 294 9454.9 3164.65 6290.23 87867 5 175.73 507.45 S E E P5. c '1 FOIL CLIP CG y e Shortest dbt to CG y from Morena, A. (OM) Overturning Moment a F•h/2 r S CRE - w pit$ ►6. F O (RM) Resisting Mamma 0.6•W•CGY S . t Q0 4.--5/A.).. ^ (T) Tension fro C L pq f.` C L 7 f' t . C i (C) Compression Max C/ Lag =(Mu wt/No t t. h.* (OMMNo. ie. Inc( L v . 92/9/6 3:49 PM . . . C • I Corbin Consulting Engineers, Inc. Project No: 12001 ' 1905 NW 169th Place, Suite 121 Project RRNL, Etc, Small Ftprl Rev: Beaverton, i of z Beaverton, Oregon 97006 Title Fan Clip Check Date :- / coRBEN Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK : . • Seismic Anchorage Design: input items in grey cells Seismic Inputs Per ASCE 7-05 § 13.3.1 a = I' 2.5 1 ;,. . • .,, Component amplification factor Is tool on RMF ? IN' !":—.3 • R P = t • :f P , Y Component response modification factor S o s = I} = ' ,..'. :.' 1 Short period component amplification factor 1 = , V.O. ,:':: • 1 Component importance factor z = c':_ - ' - , :';'s -- . 60 ft Height in structure of point of crttachement h = po ft Average roof hleght i Wp = I . ; 583 Componet operating weight Horizontal Seismic Force: F = 292 # Fp = (0.4 a p S Lts W p )/(R /I,,) (1 + 2 z/h) ASCE 7-05 EQ 13.3-1 F = 933 # F 1.6 S I p W ASCE 7-05 EQ 13.3-2 F ni b= 175 # F m i n = 0.3$ 5 Ds Ip W ASCE 7-05 EQ 13.3-3 Fp des = 291.50 # Strength Design Fp ASD = 204.05 # Allowable Stress Design Fp ASD = Fp Des • 0.7 IBC EQ 16 'ertical Seismic Force: Fp yen = 117 # Fp vert = 0.2 S Ds W ASCE 7-05 § 13.3.1 Fp v asd = 82 # Fp v asd = 0.7 Fp vert IBC EQ 16-15 Tool Geometry: Height (H) I: V5..7' - 41 inches distance to c.g. (z)= .»'2255 inches Length (X) .-.. $.8125 inches distance of supports (x) = ' - - 81' inches Width (Y) ;. .?.47":.594, inches distance of supports (y) = .1::::; 454. . . distance of c.g. to support x1 = I 18.83. inches ., • , distance of c.g. to support y1 = !:.&;:! 4 inches nches (y) (x) 1 , 2 .., No of legs in corn . i 2 - - , H No. of legs in ten.(x) = i ' .:,. ;i 2' No. of legs in ten.(y) = : '-'': - ,1"-": 2 ; 2 No of legs in corn No. legs In shear = 1 4: y 1 A V • 111' *1 • . .:F:.....;: . .:0':Vi X ELEVATION PLAN 6.3/01/ '12/9/6 3:49 PM Corbin Consulting Engineers, Inc. Project No: 12001 Page Z of 3, •• I 1905 NW 169th Piece, Suite 121 Project RRNL, Etc, Small Ftpri Rev: • - Beavertail, Oregon 97006 Title Fan Clip Check Date : • CORBIN Tel: 50345 -0176 Fax 503/645.0415 Originator 'Than Tygart CHK : Check Tool for overturning: in x direction Mot = 4,601 #-in Mot (FpASD) *(z) Mres(x) = 5,051 # - I n Mres = ((.6•Wp1 (Fp v asd)) • x1 .6 Wp per IBC EQ 16 Check if Mres (x) > Mot No net overturning Check Compressive Force on support (x): C = 496 # C= (Mot +(distance of supports (x) x1)" (Wp +Fp v asd)J /distance of supports(x) c per leg= 248 # max/leg N/A Not on RMF Anchorage Design: x Strength Desian values: Mot sd = 6,573 #—ft Mot sd = Fp des (z) Mres (x)s= 7,686 # Mres (xis = (.9Wp- Fp vert) (x1) 0.9Wp per IBC EQ 16-7 T= - # Tension force on legs = T= (Mot sd- Mres (x)s) /x Tension per leg = 0 # Tension per leq Tension per leg = T/[No. of legs in ten.