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Specifications , . . .._. , , : RECEIVED 4, OCT 2 0 Z009 co el , CN CO . ROOFTOP GAS/ELECTRIC A/C UNIT _ CITY OF TIGARD cb c e, cc (N I COOLING BUILDII1G DIVISION o el , a UNIT # MAKER & MODEL HEATING CAP FAN CAPACITY S.E.E.R. ELECTRICAL WEIGHT NOTES 0 In CAPACITY AC-1 RHEEM RKKB 120 10 TON 150.0 MBH 4600 CFM @ 0.75" ESP 13% 1,2,3,4 I- re ( NI 0 0) ) , A-- Not : CL es: !1) CONTROL BY [7] DAY PROGRAMMABLE THERMOSTAT. ; ; . _ _ _ in 2) OkovIDE ViiiTH 0-100%ECONOMIZER : , i , r- r-- , , 1 : cv . :3) INSTALL SMOKE DETECTOR IN SUPPLY DUCT. INTERLOCK TO UNIT TO PROVIDE SHUTDOWN. co CI) LO 4 ÷ D 1.0 CD cv i4) PROVIE GAS PRESSURE REGULATOR TO REDUCE 2 PSI SERVICETO 8" W.C. ; ! ! : _ _ , . , , 0 U-I , 0 MAKEUP AIR UNIT SCHEDLE 1 Ce UNIT # MAKER & MODEL FAN CAPACITY ELECTRICAL WEIGHT NOTES 0 MUA-1 ESSICK BA11000 FA03285 4780 CFM 1 ; 1 Ext;g i 1 MUA-2 ARES SE2 CE2E 321295 3200 CFM i 1 Ext'g '2 5 --J, (19 i Notes: ! INTERLOCK TO EF-1 , , . , . . 1 ( FINTERLOCK TO EF-2 , ; : I i k i ; . 1 0 0- IIIIIINEVI1 • EXHAUST FAN SCHEDULE • ellY OF GARD Z F 11283 UNIT # MAKER & MODEL FAN CAPACITY ELECTRICAL WEIGHT NOTES AO foie, d L 4- 0 ,ef cc EF-1 GREENHECK CUBE 240-10 4780 CFM NEW, 1 . ConditiaiiiilliAkiiikil..... f J 2 r ri EF-2 GREENHECK CUBE 240-3 3200 CFM NEW,2 Sc e Letter to: Fiiiiiiiii„.„. f i ‘..., , .. ... . .. ,.. __. 1 , OD I LLI , _ ,, ------pe-mitN-,...---.-, __----- AAM._04■ 7,- (9 . - ------, „ -::,,-- iffi -- gx. - Notes: i 1) INTERLOCK TO MUA-1 , ; ' 1 . i LoY Z I 2) INTERLOCK TO MUA-2 ityt ---.-- • ;: , .:----' iegM 0 - , . 1 ; , _ -'• - • — - - 4 : 1 C -- , , __ _ i ' - — !- - , I ! GENERAL NOTES , , , , 1 DEFEIRIMD 0 Egt 1) INSTALL, SUPPORT, BRACE AND INSULATE DUCTWORK AS REQUIRED: I ' , I Moo Bprilahlo two ;2) MAiNtAiNTO OUTSIDE AIR INTAKES AND FLUES, EXHAUST OUTLETS, AND VENT TERMINATIONS 21Vrechankot __ ___ __, ,••• Rob* Gime , Efairkel imam . Vass Eistaceibis 'Mop DrawAngs ,,„,"/ We *am. FittE-_ €li .- DR2ssittst3 CI ,• OFFICE COPY - SCALE 1 /8"= 1 '-0" USW C DATE 1 0/1 0/09 , _ ED 0 CD CD 0 T . Q CONNECT T SERV e „___ __ N _ II ._ _ • EXISTING LOW P ESSURE SERVICE T M ETER tmuTv M N M CO TO EXISTING EQ IPMENT. CAP \ ALL N ABONDON LEGS. ftO OFFICE& Q Ch I I I I , I I I I STORAGE _ in 0 I I I DINING m I I I I I g LI ~ N O. NEW 8' TYPE 1 CA 1” COOLER 360 MBH PREP AREA GREASE HOOD D_ co 1440 c CH - - - - - - - - CONNECTED 3200 CFM _ CFM - - - - - ti 01 ® r— ® FREEZER CO M C O I I I 1 I V I 144 I I I Cf) O / CFM ' : I X co Lii ® ® ® 16 X 16 WELDED GREASE DUCT I CT 0 m Z It UP EF -2. W WRAP WITH F IRE- 0 0 CO e. J MA STER TO RAP 1 11 I; "'n" "'51 a a U O n '� , — — — - AUTOMAT,C - - -- — — — — /rr ��� P �� _ INTERLOCK TO ULL 9t SERVICE STATION - STATION BY OT ER. WOcT MENS V G S PRESSURE EXT ERI TOF — — — — — — Locl�Rs O I� I 1 GA NT ED TO THE EXT ER IOR I I I I _ Z I 0 I/1 I , 1 I 570 I I I , r 1 � O 1 o • CFM � r x u BEL�W GRADE GAS PIPI ' I I I MEN -I W TO 1 IN CONDUIT VEN ' DA O 0 ® rt m ® TOTERIOR I — W . I 1 ® �� C9 0 4$1 -� .