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1 1 1 2 --- 7A. ► `i1 , a .. ,---. 1.1.4 = y • _ 2 Q 9 ...' ' p --• c� p CITY OF TgGARID _ ,., -. .. Approved�. [ — / 1 2 Z . � • 2 — Cond Approved [ ] D -- See Letter to: Follow [ ] .... 5. Attached i 2 �C 0 Permit Number. I_ Av, 0 a- By: s Date: 111411 \§1. i .1g, si • 3 Approved plans .2 eII be on job site. _A Vr'. OFFICE COPY ,. s\ ,,. . a.,,„.■ .„.,,, , . ________ 1 :-.--------=_ 1111111',, 1 /41*4;:\ ',:..i ‘s ‘:\::.4:1‘:N. .‘...iNN \ SN Ill/ ///,<...\)' ' • .,.. .. .., t. Sj . „. ' ' • . \\, "'.... t f Z t ill tif$ ' \ V ''. ' 'S ' . . ' ,<,) ... . ... . i Oh #P> \ ... \ - C3 • w % ''',, - - ' \ V 111 / .------.,, 0 - At Q . ‘,„. ./ ______, '''% V % I .. AV \ , \- • \\k, v -1.4h, ‘...,:: c \ . V \ TRIANGLE POINTE - MECHANICAL UNIT ' \ LOCATION e z , AUG 21 2012 C IIYOFT •D 1 N BUILDING Di' ISIO , .,/, , ;,/ 9 c i y ' � 3 e , v ,? ■ ■ �` I# \ ' ° \ \V``•■■•:... . • "i 1 . . i , #AD • , . ,..„,/gfillker a mnc mac ° '. ' %, . ao mn -Ice ..!+. m: Nt - y 4 G ' y : / 0 TION (barrier SUBMITTAL Project Lower Garden Level RTU Date Thursday, June 14, 2012 Larry Goodroe Airefco, Inc Table Of Contents Project: - Untitled5 06/14/2012 Prepared By: Larry Goodroe 07:52PM RTU - 1 3 Unit Report 4 Certified Drawing 5 Unit Feature Sheet 10 • Corner Weight Report 13 Controls Sheet 14 Applied Rooftop Builder 3.09n Page 2 of 21 RTU -1 Project: - Untitled5 06/14/2012 Prepared By: Larry Goodroe 07:52PM RTU -1 Tag Cover Sheet Unit Report Certified Drawing Performance Report Unit Feature Sheet Corner Weight Report Control Sheet Applied Rooftop Builder 3.09n Page 3 of 21 Unit Report For RTU -1 Project: -Untitled5 06/14/2012 Prepared By: Larry Goodroe 07:52PM Unit Parameters Shipping Dimensions Unit Size 70 Tons Unit Length: 37' 4" Volts- Phase - Hertz: 460 -3 -60 Unit Width: 7' 8" Supply / Return Horizontal /Horizontal Unit Height: 6' 11" Evaporator Coil Type Hi cap Evap Unit Shipping Weight: 11389 lb ..- Heating Capacity: Low Gas Heat "'Weights and Dimensions are approximate. Weight does Filter Option . 2" MERV 7 Filters not include curbs and accessories. Approximate dimensions are provided primarily for shipping purposes. For exact dimensions refer to certified drawings. ** Shipping Weight does not include extended leadtime options' weight. Controls Application Type VAV Non Fused-Disconnect Selected Control Expansion Module: Selected ExhausUEconomizer Exhaust/Economizer Economizer with Modulating Power Exhaust P.E./ R.F. Motor HP 10 Hp Supply Fan Supply Fan Type: FC Supply Fan Supply Fan Motor HP: 40 Hp Condenser Coil Cond. Coil Fin Coating: Standard MCHX Warranty Information First Year - Parts Only (Standard) Complete Unit Year 2 Parts & Carrier CCS Labor Complete Unit 