(x)] Check Tool for overturning: In y direction Mres (y) = 6,225 # Mres (y)-- (.6 *Wp Fp v asd) • y1 .6 Wp per IBC EQ 16 - 15 Check if Mres (y) > Mot No net overturning Check Compressive Force on support (y): C = 427 # C= (Mot +(distance of supports (y) y1)•(Wp +Fp v asd)J/distance of supports(y) c per leg= 2 # max/leg N/A Not on RMF Anchorage Design: y Strength Design values: Mres (y)s= 9,472 # Mres (y)s = (.9Wp- Fp vert) (y1) 0.9Wp per 1BC EQ 16-7 T = - # Tension force on legs = T= (Mot sd- Mres (y)s)/y Tension per leg = 0 # Tension per let Tension per leg = T /(No. of legs in ten.(y)J Anchorage Requirements: Aax shear on leg = 73 # Max shear on leg = Fp des /(No. legs In shear) Max tension on leg = 0 # Govf a.mc> c N /. /44 12/9/6 3:49 PM Project No: 12001 Page _Loaf 2_ • I . C Project Med Ftprt Rev: -- Beaverton, Oregon 97006 Title Fan Clip Check Date : /CORBIN Tel: 503/845-0176 Fax: 503/845.0415 Originator Tuan Tygart CHK : Seismic Anchorage Design: input items in grey cells Seismic Inputs Per ASCE 7-05 § 13.3.1 ap = 2:5 Component amplification factor Is tool on RMF ? i p.',.,`, , !.:.:', -: :'!: .-: R P = ''-:I' '6 Component response modification factor Sips = k ;:'-',: 1 Short period component amplification factor I = Component Importance factor z = i ::' i 60.ft Height In structure of point of attachement h = :,: eo ft Average roof hleght Wp = i :': 1;274 # Componet operating weight Horizontal Seismic Force: F = 837 # Fp = (0.4 a p S 05 W p )/(1? pi 1 p) (1 + 2 z/h) ASCE 7-05 EQ 13.3-1 F = 2038 # F,= 1.6S 1 p W ASCE 7-05 EQ 13.3-2 F „, = 382 # F „ = 0.3 S os I p W p ASCE 7-05 EQ 13.3-3 Fp des = 637.00 # Strength Design Fp ASD = 445.90 # Allowable Stress Design Fp ASD = Fp Des * 0.7 IBC EQ 16 'ordeal Seismic Force: Fp vert = 255 # Fp vert = 0.2 Sas W,, ASCE 7-05 /3.3.1 Fp v asd = 178 # Fp v asd = 0.7 Fp vert IBC EQ 16-15 Tool Geometry: Height (H)it:''' 50 inches distance to c.g. (z)= I. -;: viscy inches Length (X) `., 93.6876 inches distance of supports (x) = 1 ,: -! inches Width (Y) 11,' ',68.75 inches distance of supports (y) = 1.. . :64:1 6 inches distance of c.g. to support x1 = I 7:::' :31:22 inches distance of c.g. to support y1 = [ :/;-:: 3325 inches i No. legs in shear = I H I 4, MIM i I. 1111 1 El EVATMN PLAN e-5/C-Pi '12/9/6 3:49 PM _ Corbin Consulting Engineers, Inc. Project No: 12001 Page Hof 1905 NW 169th Place, Suite 121 Project Med Ftprt Rev: Beaverton, Oregon 97006 Title Fan Clip Check Date : • CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Tuan Tygart CHK : Check Tool for overturning: In x direction Mot = 12,262 #- in Mot (Fp ASD) (z) Mres(x) = 18,296 # Mres = ((.6 [Fp v asd]) • xl .6 Wp per IBC EQ 16-15 Check if Mres (x) > Mot No net overturning Check Compressive Force on support (x): C = 1,003 # C= (Mot +(distance of supports (x) xl)•(Wp +Fp v asd)J/distance of supports(x) c per leg= 251 # max/leg N/A Not on RMF Anchorage Design: x Strength Design values: Mot sd = 17,518 #--ft Mot sd = Fp des (z) Mres (x)s= 27,842 #-ft Mres (x)s = (.9Wp- Fp vert) (xl) 0.9Wp per IBC EQ 16-7 - = - 140 # Tension force on legs = T= (Mot sd- Mres (x)s) /x Tension per leg = 0 # Tension per leg Tension per leg = T /[No. of legs In ten.