•_ 1 570 �� 570 0 N l I I 0 0 0 FIER8 MBIH CFM 1 CFM I EIS - - - - •. X T BY!(ERA2lN FGRREASE FOOD BAR — — — - • O - R ESTROOM � Q r1 D 14._ _ STER WF;A� / 2 v L t j NEW TYPE 1 GREASE HOOD. _ 42x58 42x90 42x90 42x30 C/) r 1 0 . // 111 2400 2400 0 ® I DINING II 1 I CFM CFM _ 7 48 "H I -l' \ I z o _ ® I ® �_� I I I EXIST onE 570 wN• CFM _ '�' '� RESTROOM s O 0 ` ® Et ® Q!,/) 0 —IE -- — - — — -- 0 — — — — r 570 570 r CFM I CFM I I ® I I ENTRY I I I I 2 Q3 n IA n ® ® '1. 570 II CFM ' VESTIBULE 0 B - b I --®- I x -1 -- 1 -- -H a, -- I- I -- I ',.. 8 I I I RECEPTI A I I $ _ I i 0 ll- -- 0 0 - �- -- - -�4 - -- - - 9 - -- _ - - SCALE 1 /8" =1-0" J M IMO 1 DATE 10/10/09 CD ® © ® ® ® CD CD CD! ... 0 _ __I , , _ _____ I I I I I I I N CD • I I 1 1 I I 1 1 cn co M a' N • O O 0 z I I ceN I I i I I I I a ._ O - - - ' - - - - I — — - -' — — - - L- - N ® O L O N (N XLO � p co -/ T z . 0 __ — - - I - 1 2 EXISTING MA -UP AIR - - I - - i i Q. a U Ct I \ I I I / INTERLOCK TO VIEW EF -2 1 - - - - - ) -, ® 0 EXTG / EXTG MUA O UNIT 0 I I I I I- ®Lcti N 1 I 1® 0,....... (NEW) 1 1 1 (9 o X vi z a -. FE sm 18 X 18 WELDED GR SE NEW) - - - - - — DUCT DOWN TO TYPE HOOD - - - - - rQ^^ b. O - X � l v I I I u) I EXTG 18X18DN cy 1 20 X 20 I I N ' 1 - EXTG Z 24 X 24 MUA I < UNIT 14 X 14 INTERLOCK TO EF -1 1 I rot I EXTG -------- 14 X 14 , — \-- I � IX O -1 -- 1 -- I - � - I - -�- - -- -- -- X 2 . ._ N - I I ■ 1>a 14X14 1._ 1 1 1 1 I 1 I I • 0 O - - - - - - - - - - 1 - - - - '4 ® I _ - _ SCALE i 1 I I 1 /8 "= 1' -0 " I 1 I 1 1 I 1 1 1 I DATE 1 10/10/09 • . N CO I[) C7 LO O N CO N- 01 M UP BLAST TYPE 1 UP BLAST TYPE 1 KITCHEN EXHAUST FAN KITCHEN EXHAUST FAN 0 o - -- / \ ce N I ti 40" MINIMUM I ' ALL WELDED 16 GA. 40" MINIMUM ALL WELDED 16 GA. M a) �pN GREASE DUCT GREASE DUCT a N If : S J O Z ra ROOF Q 0 CO k' aaO v [ N cc ; i; FIREMASTER WRAP FIREMASTER WRAP 0 CEILING Z 1 (9 ; Q O 1. E J W z E 0 s. TYPE 1 HOOD z O 0 - A — — A A cc Q NON COMBUSTIBLE G C7 CONSTRUCTION P LL.I 8' - 10" 4' MAXIMUM 4' MAXIMUM Z a I rit 6' - 6" v WOK >1 6" 1 --1 6" < 0 -6"< I 2 + V V 0 SECTION AT 8' HOOD SECTION AT 6' - 6" HOOD SCALE NTS NTS . 3 DATE 10/10/09 , . 1 ECEVED ' VP'Batir7i A„ T- r/ OCT 202009 CITY OF TIGARD ,i 1.1 1 31ILDING DIVISION Ili tax6 „ - ...... f 7 c6 , I 47 cAgz ../ (la H #6i 4. t 60i-4146- I n t` m..Aivvuum - P L TY g i.. G ��y oG� oN 42 J A t r - lk - FeiP___Fozitocoica_ 1' g' ion i T-E-T- 5 ._- -,.D 6 -e liarrk Ey - I V t TOE Ei__,V ,J dN Ai 7' i-laa7 tJl HECjao 'ft- o o 555 Hbi-I CorIBJ WALL 1 - , T ___. _ _ _ _ _ � Y I 3 6gNK t�/o - �� M � � H' fir r W J T / 6' >1 f 16., � g' _I i rif . ' ` a L • 1 1 1 6arimras iv, Mvw wNv A V 1 i r vrE._t[por2 1 4` tiv,Qc 1 z_-t ow-,- I I/ 1 1 1: r-- _ &K I1.