1st Year Carrier CCS Labor Start-up, First Unit An uncoated Novation condenser coil was selected for this product. This is based on an installed location with postal code: 97062 and a non - corrosive localized environment. NOTE: Please see Warranty Catalog 808 -218 for explanation of policies and ordering methods. Ordering Information Part Number Description Qua ntity 48P5D070617YBR -DVR Rooftop Unit 1 Base Unit Hi cap Evap Economizer with Modulating Power Exhaust 10 Hp Disconnect CEM With Service Valves Disch Service Valve Low Sound Condenser Fans Supply VFD 40 Hp Premium Eft. • Applied Rooftop Builder 3.09n Page 4 of 21 Certified Drawing for RTU -1 Project: -Untitled5 06/14/2012 Prepared By: Larry' Goodroe 07:52PM UNIT SITE IC16NT 1 I C D E F 1 '.0. 909 60. 71971 COCA[9T 13 711 'IMRI Of C41 C600.47104 LBS. RES. NV FT. 14. VI TT. IN. MP FT. PI. 1111 FT. IN. MN Fl. II, I/4 FT. III. TFCFN01o61i3 91U(13L 9' I [C9I It AT] •CLIr PW [In 1111 lOt W ct[3 91IMRT C "nI 1Pi1TIla TMT ° 1ef Ir 011 f 90 C7 1901 01 r1R93 tg93lltoli 7. CI, o alt -- - - - - T 911 1C CIL(7 n i� : nrwL.c 0 :( a 070 LOW NEAT 93!5 1361 3543 11' -T t1'' 3715 13•-0' 6111 70'-1 SW 11 ?1 5'- 4 7 11318 11' -3 15716' 77762 38' -1 1/16° (MICR ❑!1t [(Amman '39lIf7p :a9p .[PIA T� KK1 Li (pT(T. 073 NIGH HEAT 1'1! 11M 3713 11 -7 ''2' 5115 10'•0' 6711 70' -1 JII• :021 !'- 1 1 /l 1• 11!!8 11' -) 15116' 71761 38'-I 1116' k01 [S DI9(6010X1 IN [ I APE IP 11111901(85 7.0 CUT MINT AND CENTER OF OPIYII9 IICLUSIS (1030411ER, ll LARG FRY WON AND 1161 CAPACITT (41.0141161 COIL. ! DO T SSTF CT tGeNEISER FAIS E Er . y I7(I t5J [IGC IIEEII POl EE O0 EN ELBIUST `L 011r110 - -0 . 1 (RLAPPLICATIO4 EIl *_14ENT ES. CONTACT 0 I10 B7 CIpR1 371' 7 1, 'O 10 X I INSIDE 1106 0 07 OUTSIGIST DE E OF F 3D 37.5 S T' n T 0 FLANGE. fit S. WEI 1St 1410 IS SLAB 4 0111(0. PM THE F gI[LED .ALIILIA'T COYGEY5AIL [:51 VIEW B AC AA [Y I rD11 IOQE3. 1831 O'-D SIB' I . ONII[A IOC71 ME FOLD[) II F 0'- lj9 /B' II IN FOP 31188116. . 132.11 -I - C 4 [[2751 `-[7691 0 "-I 1 /1• 1 '•' !/I 6' 0' - 10 511!' 1TP DUCT CONNECTION [711 1701. 3 -A 11R" D r1ELD PORED CROSS SECTION ,/,/---1.57 I �>_ • 151E NOTE , 111 RAS CR AlI 1 1 f 13571 '•1 111' ! IN 20' � P ?INAR1 1 • 4,L- ...„6, , LE' . I D v d R LTURY IO It 1. !i3• 7181'. PO SATE 111!3POUR '4 W 4 I' I A AIR 01.13' CONNECTION 6' -A 11 O. VIEW C -C (OI • 11770] -/'(BASE PAIL 1(01) , gill N' 73116• G C SCALE 3:1 _ (WADI 4h -' 4I ❑1.151 R -D 1 l8' D LCD VOL71c[. .. - - - - . 4 [7,97 ' EMI— SJ'ILI I I [•-II• 0• -/ 371" III (O61(01 e09 LOD 60718 06-70000 AN OPTION— - 177011 _� — - y 16111 ACCESS 'AAUP OIL' 111E FIN I 'OSITIONSI 1'-6 31737' 117711 lily RCTX SIDES) 1, - [711111 unsI0E7 KCESS 0004— 23,7 t:.3z• J I' -! 