(x)] Check Tool for overturning: in y direction Mres (y) = 19,486 #din Mres (y) = (.6•Wp Fp v asd) • y1 .6 Wp per IBC EQ 16 - 15 Check if Mres (y) > Mot No net overturning Check Compressive Force on support (y): C = 794 # C= (Mat +(distance of supports (y) y1) *(Wp +Fp v asd)) /distance of supports(y) c per leg= 199 # max/leg N/A Not on RMF Anchorage Design: y Strength Design values: Mres (y)s= 29,652 # -ft Mres (y)s = (.9Wp- Fp vert) (y1) 0.9Wp per IBC EQ 16 -7 T = - 222 # Tension force on legs = T= (Mot sd- Mres (y)s)/y Tension per leg = 0 # Tension per leg Tension per leg = T /(No. of legs In ten.(y)J Anchorage Requirements: .fax shear on leg = 80 # Max shear on leg = Fp des /(No. legs in shear) Max tension on leg = 0 # W,ob C)wc.n4-)5 C4/C -)q . ' '12/9/6 3:49 PM Corbin Consulting Engineers, Inc. Project No: 12001 4 1905 NW 169th Place, Suite 121 Project RINL, Etc, Lrg Ftprt R 1—ef -2.- C Beaverton, Oregon 97006 Title Fan Clip Check Date : o coRBIN Tel: 503/645-0176 Fax: 5031645.0415 Originator Tuan Tygart CHK : Seismic Anchorage Design: Input items In grey cells Seismic inputs Per ASCE 7-05 § 13.3.1 ,_ ., a = I T., 2:5 Component amplification factor Is tool on RMF ? IN 6 R P = ' : "::,. 7 C Component response modification factor ,.! Sips = i. I ,....,., - 1 Short period component amplification factor 1 = I Component Importance factor z = I : r• - ' 60 ft Height in structure of point of attachement h = OP ft Average roof hieght Wp = i .' ' ., : a,40_# Componet operating weight Horizontal Seismic Force: Fp = 1217# Fp = (0.4 a S Ds W )/(R p /1 ) (1 + 2 z/h) ASCE 7-05 EQ 13.3-1 Fp max = 3893 # F 1.6,Sp 1p W ASCE 7-05 EQ 13.3-2 Fp mm n = 730 # F min = 0.3 S ps 1p Wp ASCE 7-05 EQ 13.3 Fp des = 1216.50 # Strength Design Fp ASD = 851.55 # Allowable Stress Design Fp ASD = Fp Des * 0.7 IBC EQ 16-15 cortical Seismic Force: Fp vert = 487 # Fp vert 0.2s W ASCE 7 13.3.1 Fpvasd= 341 # Fp v asd = 0.7 Fp vert IBC EQ 1645 Tool Geometry: Height (H) .', -.: . 57 inches distance to c.g. (z)= i ' 31135 inches Length (X) " 152,083 inches distance of supports (x) = 1 f--- e7.o3 inches Width (Y) : . : 85 . ,908 . inches distance of supports (y) = , 111i ;9i ; Inches distance of c.g. to support xl = 1.!`ii * 6349 Inches distance of c.g. to support yl = i • '-',:' .4349 inches legs No. of legs No. legs in shear = I ;;,' ' ;7 ,;7,10' H IT xi . !If 1 . Y X Y ELEVATION. PLAN C-livi '12/9/6 3:49 PM Corbin Consulting Engineers, Inc. Project No: 12001 Page • of I 1905 NW 169th Place, Suite 121 Project RJNL, Etc, Lrg Ftprt Rev: Beaverton, Oregon 97006 Title Fan Clip Check Date : • I CpRBIN Tel: 503/845 -0176 Fax: 503/645.0415 Originator Tuan Tygart CHK : Check Tool for overturning: in x direction Mot = 26,698 #- in Mot= (Fp ASD)• (z) Mres(x) = 70,941 # Mres = ((.6 *Wpj [Fp v asdj) * xl .6 Wp per IBC EQ 16 - Check if Mres (x) > Mot No net overturning Check Compressive Force on support (x): C = 549 # C= (Mot +(distance of supports (x) x1) *(Wp +Fp v osd)j/distance of supports(x) c per leg= 183 # max/leg N/A Not on RMF Anchorage Design: x Strength Design values: Mot sd = 38,137 # —ft Mot sd = Fp des (z) Mres (x)s= 107,954 # Mres (x)s = (.9Wp- Fp vert) (x1) 0.9Wp per IBC EQ 16-7 T= - 1042 # Tension force on legs = T= (Mot sd- Mres (x)s) /x Tension per leg = 0 # Tension per leg Tension per leg = T/[No. of legs in ten.