-- r I C .0614 p 1.00 2 ilhc 1 L— L i1/4,ITS - 1� ALLSTRUCTURE 1 E E n g i n e e r i n g L L C 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 v: 503.620.4314 • f: 503.620.4304 www.allstructure.com STRUCTURAL DOCUMENTS Project: Allstructure # 09256.00 Chang's Mongolian Grill Roof Top Units Support Portland, OR October 16, 2009 gE•tSEO \° Zt 'et TABLE OF CONTENTS: Sheet No. PROJECT INFORMATION P1 SKETCHES SK1 S CALCULATIONS Cl -E C2,3 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. . T . � PROF. t O Nlc,,9 g O , REGON � N HAR 4 Expires: 6/3o/ t r. PROJECT INFORMATION: Name: Chang's Mongolian Grill Roof Top Unit Support Location: 10900 SW 69 Ave Tigard, Oregon Code: 2007 Oregon Structural Specialty Code Scope: Design of anchorage for lateral loading of new and relocation of existing roof top units at the above referenced address. Project includes analysis of existing framing for supporting loading from new roof top unit, relocated B'i 44 +b` K►ut l�wo ma-top-unit, new fan and roof supported 6' -0" diameter hood. Roof Snow: 25 psf Floor Live: 40 psf Wind: 94.5 MPH, Exposure B Seismic: Design Category D1 Sds: 0.72 Importance Factor: 1.00 Rp= 2.5 ap = 2.5 ALLSTRUCTURE c,<s BY DATE E n g i n e e r i n g L L C MI90 O • VT • CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET Fl OF - L . 1 1 - - ,;:-.-.• .. - •f,T:• s • - { . ,, _ +a. ? 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F2. eALN oQ 0C, il T , C.ft-arc5 rvntL) - - -- I 'LOLL /x.) t ore Jo IST - - SI Nt-f _l l.1 o R oot A 1"Ac i -kWl i C• S$4.7_ u it" 11/1-"i- X1.0.1 A L L S T R U C T U R E 04;41A S /310N 60(,,t t 41 C, ,e c e BY DATE Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 SHEETS V- Z OF v: 503.620.4314 • f: 503.620.4304 . , r .. 1 ,-43-,- \II J ', [A _ ,,,,,, 4 / Y 4 1 A3Lo hN2 ✓ r G.,/ S ,,'1 e v.J 43%1 t°.$ \ ,------- 1 /2 .1 T2 'ff—iE *Q E7 200 ( rv /4(--,..,.., , L2.4 Z• •`b V C" L. a ‘, t e- e /CI L.1-7 c stay \ L e)fitx A A I '. Z11QN A- a. T Pc. -•oca_N vl 1 ., Si -- �z — I -0 t ' y l Ll.. o'a ' f? 4 at* : .1 I ! SW( a c2PP 2-5)DES ..1.- ✓- 1(oGAV ■ drys 5 'IRO Pr L. Z AZ¢ y� 3 ,r G„0 slv)vi'' IJ61")°6 L t3 -3 ' A�S ALLSTRUCTURE C,4ANl7 0 /0/J. c�/0i1 e 7 elLL BY DATE 1'11; Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEETC 2 ) OF . • ., , , - J ,t I „ , , ,/ „ Al X ii UR Ili C......._-- X Iv coo � 1 f 3 r3�o a ck An, .4i riN61 LC j i 6 F) L l4, h) % Li,46 E Si �'LZ S 1/2.ti % S 4 A zsos,zs - /.. Lz� 6 5.5 . Sri 02 n .N., SOz s I 6 � ,4 'u,) 1.