11!10' 7'111110 O'JTD006 F9' IRS10E HEAR SIC[ 0117+ l((E55 800p 19661 CONTROL Box 7' 117071 -- [FAR 510E 0x1 81 ACCESS DOOR 131111' — .- 1' -6 771' / !' -11 176• (FAA 5101 ONLY[ 7 1 123711 -- t = - -- / _ �— I / 1. _ SEE MIEN B r• -7 11116" yAlir Nil I I 5uirlr I I ' x'7,1 '\ E C! R I N 11fR 40 121181 OPENING I� I0N I _ 157171 7' -3/16 ' / ' A00 05 1 ' -S 371" . . f: '' f , 13 CE1 , • {' -e 117`/ ° (71i.1,.''' [ , "' ( ? v ^ 1••a s tInSI DE � q[TD9R ( I I ' I J � �! r IL .,. ".., - . J , R 3'- n e' .� au_. I 1 16181 + C /I---- [77111 /ERE 9°41 11 HDC }S /� 1 / i 0'•8 3173}` INSIDE �� 0'-8 1117 1NF iIDCI 1 [FAA SUE Q AC OODR 111[1 PANEL It2Rl '•8 !11 `.. =-1)81 I ` 0' - 91,6' l 1 5 / I [10 1I 1119 SIDE CNLTI 18011 SIOE51 0'-11 l/i6• ..- Ill t /e(3111 FIELD SUPPU J 1011 +9' - I0 1 19161' / 17 - 1283] BASE FRAN[ • 0 907• P01ED 6 LOB e' -1 111' [737/7 C -t 117' fl UT 411 Fl C CONFECTION p y u v LI 1'-7 717 PONE! ELHANST1 VOLTAGE CONN. FAR SLOE I l O . Y S o 11 0 -1 7/8" [35.11 DIA. FOn 13./.713.3 7n"NPT i `L LIFTING POSITION x 3 icAf i0�is1 t N CSI 14' -IS 378' HOLE IN LIFTING LEGS, 7 11 ' - II " IROTX SIDES/ 55414 006N. PRINAP DRAIN COHN. FAR SIDE [7-771 1 51E 9IEN Cl IS"-1 772• I U O YEPALL (IFTIUS 15'-11 Ill• SHIFTING DIN. - - -- 773161 1315E IRANEI t —, S NE 1nEKECE3 48 P4 /PS,HORI /CNTAL SUPPLY b RETURN, 91( • 08/02/17 - GAS'HEAT, SI /E 070 4821502054 D.4 • Applied Rooft Builder 3.09n Page 5 of 21 . i . • Performance Summary For RTU -1 Project: -Untitled5 06/14/2012 Prepared By: Larry Goodroe 07:52PM Part Number 48P5D070617YBR -DVR Unit Refrigerant: R410A EER (ARI 360)• 10.0 IEER: 12.4 Shipping Dimensions Unit Length 37' 4" Unit Width 7' 8" Unit Height 6' 11" Unit Shipping Weight' 11389 lb Unit Supply /Return • Horizontal /Horizontal Application Type VAV Voltage: 460 -3 -60 Evaporator Type: Hi cap Evap Cooling Airflow: 28000 CFM Altitude: 0 ft Cond. Ent. Air Temp 95.0 F Ent. Air Dry Bulb 80.0 F Ent. Air Wet Bulb: 67.0 F Ent. Air Enthalpy 31.44 BTU /lb Lvg. Air Dry Bulb: 57.9 F Lvg. Air Wet Bulb* 57.9 F Lvg. Air Enthalpy: 25:03 BTU /lb Gross Cooling Capacity 808.00 MBH Gross Sensible Clg. Cap: 667.00 MBH Compressor Power 57.3 kW Coil Bypass Factor: 0.05 Part Load( %) Operation Standard Capacity Steps 23, 46, 73, 100 Gas Heating Data: Heating Airflow: 28000 CFM Heating Ent. Air Temp: 68.0 F Gas Output 527 MBH Heating Lvg. Air Temp 85.4 F AFUE• 80.7 Steady State Eff: 80.7 Temp.Rise: 17.4 F Note Second Stage Supply Fan Information: Ext.Static Pressure* 2.00 in wg Low Gas Heat Loss: 0.54 in wg High Capacity Coil Loss: 0.32 in wg Power Exhaust Loss(with PE Fan Off): 0.78 in wg Selection External Static Pressure: 3.64 in wg Supply Fan Type: FC Supply Fan Supply Fan RPM: 758 Supply Fan BHP 41.50 BHP Supply Fan Motor HP: 40 Hp Power Exhaust/Return Fan