(x)] Check Tool for overturning: in y direction Mres (y) = 54,487 it Mres (y) _ (.6•Wp Fp v asd) * y1 .6 Wp per IBC EQ 16 - 15 Check if Mres (y) > Mot No net overturning Check Compressive Force on support (y): C = 1,451 # C = (Mot +(distance of supports (y) y1) °(Wp +Fp v asd)]/distance of supports(y) c per leg= 725 # max/leg N/A Not on RMF Anchorage Design: y Strength Design values: Mres (y)s= 82,915 # Mres (y)s = (.9Wp- Fp vert) (y1) 0.9Wp per IBC EQ 16 -7 T = - 547 # Tension force on legs = T= (Mot sd- Mres (y)s)/y Tension per leg = 0 # Tension per leg Tension per leg = T /(No. of legs in ten.(y)] • Anchorage Requirements: ,lax shear on leg = 122 # Max shear on leg = Fp des /(No. legs In shear) Max tension on leg = 0 # C, a vi;R as C c- '12/9/6 3:49 PM L . , D i . CHOI. • . ' . I ; _ - ' _ . __ . 'AVE— 7-0S - I . 1 i I X15 6: . . • f I ' 1 ! f I ' I f - i•rv. C41 = ! . :: , . _ . 1 i : . . . { : . l . . ¶ .77 4'.I . . . ;.,, '.:I - .:1; _�•, ,.:£ . , 1 .=r 4. -3::: up'C C.a 1a i • • ..I , : i�Lt :1 • .. I i . . • . } 4'' w• 12+� v 1:)ke JW[ ' I .. ... .47e,r.:$' C- lL Txzt3 C — ; •I'...i :•t;...,:... -. Fca. w ; , ua'C4,4 s,• . ...I..,: ..: ... �.:::1: . - . +d ir evee-raR..i,: . . _ . . • _ ... ... i'..:, ::: b:. EtT : d -z SEC: C-2. ra& Oyk rvaa 1uc?;• ' . . I : AND ' Cul' : COMPRCiafo.J Cird'U<. ; ; .. . • . .. • • . !•f!<i•r..1 t - r C CORBIN CONSULTING ENGINEERS INC. PROJECT NO: /lam / e: 1905 NW 169th Place, Suite 121 I PROJECT 0 4 S/ kvi( CLIP A ►I• REV Beaverton, Oregon 97006 TITLE L »'J CAi.c S DATE 1/7 ` CORBIN Tel: 503 /645 -0176 Fax: 503 /645 -0415 ORIGINATOR / -7 CHK - '12/9/6 3:49 PM Corbin Consulting Engineers, Inc. '"Project No: ,- jzx i ; ;Page I if "'1 . 1905 NW 169th Place, Suite 121 Project - pw. -y� 114 vi m Cup !Re i ._ • Beaverton, Oregon 97006 Title G„ T(l f- Sr;klate : i !- ) 2 COEBIiN Tel: 503/645-0176 ;Fax: 503/645.0415 Originator : - -7: f t� CHK : i • Wind Loads o n Rooftop Structures and Equipment Based on the 2009 International Building Code and ASCE 7 -05, 6.5.15.1 TYPICAL SCREEN WALT. /' . TYPICAL MECHANICAL UNIT . - .-_,- :47,, ;,,." -.. \ •F 2 ,.. ,,,, ,,,,,, 1 0 ./ 0,,,,,,_ H �,, G _ , , / / j ' r� � H V Input Exposure = : ; C exposure category [6.5.6.3] K = 1.00. topographic factor [Figure 6 -4] I = 1:00:: importance factor [Table 6 -1] V = : ;, (mph) basic wind speed (3- second gust) B =1.;: 100. (ft) horizontal dimension of building measured normal to the wind direction h = ' _ 6 0 . (ft) mean roof height of a building (eave height if roof angle <10') H = t` 60 ` (ft) height to top of stucture or equipment Dv 3.42 . . (ft) height of rooftop structure or equipment DH =; 4:23 (ft) width of rooftop structure or equipment Analysis z = 56.58 (ft) height above ground level Kz = 1.130'' velocity pressure exposure coefficient [Table 6 -3] Kd = 0.90 . wind directionality factor [Table 6 -4] q = 0.00256K , [Equation 6 -15] qz = 31.5 (Ib /ft velocity pressure [Equation 6 -15] G = "x:.:0.85,;; gust effect factor [6.5.8.1] Cr = =1 ; ,1.3 ..'': force coefficient [Figure 6 -21] Ar = 14.5 (ft area of structure normal to the wind direction Bh = 6000.0 (ft building area normal to the wind direction x = 1.9 force Increase factor [6.5.15.1] A Results F = xq = GC,A, [Equation 6 -28 and 6.5.15.1] P = 66.1 (lb/ft design wind pressure, P = xg ,GC , F = 958 (lb) design wind force e-'641-1 '12/9/6 3:49 PM Corbin Consulting Engineers, Inc. Project No: W:I, O f ; 'Page L 1905 NW 169th Place, Suite 121 Project � - M4& Ntit ki4t LuP I Rev. Beaverton, Oregon 97006 '• Title �- � ,;;, 1 `i -e_, Date : CORBIN iTel: 5031645-0176 'Fax: 503/645.0415 Originator - Tvn , .; !CHK , • Wind Loads on Rooftop Structures and Equipment Based on the 2009 International Building Code and ASCE 7 -05, 6.5.15.1 7 T'WP$CM. WALL lyP(CAL MECHANICAL SCREEN UNIT DV V • • .v • Input Exposure = ..T ,C ; exposure category [6.5.6.3] K = ;.' 1.00' topographic factor [Figure 6-4] I =1 `` 1.00 Importance factor [Table 6 -1] V = ;;;110_ (mph) basic wind speed (3- second gust) B = •• ; ` 100 (ft) horizontal dimension of building measured normal to the wind direction h = :` 60'•. (ft) mean roof height of a building (eave height if roof angle <10') H = :.;_60 .` >:.: (ft) height to top of stucture or equipment Dv = (ft) height of rooftop structure or equipment = Dm ; ..: 7..81 (ft) width of rooftop structure or equipment Analysis z = 55.83 (ft) height above ground level Kz '1.130 velocity pressure exposure coefficient [Table 6 -3] Kd = #; _ 0:9 wind directionality factor [Table 6 -4] q = 0.00256K [Equation 6 -15] qz = 31.5 (lb/ft velocity pressure [Equation 6 -15] G = =; `.0.85':.:,; gust effect factor [6.5.8.1] Cr ,3 - force coefficient [Figure 6 -21] Ar = 32.5 (ft area of structure normal to the wind direction Bh = 6000.0 (ft building area normal to the wind direction x = 1.9 force increase factor [6.5.15.1] Results f F = xg [Equation 6 -28 and 6.5.15.1] P = 66.1 (Ib /ft design wind pressure, P = xg F = 2152 (lb) design wind force &/1/6.1 �i '12/9/6 3:49 PM Corbin Consulting Engineers, Inc.. Ftoject No: / Zab /; : Page I of _1 .1905 NW 169th Place, Suite 121 Project - ow _Hohait[up !Rev - 'Beaverton, Oregon 97006 Title tIN,u, rr(7.2sr.. Date : t '- 12 CoRBTht:Tel: 503/645-0176 IFax: 503/645.0415 . Oilginator •ww Tyr„n2r ,CHK : 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 % / \\ . TYPICAL MECHANICAL UNIT AN H \ P1/ /"/ H V Input Exposure = C . exposure category [6.5.6.3] ic = ' 1.00 .f topographic factor [Figure 6 -4] I = `o• _;1.00': Importance factor [Table 6 -1] V = 110 , 'H (mph) basic wind speed (3- second gust) B = +` : 100, (ft) horizontal dimension of building measured normal to the wind direction h =; : . -'60 -.;; : (ft) mean roof height of a building (eave height if roof angle <101 H =;•;. " - . 60 (ft) height to top of stucture or equipment Dv = 4.75 • (ft) height of rooftop structure or equipment DH = ` 12.67. (ft) width of rooftop structure or equipment Analysis z = 55.25 (ft) height above ground level Kz ='' 1.130 velocity pressure exposure coefficient [Table 6 -3] Kd = ;. ! 