-A-7 b2 SvP1,2 ? SIZ- 4 1 \+�l -c 1.41-6( . S Z " 2W "0e r' 14. - tTGa d per -"ov7 '`; . �S A L L S T R U C T U R E C/4/04,s Moti(,v(/ Flu C BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 SHEET -( OF 1 v: 503.620.4314 • f: 503.620.4304 . A 4" t...4 La coP e00F FIST Co Y s N1. � 51� Cu W In NA 1L\ c v ° C C - erh., eyg 4 l2`' +I c F' C-L.1 J AKOMIONF IAA) WN\ NambmommismINN2 ...... IQ A 1 1 S Alt', , / _ /---i c ....................__ L_____(...•. 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S E C . 1 t . i . . . t e ( is.k F t L L EMI !3 ( SILS 1 1 _ 11_a" - Ai ALLSTRUCTURE CN-pli✓c,S 1 � BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET S IC 5 OF 1 ( F ------------------___ rAs u all., 71D au ST,ky 4 K Cut. & / Cz)b`Z 4 q"wocio SctELUS 47 �'7ac r/ S IOE I 4S7L - L" mnv. n2zri EACH Co�e.vE72 Ce7y r Ii p I� a Sc2�s To +�) � !- '--'' ,� C i -- - _X 1 Ot ISTINC1 1 PLATS 1='. 1 C( :::00 h ihtimJ oc_ isMoC, 5TM 2..)474 a te • 4-2- c i� -1---ki- 5 ki 4 Cit v w►4c.L I ,� iU Ar7A -r M 7 AT 43a F . . • cSILCo I' /Z `.-- I D • El ALLSTRUCTURE C1- 4.,S tAt+- Xti,oLt/N 61t2.■4.4_ BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 105 NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET V OF • SE' /Sn'1 r C BRACE • I/SiLq I (=De- Ma/L.E i11.3r= b2m CPO 0 c OC.P4-7)o4tS 7?J0 A /4.e enoAi A e=ve 7a»4 rG 7 7112E,40.59 /2e r1-4 cen...),ta 1.--/ SUE / /SIGS A7 g- mom iry ,',e414na'J C 714,0 l_vc. u S� /.t./i T/Lro,2 PA2i777o Se C 3 &Z 5 -� Mich / lam " ° /� w / LI , a2 o iHEZ. SHE ar7-i/ BOTH Sr Oc'S 0 11 11111111111- � #� S. S s s ccL S Tr) "rn L ._- 1< (TG !-1vo SuP Po 0-- S%"") AS ALLSTRUCTU RE Q.A S 1 LL BY DATE i■ Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 10B NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET se.-1 of Z ( r mIECHAA-./ 1.211/7 SLIP/ tA.411,0 I 1 t? I /L L -Q LT a•LL Con U LAD ot-tit, Vz- 0►...1tT S -s ot.l ST _ c4, 1 ' €PVS c J.. isX (ptc7x2.-c.. SPA-Li Gl _ 6 - L. 1 Zto -v Pc i i- T LoA7 r-2a rn grn a ( L C e/ 3 a `/ 2,C) 1 ,6,c 0 13 x Z3' -4" a 1213 i -Ps‘= 2SpeS 13 ►' Z lS1lo Pa toT LoAA F-0-0 &l (.») 12.1 %) t • ?Al= b.'3 1 l 1> "S_52.21- . // - d.3 Cttiri> > 35-7024 e /sr _vrt /Qd) i) Z ' v 77LI' . A/1er79 Fo►z x (ow t be -n W •4 r� A ALLSTRUCTU RE ON ALA S BY DATE • 1;,�1: Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 10B NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C ( OF i 1 t—A'1M %N r<LLrtfi SPfbJ- ( 2,1-10 Wd,l= SQ X2' — 3OQL ZSrs( : SO et - • lv = C(S t 2 S) <- / 2 ,oaf o sE (2) /2otos or SoS Sy-e4.3% ¢ /G ( z ) ( ' ' » 27Co /c.42.450 x Z S5 7 . " 7 " 1 / / / 41 //z_ I! _ /2op/ ltd S_. ALLSTRUCTURE BY DATE • 1- Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 IOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C 2 of • Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 /� Project Desc.: Tigard, OR 97223 11 Engineering LLC Project Notes: Pnnted,16 OCT 2009, 7TOOAM Steel Beam Design ENERCALC, lac.1983-2008, Ver. 6,0.221 Lic. # : KW- 06007476 License Owner : alistructure engineering inc. Description : new mechanical unit support Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsion buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 - 05 D(0. C;t §(6:83. 