Information: Airflow 15000 CFM Ext. Static: 0.75 in wg Tot. Static: 0.75 in wg Fan RPM: 677 Fan BHP 6.4 BHP Motor HP: 10 Hp Applied Rooftop Builder 3.09n Page 6 of 21 GROUP M ACKENZIE' STRUCTURAL CELEBRATING50YEARS PORTLAND, OR I SEATTLE, WA I VANCOUVER, WA CALCULATIONS RiverEast Center 11515 Water Avenue, Suite 1001 Portland, OR 97214 P.O. Box 143101 Portland, OR 97293 T: 503224.95601 F: 503228.1285 I www.groupmackenzle.com PROJECT NUMBER; 2120344.00 DATE: August 8, 2012 TRIANGLE POINTE - GROUND FLOOR HVAC Sketches of foundation, max opening size, strongback detail SK 1 -SK4 Allowable opening size calculations . 01 Foundation design and anchorage calculations Fl -F4 Strongback design calculations and anchorage SB1-SB9 g. U CT UR ,q 4 l , • ..„ -fi r7 , AW k .OAI .. . P ;It:. D..S - EXPIRES: 12131 Jt'Z o 'Typ {Zgia� Ed , c slab - a sea 1 AKz v S a��l �,pT (, sl.� .,______, _.7_,__,__,___7_7_79 O I � r- �y r raci vrcr co. 7QPSl min. __ (p N 10- C + 1 a 3 /ANA AlprnF% /. le': 12,5 .fib., by ° 3 g. o ii < .z I , ,- - 3q ruin. 91 .„. (6 :3 1 X . , , ,c or �ad,n{, . I Sc'. 0.44 b/ E .0 ii Ca 1`d max. E1L (.fir = 6o �cst') si,.. Rroves (5T60} --- 1 � ( / EM bed �ntn. 3' � `d - -- (D n+n. -- - -- ...AI N A. (, to Cors avwS1. TnC.T • O I 0 _ '�.�C I 1- 1 4 N "�' 41.Iz 3 t5 N n `J2s 5 om -(01} 2 3.00' p i $ S J� T i l l.--, s-ce2 . sots) • ' y i SK r 1'2 loth- 3.00 �, inky 50) A < \ O 1 ■ I ME. UN31 I i . '. N I _ _ ... _ . ,...77.,_ . . MTA/, #4 C: I MAX C.W. ., - . ARY (Fr = 6o vs1) 3�uR _ . NEEn�d slit T:5 '', 4 4 - - I7 .. I illik ‘tAffte A Down 5I4 Cc . v gar • By Z514 G R U P . Date Ki "'!o M. C K E N Z I E -1 Job Z(2o3 14 ( - ,Op • Portland, Oregon Seattle, Washington Vancouver, Washington Sht SK2- of www.groupmackenzie.com ® 21)12 GROUP MACKENZIE. All RIGHTS RESERVED ' ` N SubaiovicK ASS ikesurtgamatT PER l /c,K.+f 5K3 • , • AllowUble op vit .n we A5 By SN Date — / 7/Z5112 G R Q U P i , obi 7-1263 �� 00 MACKENZIE Portland, Oregon I Seattle, Washington Vancouver, Washington Sht. 5 3 of www.groupmackenzio.com @2012 GROUP MACKENZIE. ALL RIGHTS RESERVED 2ND FLOOR ' ox iQ HSS 4x4x1/4 E J E 73/161> <YP 7 L 3 1/2x3 1/2x1/4x4" / 4' -0" OC MAX, STAGGERED, E r 8" MIN 8" MIN - W/ 1/2 "0 SIMPSON 18" MAX 18" MAX • STRONGBOLT 2 (STB50) ANCHORS. EMBED 3" 5 ni E • TYP E 1 1/2" W 3/16 F FIN FLR 55" MAX NOTE: PLACE (2) ANGLE CLIPS AT TOP AND BOTTOM OF HSS STRONGBACK 1 6 HSS STRONGBACK o ' sQ(z_ ,/4-.1 r i_ 5K . . . . . . . . . . ... . . . 1 44 _ .}t, :, cra41- T..10 ur: !'f s 107 . CTnct , NEE w.A11 Sd7.1r ruse) A\l,owable lJ l tt be"'' l 0 % Ortr S c1v \ Spec ;Al o,L0 (4 5.$3'h) = . f .. &1lot, at op<A ( = S5" . . . 5,?r re 8J 45 % i 0 • . • Grc i • . . ? ?" © ~ 0 56 ; x x ,7 , 4" 10 to" 11 6" lo t oo l0 6" ,o L� lD` 6" 2` leis . . . . . . . . . . . . . . . . . '-�-. 