0.90 . wind directionality factor [Table 6 -4] q = 0.00256K , [Equation 6 -15] qz = 31.5 (lb/ft velocity pressure [Equation 6 -15] G = : ' -.; 0:85 gust effect factor [6.5.8.1] Ct =, `:'1.3 ' force coefficient [Figure 6 -21] At = 60.2 (ft area of structure normal to the wind direction Bh = 6000.0 (ft building area normal to the wind direction x = 1.9 force Increase factor [6.5.15.1] h Results F = xg f [Equation 6 -28 and 6.5.15.1] R P = 66.1 (Ib /ft') design wind pressure, P = xg f F = 3981 (lb) design wind force e ' l q )11 12/9/6 3:49 PM Analyal,of Strossds on Anchor_cIIps for Residential iiVAC Unite , . . r - Ap i Areal ofi110 mph Wind Speed and 8 ft Haight or Less f • : ' • • I r 1 • R . 4 grackete Unit ! i , i i - l . I I : I I :. ' I . ; . i . I 1 : I , . . , . , : , I I . . , , . , . . . - • S plif y .Str � sse�spn l Brackgt by Assumlrigs I i : . , i I , . -• -• i I Point of bnkling is b` dt Corner bueto ion load I r . t of a Ilcatio 4 t 1 I' i i 1 I l ._._pin PP_ Scnslor dls I_ .,_ _ , ; _h ' ad an screws based on disten betweenisrrews ? i . I i j I ' • l..l ( ,.,. II ,.. . ,. I ;i .• I _ .: . .;.. .... i l l li' .;. .. • • , •' . ensio , ,i , i 1 .., % I 1 I ( T n ' Ii • ! i � �' , I : i. . i. : , , ! , t. I ;V Ay'' - ' - i I • , , • I . a . . ; 1 . 1 . , I i . 1 - • • • ; • : • ' . ..- 1_ . [I '...i nR Y p1;5TA • •, I ... height! i !. l ! : • , l i . 1 1 .. . ' . . , . . , . . . 1.. . . . i . i. I I . , . i . i 1 • ` :.I ' _. . . I I, eo,. i .. I 1 _ 6O ,.L... • I ' base - j I,. I a... Attachm to !VAC unit consists of four 412 screws Into base tall • . . , . • • ' ' All four'screws resist shear, two screws resist bending fromitenslon - 1 - . ; . . -.: Shear loadon:bracketnotapplicable,a -; - • - • • • - • ' -• • • - • ; • - - • , • - • . i ' around'curb and is assumed to provide lateral `stability in all directions: ; ' ; : ; , ; r r. I ..:.:.: , : j ... �._.. �L511tis f y o+� s;�t 4 L . IAN' Max tension load odbracket (maximum of seismic and wind) ' 1— - . Numbercif s tachment screws - - i ; .i _. ...4 4s. . i _ t7 r (� O . C."�- " Prying distance from bottom screw to"top Bent plate' ' ' ' - • T '+ i Base of bracket ; . • ' ; � , • Ire . ; Height of bracket , . ' . T • ".. . • • " . I 33# Iii ' Width of bracket ' . ' . . • . • . 4.00 In ThIclvless•bf bracket • I• . ' : j - - :18h in ' I . ' ' ' . ' . . . Distance between screws (vertical) . . . , . . . 0.S in . . . . : ', Bending nlomerit at corner' ' ' : I ' ; •j,:31i1d;lt>!s • . " . . , (tension load per restraint ! base dimension) . . i . Crosssection area of txadcet (width: thl ckness) i I 0.75 , • • Section modulus of bracket: '• • 7 I 0.0231n^3 : .. ' ' - ' ' .: Bedding stress on one -half of bracket . - .. - • i : - . • . . 13,691 psi , • - • - (bendingmDment /sectlonmoduius) • • '. ' ' - -. ' • I.. • • . Max allowable stress of steel (2/3 Py, Fy-32 ksi) . . i 32 . i 21,333 psi ' . : • Allowable'stress / bending stress ; ! - • • ' i ' 1.56 > L0 OK Clip is adequate • $ ..:. : Tension force In screws from tension load , ..,.. . ... ..._ ...._ _ _ - .. . .._ . . . . 257,ibs ... ........ _ . ... (tension Todd' base'/ prying distance) ' ' ' ' ' : ' - . . . . • ; . ; She per screw from tension load I . . . . i - 38,Ibs • • i (tension load /'a,6t of screws} . : ' • ; ' • ' ' ' • • • - :. i Alidwable'tcn.