5o��11 w : e ft _ \ 7'l. +:t�)(►o ` ") Z ' 104" 5 I. 6 7 \ . 11ow� b1c w0,1h cs,; � = al() (910') c 5.167' = 60 2" . . . . . . . . . . [AL/at o 62" \iVgc 0 p¢g1r A / By L ei — z1 G R U P d Date 7 /Z3// 2 Q ACKENZIE' Job it Z1Zo3il, 4 Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht 1 of — www.groupmackenzie.com 02012 GROUP MACKENZIE. ALL RIGHTS RESERVED G R a.0 P ' RiverEast Center A K E N Z I E TEL (503)224-9560 O FAX (503)228-1285 EXTERIOR FOOTINGS PROJECT NAME: Triangle Pointe PROJECT NO.: 2120344.00 DESIGNER: LSH Ground Floor HVAC Footing Type: Dead Load: p 2 ai := 3 .12500•ib = 8333 lb Footing Length & Width: L::-.. 39•ft z= 9.8 L Thickness: t:= 6.in Live Load: Pu := 0•k Service Load: Pser Pal + P Concrete Strength: f := 3.ksi Steel: f := 60•ksi Ultimate Load: P := 1.2 •Pai + 1.6 .1311 Steel Depth: d := t — 3•in — 0.5•(0.5in) P = 10 -k d = 2.75-in Soil Bearing: ch := 1500•psf Panel Thickness: = 91.5 -in (Width of HVAC unit) Soil Bearing: Pftg := 150•pcf • W.L•t Pft = 26.325•k P + Pftg-1.2 P ser + Pftg 9u W L q := W.L q = 0.099•ksf < gall = 1.54d OK q = 0.118•ksf Beam Shear: (per 1' width) V = l W — c — d) •q u • I .ft at "d" from column face l 2 $V :_ .85 (2 f p si •d) 1 ft 4)V = 3.073.k > V = 0.054.k OK Flexure: (per V width) - z Mu qu• W—c 1 1•ft 2 2 Mu= 0.028kft Find As f// f • d — Asreq fr .9 — M Asreq l '_ As r e q . y . 8 5 - (1 •ft) -2 . • Given f(P) = 0 ,dp) := Find(p) Asreq g ( . ►n 2 ) A = 0.0023•in Use #4's @ 18" oc A := 0.13333.in > Asreq = 0.0023•in OK As Check p :_ p = 0.004 > Pmin = .0018 OK (ACI 7.12.2) Pmin (1.ft).d Max spacing , := min(5.t, I8in) = 18•in G R O U P Rive,Eas t Center MACKENZIE TEL 03 PORTLAND, 24 Oo FAX (503) 228-1285 EXTERIOR FOOTINGS PROJECT NAME: Triangle Pointe PROJECT NO.: 2120344.00 DESIGNER: G5H Ground Floor HVAC Lateral Forces on AHU - Seismic Wp:= 125001bf Mech. unit weight, increased from cutsheet Ip := 1.0 := 1.0 Amplification factor, ASCE 7 -05, Table 13.6 -1 a Rp := 1.5 Component response modification, per sec. 13.4.2 Z := 30ft Height in structure of attachment h := 30ft Height of structure S := 0.944 Zip code: 97223 S := 0.340 S = 0.706 Assume Site Class D Boundlower 0.3.S = 2.647•kip Bound := 1.6• S I Wp = 14.12• kip 0.4•ap•SDS• W P Z Fp • • + 2 h l = 7.06•kip P f I p F is within the upper and lower bounds. Anchor Forces Fanchor 13F = 9.178•kip Anchorage force increased by factor of 1.3 per 13.4.2 Anchor Overtuminq hu 80.5in Height of mech. unit h unk := 91.5in Width (min. dim.) of mech. unit h unt Mover Fp• = 284.165•kip•in • 2 b unit • Mi (113891bf) = 521.047•kip•in Uses minimum unit weight, 11389 lbf. 2 M over net M over ` 0 • 9M resist = - 184.777•kip•in Therefore no net tension is present in anchors