� load on 1112 -14 HILTI self drilling screws` , " ! •1321tu . . . ' • ' :(Per ICC report ESR 21 be Table 2 into 18 ge Le: 0.048' ' ; • I • jAllda : ' ' ' 3081bs . . wble1she load on 612 -14 HILT self drilling screw I . - . - s . • --,( P, eiICCReportESR• 2198Table -4) "; _ ._•.., ; -t_ ._ -..,_ : ,_: . . : _.. _ i I . '. • , ;Allowable tans on load /.(tphil tensi?ri load / (S of screws /2) i , I .. . , . i . ' 110 3 > 1.90K `Screw.is adequate : . . . , . . . ' : . . ; ; Alloivable shear load / shear per'screw , ' • I I I • j ; I .8:16 > LOOK , screw Is adequate ! , • I. : • • • 1 I_t ! i i 1.1_,;_1 I i i • 7_: i ! ., ' ' ! . .. • ' ', i i • _ ' • , • • ; indtkidual ailovrabie loads >`IndliAdual applied loads ; t - ' ' j • ' • I . . � " i ! : . i I . . : • 1 ; , • i margin ` Su fij dent g l ex ist s r S light dltf�ererices in loading - .. . ; . : , . . ' -- . . . . - . 1 ; . ' • . ' ! Proposed angle rackets are therefooe•acceptable for the stated u with' I ' I I + j : ' . ; - • - 1 •••T h 2' iltl Kwlk Self driilingsrcrews when installed per manufacturer i i I ! , , g�li a ; drawings.1 . • . 1 , i ' ' - ' i • ' I I i - i . i i i • , i I : : : ', • • 1 n LimkatlonsireJndlcatedDn ;theinstallation'dr:iwl�. ! -. .1 i I : ; .. I : , 1 .1 . • . I I. i ... I ; I , ! T i . I . 11 - CORBIN CONSULTING ENGINEERS, INC, PROJECT NO: I1 a b I V rr �� e I u LE 1905 NW 169th Place, Suite 121 PROJECT H R F'.57124 REV Beaverton, Oregon 97006 TITLE G 1 f ' Dr l �v DATE I /If�i i CORBIN Tel: 503/645 -0176 Fax: 503/645-0415 ORIGINATOR p �`'1 CHK 12/9/6 3:49 PM 1.i ,• i : j } . • I I ' I I I It i' ( F • . Analysis' of itresses Anchor Clips for Raaldandal H VAC Units j . • - - s' AppliceUon In Areas of 110irnph •Wlhd Speed and BO ft HelBht or•Lasa 'r ' I 1 ' j I ' : • ' . , ' : • ' 1 • l iaekem� F r,Unit •� - ; ..: _ ! . , ; ; . • L ... ; • -4- ---.- -� 6.- . I.•.:.. i t : 4.•. , ; .'_. •Br . - ;.._ , _L — � ' � - ' -• - ;- '77 ri , � o% i - {-- �-- --WN - - - - - - - .(, ; .Simpli fy S tresses on by;Assirtling 1. . I ; ' - i 1 : i j - i 1, '), •1 ! : .i ! } I : , S _ • -ear i . ' "1 ' - o int . of bcna Is e bb�it coR} l tens„armloa ! _ ( i j _ i : , _ i • + ; j • • • _ P oint of appIlcatInn af.tensian:Ioad Is top, of.tiia'cket- -1 -7 ' j --j--; i 1 - - , - - . I.-I-- • s • j I-- - ■ • 1 . Toad on s 3 biased oh distance oetweenscrews'' ` i - 1 I , , • , . - i - .. • �. +. i , , I • I • ' . I .. l . Ica l I. . - i . . i ; . i ; . , , i I t ' I 1' ! • I .. .... I i • . i . ; � , L oa d -- - i i 1 , . .1. ! 1 ' 1I i . ■ I 1 • - . • -I ; . I I i 1. I . { L: i 1 �.L...i ' i.. I . . I • 1 I i isaight! y .1 -. -i -1 • I-1 • A,'I N e - . Cjts . i • 1 g NG � • ' • „ ; , . • i i - : • , i - F . - ' . l ' ' . . ; ; i 1 - ! , apa ; I 1 I l IISj I, i I ! o H i • ' Attachment tVAC unit consists of f 032 strews into base rail ' ' ; ; ; .. • ' i • ! . , - . • _ - • : Alllfour screws resist shear, two screws resist trending from tension . : I ' • • • • ; • . • • . • : Sheaf load on bracket not applicable, as HVAC unit Isoontlnuous • • - _ i around curb and is assumed to provide lateral stability In`all directions. . . j ; . - • • ` Maxtension Ioadon, bracket (maximum of seismicaridwind) • • . , 'i 175Itis . ; I'. . . . . . 