C7 Page 1 of 2 • Anchor Calculations Anchor Selector (Version 4.8.0.0) Job Name : Triangle Point HVAC Unit Date/Time : 723/20121:57:57 PM . Calculation Summary - ACI.318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors Embedment Depth (in) Category 5/8' PAB5 'Steel I4 4 'Category Concrete Concrete Cracked re(Psi) "' Normal weight Yes 3000.0 1.00 Condition �B tension and shear 'Thickness (In) Suppl. Edge Reinforcement 6 No I Anchor Layout Dimensions c o C h2 cy1 ry2 S,c Sy, (in) (in) (in) (in) (in) (In) 5 5 5 5 81.5438 Factored Loads N (lb) V uax ( Ib ) IVuay _IM M 0 9178 0 0 0 e ey(in) Mod/high seismic Apply entire shear front row No O 0 No I . Individual Anchor. Tension Loads N N N N ual ua2 ua3 ua4 • (Ib) (Ib) (Ib) (Ib) • 0.00 0.00 0.00 0.00 e' e'tly(in) • 0.00 0.00 Individual Anchor Shear Loads • V ua1 V ua2 V ua3 . V ua4 (Ib) (Ib) (lb) (Ib) 2294.50 2294.50 2294.50 2294.50 e'vx(in) e'vy(m) • 0.00 0.00 Tension Strengths Steel (T = 0.75 ) Nua(lb) 4)N sa(Ib) Nua(Ib) N ua /013N 13100 9825.00 0.00 0.0000 Concrete Breakout (m = 0.70 ) • N mN E N E N /mN 39339.87 27537.91 0.00 0.0000 • - -- Pullout p= 0.70)- - - . - . . - - -- N Q *(Ib) Nua(m) Nua /ANpn 46636.80 32645.76 0.00 0.0000 F3 • about:blank 7/23/2012 Page 2 of 2 Side -Face Blowout does not apply Shear Strengths • Steel (IA= 0.65 ) Vsa(lb) oVsa (lb) V V ua /DV 7865 511225 2294.50 0.4488 Concrete Breakout (case 1) (m = 0.70) ,1 V mVcbgx(Ib) EVuax(Ib) E V uax /mV 6590.61 4613.43 4589.00 0.9947 V elpV E V V ijay /DV Z V ADV 6590.61 4613.43 0.00 0.0000 0.9947 Concrete Breakout (case 2) (m = 0.70 ) V 4;V Vaax(Ib)IE V uax /c1N 56171.26 39319.88 9178.00 0.2334 V 43V I V E V uay / 'bV £ V /mV 19747.85 13823.50 0.00 0.0000 0.2334 Concrete Breakout (case 3) (0 = 0.70 ) c edge V cbV £ V E V ADV 14645.81 10252.07 0.00 0.0000 edge V mV E V Z V uax /0V 14645.81 10252.07 4589.00 0.4476 cs2 edge V, VV E V E Vuay /mVcbgy IP 14645.81 10252.07 0.00 0.0000 c edge V cbgx( lb ) cAV E Vuax(lb) E V aa( /4 Vcbgx E V /mVm 14645.81 10252.07 4589.00 0.4476 0.4476 Pryout (4:• = 0.70 ) V cbV E Vuax(lb) E V uax /mV 78679.75 55075.82 9178 0.1666 • V «V L' V E V uay /dIV E V /09V 78679.75 155075.82 0 0.0000 0.1666 Interaction check T.Max(0) <= 0.2 and V.Max(0.99) <= 1.0 (Sec D.72] Interaction check: PASS Use 5/8° diameter PAB5 anchor(s) with 4 In. embedment Pt about:blank 7/23/2012 River East Center 1515 SE WaterAve. - P.O. BOX 14310 --791ACKENZIE1 pORTIAND, OREGON 97293 TEL (503)224-9560 - FAX (503) 228-1285 Strongback Calculations PROJECT NAME: Triangle Pointe PROJECT NO.: 2120344.00 DESIGNER: LSH DATE: 8/10/2012 CI OUT - OF - PLANE Panel Ht. (Span) •t:= 19-ft Conc Strength f:c.-- 3000-psi Panel Thick. t := 12:in Reinf Yield • f 0;ksi Y Ht. of Wall Above hp 47ft Rf LoadEcc. e := -- + 3.in e = 9-in 2 Reveal Depth ry 0 0.75-in Stl Depth d d 10.125-in di := — 2 2 GENERAL LOADING GRAVITY Roof DL 80.p Roof Snow Load SL := 25-psf Floor Live Load LL := 100psf WIND (ASCE 7-05, 6.4.2.2) 95 MPH Exp C Wind 1::= 1:0 X := 1:62 := 1.0 (Building is 80'+ tall) w w := 20.5ft Area := Area = 194.75 ft 2 Pne3o 16.9psf (Fig 6 Zone 5) q := X-1(-Fp, tIo q = 27.378-psf q 2 k-ft M := M = 1.235.-- 8 ft SEISMIC (ASCE 7 12.11.1) I = I SDS 0.706 (Site Class: D) C7 := .15.1ccf-t C 7 = 150-psf Wt. of Panel • F := max(0.48 F = 0.282 2 q ft q F q = 42.36-psf Ms 8 M = 1.911-k-- 412 .1 DETERMINE Mn (f - 4000• psi) p, := 0.85 - 0.05.1 ' 1000-psi k P„ +A P,,t X i t P := P„ •— X.:= A A + M, := (A 12in•f + P d - — - P„ • d - - ) i klf 1 0.85•f 1 2•f yd I l y i1 2 1( 2 •.:= 0.9 4 M := - Mu 1 , 1 I Tension Controlled ( 0.232 \ "OK" • X. C. 0.202 "OK" C. := - flag.:= if d' < 0.375, "OK" , "Revise Steel" d = 0.193 flag = "OK" 1 p 0.166 "OK" \ 0.166) "OK" ) DEFLECTIONS & Mu ht' = ht-1 0.8'ht for dock high Panels Only fc 29000 ksi X1 _ 3 fc E := 57000 —ps n:_. C. = — f := 7.5. psi I ;= 12•in•t • psi k 1 0.85 psi B 12 12•in•(C.) 2f •1 5 M ht'2 5 M ht' • icr.:_ ` 1 + n•A •(d - C M, r g 'Cr • cr' An i Q := ht 1 3 ` �/ t 48•Eel i 48•k. 1 150 Strength (ACI 318 -08 14.8.3) Mua := X 3•lk +(x10 +xi,2)• M .- Muai 11 / 5•Pu.•ht' 1- 1 0.75.48•Ee icr. Service (Modified AC! 318-05/08 14.8.4) a M := y. ,3 y. ,0 1 Ik + { + y. ,2 )•k 1 2 P si ` := ry1. ,0 + y. 1,1 + yi,2 ) k 1 583 ELEM ID: Panel wl Opening Panel Ht. ht = 19.ft Depth of Stl d := d = 10.125 in Panel Width w = 20.5 ft Ecc. of Rf Load e = 9.in Ht. of Wall Above h = 47.ft Panel Thick. t = 12•in Opening Width w := 55in Reveal r,,, = 0•in Opening Height ht, := 25in • w ° Panel Leg L := 2ft Amp. Factor x := 1 + — x = 2.146 2•L Pal := 4•(x•DL-11.3ft) Pdi = 7.759 x 10 Four floors of 80psf DL P 4(x•LL- 11.3ft) P = 9.699 x 10 Four floors of 100psf LL; r l ignoring snow load P2 := x.C7. 2t + h I P2 = 1.819x 10 4 .plf M�� : =M MW =2.651 ft Sei Mom w/ Opening w := q x w = 90.897•psf 2.25•psf•w + q L Wl w :_ - L w2•ht (w - w - ht Rbot + • 2 2•ht Rtop [ 2' 0 1 o)] - bot W2 w ht + w ht - ht R • x := R�op x = 9.442 ft W 2 W1'xm k.ft Ms := Rtop'xm - 2 M = 4.052• ft Load Comb. (IBC 2009 1605) Strength Service /1 . 2 •PdI• 1.2•P 1.6•P - 0.8.M�� - 0 ] •P 1 1 -P 1 1 •P 1 0.5-mw.- 0_ klf klf klf k klf klf klf k 1.2•P 1 1.2.P 1.0.1)1.— 1.6•M,� 1 0 1. Pdi - - ] .P2-- 1 .0•P 11 • � • 1M-- 0 klf klf klf k klf klf kif k 1 1 1 1 1 1 1 1 x:= 1.2 Pd1 — 1.2 P — 1.0P il — 1.0-M 0 y:= 1 P dI•— 1 P - 0 - •M 0 • klf klf klf k k if k lf ].4 k 1 0.9•Pdi - -- 0.9P ! 0 1.0.M 1 0 0. 1 0. - 0 1 ).,,, S 1 0 klf klf k - - klf - - klf 1.4k 0.9' 1 0 . 