1. Aft= • Number cif attachment screws - ' 1 : • : • ' ; • 1 N • _ :1� # • 1 t ,,�- r •S EE” • p9 4...- I : Pryingt3is tans efrombottomscrewto :top:Bentplate_ .. . ; _2 Ia . : . . . : . Baseof.bracket - ' ' • • I e(ght of . , . , . _; . . : ..: - 4.7 _i . . • Width o f bracket ' j • • i , - - I 4 . 1 ) 0 (n• . ' • . ' lhklmes f of bracket. l ; , , , , .. ;. ?AI? : Distarrce between .caws (vertical) • -- - • - . . . ' ' ; • '"t ?AI? P • Bending momeritat comer, : : i 1 , . 1 . • . : ,. 503 in-lbs . I • (eensionload per restraint ! base' dimension) • - ; 1 : . • • • . : _ : ; • G bracket (with!'T . • • • • ` • ' . • • ' ; 0.75 • - • 5ection modulus of br • , . , : . ' 1 • , ! • . • 0A23 In ^3 , Bending stres on one -h of bracket • • • . ; • ' 21,467 pal • ; ( bending ,morfkent� /ieet[onlnodulu5) i • I. . _ ' ; •.: - . , ' ; : • • • ! - I i • - : Max allowable stress of steel (2/3 Fy, Fy�3 ksl) ; • • i • Alhiwablestress %bending stress . .., . . . .33 • • • 22,000 psi ' ; , • ' , • i ; adequate i- G L ' . t ! . . ,.. - : 3A2 >1>1.015K dip' Is • l Tension force in screwi fro(n tension load • - - • - - - ..: • . • - . ' 252•Ibs - - ; - _ if •c!' ' ; ' ' (tension lo • base / lining distance) :: . ! : , : . . . : . : , . ' . • 1 ' ' Shear force per screw from ten load . f • • ° } - • ' 44 1 • (ten load/t0 of screws) c I. : •' : .... • � _ ... _ -.- - . • . .. . -- • • Allowable tension load on #12-14 HILT, self drilling screws: ; 132 lbs - i ' 1 . , • , • ! , ! (Per ICC report E.0 21116.T0111f0lnfo 18 0 i•el 0418:1 • . 1 • } i i • i : • ; . • i Allowable she�r 'Nation 412-14 self drilling.Crewa, ? • . '(PerlCCReporf rabi134)t ' ... 1 : i i I , i . . . ; ; ..: .. , :: . :• I , , • .. . • • Allowable tension load F (last terpiori load /;(# of screws-/ 4) • • . I • • ' 105 ;> LOOK, Serew is adequ : 1 . . . 1 ' ' AAlorrable shear bad y shear, per screw' F : ; _ F ;'I ' . . . i . . . . 7:04 `> LO OK, 'Screw ys adequ , ; "'r , . ' i ; • i ;F •i; 1 _ 1 :1 ! • T IrldivlduaTgllowabfeieads` > Indivlduai applied foaig 1 . ; , i ' l , - ;;; - i ' - 1. i } : . I i. . . ! .. . . . ■ ... 1 . I . • Suflider`tt mar�(n eiatslra slight differences In loading. - I I • - 1 I • • j 1 : ! • • , i Pioptised'erilip tips lets ire therefore eoceptebfe fortFie stated :use with _I _ j-, ,- , _ _ 1 _ :.. :.. :.. . _- .;__....L.:_ r ..: � #1 g 2'Hitti KwikSelf driliingtsC elai, when installed pet• rhandfacturer' : . , , I j . I , ' ! • - • • . t I ! ' • ' ' ,' i I ' : • i ` fkide s acdordi _: dra*vIti g s. l I • { ,, I ! ' , , I ■ . , ! ! , • ; � 1 . ' . • j ' • ' • Ll j n l t a 1 t l s n t are I n d i c a t e l d o n i t h e I n s t a l f a t i o r l , t.raWIng: ; i l , , ' • • ! - 1 - - 1 " t . 1 , 1 ; 1 1 1 , 1 . . , ! _ 1 , 1 • . 1' ; CORBIN CONSULTING ENGINEERS, INC. PROJECT NO: i 1-60 I . c -! 1905 NW 169th Place, Suite 121 PROJECT t/ vele_ (>�. kT It E REV Beaverton, Oregon 97006 TITLE Ni id/. v, ,r- C' P DES DATE l / / /0- CORBIN Tel: 503/645 -0176 Fax: 503/645 -0415 ORIGINATOR 0 en CHK No