9 • P 2• - 0 1.6 -M,,: 0 0.67•P 1 0.67•P 1 0 1 •M�, - 0 klf klf k , - kif klf k _ i := 0.. rows(x) - 513 5 1.2DL + 1.6SL + 0.8WL 4M" = 376.835•k•in > M„ = 161.723•k•in M..= 0 A.. 0 0 0 O = 1.52•in > Os = 0.129•in max = 0 M. := if(4)M" > M„ ., "OK" ,0 1.2DL +0.5SL +1.6WL /I (1)Mn = 356.512•k•in > M = 158.264•k•in A i ' > Osi, "OK" ,01 A = 1.52-in > Os = 0.18•in Check l "OK" 1.2DL + 0.2SL + 1.0E Nov "OK" cl)M„ = 356.512•k•in > M = 155.625•k•in — �, . „ : „ " 2 2 1vI G)I{ = . OTC 0 = 1.52.in > Os2 = 0.071.in • K" `: �. „OK„ 0.9DL + 1.0E ii)M„ = 289.467•k•in > M = 88.042•k•in 3 3 A 1.52•in > As 3 = 0.067•in 0.9DL + 1.6WL cl:•M„ = 289.467•k•in > M 4 = 90.545•k•in A 1.52•in > As a = 0.056-in SB Page 1 of 2 Anchor Calculations Anchor Selector (Version 4.9.0.0) Job Name : Triangle Point Strongback Date/1•ime : 8/10/2012 9:50:04 AM • Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel Code Report # of Anchors Embedment Depth (in) Category 1/2" Strong -Bolt N/A 'Code I 1 2.75 1 Concrete Concrete Cracked fu(psi) Pc,v Normal weight Yes 3000.0 1.00 Condition Thickness (in) Suppl. Edge Reinforcement I B tension and shear 12 No • Anchor Layout Dimensions cx1 cx2 co cy2 b x1 bx2 by1 bye (in) (In) (In) (in) (in) (in) (in) (In) 8 24 24 24 1.5 1.5 1.5 1.5 • Factored Loads N (lb) Vuax (lb) `Vuay (lb) M (Ib'ft) M (Ib *ft) 1600 0 0 0 0 e e Mod/high seismic Apply entire shear @ front row 0 0 No No • Individual Anchor Tension Loads N uai (lb) • 1600.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads • V Val (lb) 0.00 e'vx(in) e'v 0.00 0.00 Tension Strengths Steel (m = 0.75 ) N 4Nsa(Ib) INua(Ib) N ua /(1)N 13500 10125.00 1 1600.00 0.1580 Concrete Breakout (4) = 0.65 ) N 4N Nua(lb) N ua /4N cb 3142.56 2042.66 1600.00 0.7833 • Pullout (4) = 0.65 ) N (I)N . Nua(Ib) N / 4N u _ 3143.93 2043.55 1600.00 0.7830 about:blank R /1(10111 1 Page 2 of 2 Side -Face Blowout does not apply • Shear Strengths Steel (4) = 0.65) • V c1 V (lb) Vaa(Ib) V ua /013V . 5280 3432.00 0.00 0.0000 Concrete Breakout (case 1) (4) = 0.70 ) V IcV V(Ib)IV /wV _ . ... • 16574.91 11602.44 0.00 0.0000 V,(m) mV Vuay(ib) V uay ADV V /DV 8839.95 6187.97 0.00 0.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (b = 0.70 ) c, edge V I «V V uay /DV d3y 16574.91 11602.44 0.00 0.0000 c , 1 edge • Vcbx Ib cbV cbx(Ib) V uax (lb) Vuax /bVcbx 22099.88 _0.0000 cx2 edge V 4•V V V uny /tV / 33149.82 23204.87 0.00 0.0000 c y2 edge • V 4DV V(lb) V uax /aVcbx V /CV, • 22099.88 15469.91 0.00 0.0000 0.0000 Pryout (4) = 0.70 ) V IdoVcp(Ib) V ( Vuax /Wcp 3142.56 2199.79 0 0.0000 V cp (lb) (DV IVuay(lb) Vuay kbV cp Vua /VVcp 3142.56 2199.79 0 0.0006 0.0000 Interaction check V.Max(0) 0.2 and T.Max(0.78) <= 1.0 [Sec D.7.11 Interaction check: PASS . Use 112" diameter Strong -Bolt anchor(s) with 2.75 In. embedment l about:blank • R /1O/7 n) 7