56) W10X26 , Span = 26.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D= 1.213, 5= 1.516k at?13.0ft Point Load : D = 0.3560 k (x)11.0 ft Point Load : D = 0.3560 k a 15.0 ft Uniform Load : D = 0.040, S = 0.050 k/ft, Tributary Width = 1.0 ft - - - - - -- - - - - - -- -- DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.520: 1 Maximum Shear Stress Ratio = 0.075 : 1 Section used for this span WI0X26 Section used for this span WI 0X26 Mu : Applied 29.260 k -ft Vu : Applied 2.891 k Mn / Omega : Allowable 56.228 k -ft Vn/Omega : Allowable 38.563 k Load Combination +D +S41 Load Combination +D +S+H Location of maximum on span 13.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.356 in Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 877 Max Downward Total Deflection 0.745 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 418 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega'Mnx Cb Rm Va Max Vnx Omega`Vnx Overall MAXimum Envelope Dsgn. L = 26.00 ft 1 0.520 0.075 29.26 29.26 93.90 56.23 1.00 1.00 2.89 57.84 38.56 +D Dsgn. L = 26.00 ft 1 0.270 0.038 15.18 15.18 93.90 56.23 1.00 1.00 1.48 57.84 38.56 +D+L+H Dsgn. L = 26.00 ft 1 0.270 0.038 15.18 15.18 93.90 56.23 1.00 1.00 1.48 57.84 38.56 +D+Lr+H Dsgn. L = 26.00 ft 1 0.270 0.038 15.18 15.18 93.90 56.23 1.00 1.00 1.48 57.84 38.56 +0 +S+H Dsgn. L = 26.00 ft 1 0.520 0.075 29.26 29.26 93.90 56.23 1.00 1.00 2.89 57.84 38.56 +D+0.750L+0.750S+H Dsgn. L = 26.00 ft 1 0.458 0.066 25.74 25.74 93.90 56.23 1.00 1.00 2.54 57.84 38.56 +D+0.750L+0.750S+0.750W+H Dsgn. L = 26.00 ft 1 0.458 0.066 25.74 25.74 93.90 56.23 1.00 1.00 2.54 57.84 38.56 +0+0.750L+0.750S+0.5250E41 Dsgn. L = 26.00 ft 1 0.458 0.066 25.74 25.74 93.90 56.23 1.00 1.00 2.54 57.84 38.56 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. " +" Defl Location in Span D+4.+S 1 0.7450 13.130 0.0000 0.000 C � Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 5 Project Desc.: Tigard, OR 97223 • 1 Engineering LLC Project Notes : Printed 16 OCT 2009. 7:00AM Steel Beam Design ENERCALC, INC. 1981-2008, Ver..6:0.221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : new mechanical unit support Maximum Vertical Reactions • Unfactored . Support & Load Combinati Support Reaction Support 1, (D+L +S) 2.891 k Support 2, (D+LiS) 2.891 k • C11 Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 S Project Desc.: Tigard, OR 97223 • 1 ' Engineering LLC Project Notes Pnnted: 16 OCT 2009, 7 05AM Wood Beam Design ENERCALC, INC. 1983 -2008, Vec 6.0/21 • Lic. # : KW- 06007476 License Owner : alistructure engineering inc. Description : infill joists Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity . Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.03) S(0 05) "1. : ra- 4 "...�� s - :.aa.m;•y : �... <. ,�.;+- ..�. - -. xR. -�" *„ o;. 1 ' :�' 'q' : ' "U - ' �,"`�� , t gar :�,r,r + �.. � x , 7 °,. ", f ' ,., r : l' ` " .r : n « «; ,.C_�y ..t - * .X � . , _� ,.i.� ' - y t ";. t * .. ,, %i: , { ,,'y,, : ;, T :t ` . < {, -, 5 .ro5"t r .rri.-,`, ,.yP,. ^T n,; i " -... . z.H - . w 4';.t' c» - .«�, , �== >- �dsc.,.0 .__a._ _..u.-,......... -_ -_ _ . - _ ._ , .. ....... ,,. , - 2x10 , Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft - DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.204 1 Maximum Shear Stress Ratio = 0.108 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 201.96 psi fv : Actual = 19.46 psi FB : Allowable = 990.00 psi Fv : Allowable = 180.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span = 3.000ft 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 = 0.009 in Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 7754 Max Downward Total Deflection = 0.015 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 4846 Maximum Forces & Stresses for Load Combinations - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 6.0 ft 1 0.076 0.041 1.000 0.14 75.73 990.00 0.07 7.30 180.00 +D+L+H Length = 6.0 ft 1 0.076 0.041 1.000 0.14 75.73 990.00 0.07 7.30 180.00 +D+Lr+H Length = 6.0 ft 1 0.076 0.041 1.000 0.14 75.73 990.00 0.07 7.30 180.00 +D +S+H Length = 6.0 ft 1 0.204 0.108 1.000 0.36 201.96 990.00 0.18 19.46 180.00 +D+0.750L+0.750S+H Length = 6.0 ft 1 0.172 0.091 1.000 0.30 170.40 990.00 0.15 16.42 180.00 +D+0.750L+0.750S+0.750W+H Length = 6.0 ft 1 0.172 0.091 1.000 0.30 170.40 990.00 0.15 16.42 180.00 +D+0.750L+0.750S+0.5250E+H Length = 6.0 ft 1 0.172 0.091 1.000 0.30 170.40 990.00 0.15 16.42 180.00 CS Title : Allstructur Engineering, LLC Job # S A L L S T R U C T U R E Dsgnr. 7140 SW Fir Loop, Ste. 231 Project Desc.: Tigard, OR 97223 • 1ri Engineering LLC Project Notes : Pnnted 16 OCT 2009, 705AM Wood Beam Design ENERCALC , INC. 1983- 2006,Ver6.0.221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : infill joists Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. '= Defl Location in Span Load Combination Max. " +' Defl Location in Span D+L +S 1 0.0149 3.030 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L +S) 0.240 k Support 2, (D+L +S) 0.240 k x ALLSTRUCTU RE • E n g i n e e r i n g L L C 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 v: 503.620.4314 • f: 503.620.4304 EQUIPMENT ANCHORAGE DESIGN CRITERIA: Mechanical Unit #1 H = 48.00 in HEIGHT OF UNIT W = 96.00 in WIDTH OF UNIT (LARGER PLAN DIMENSION) D = 60.00 in DEPTH OF UNIT (SMALLER PLAN DIMENSION) CG 34.00 in VERTICAL CENTER OF GRAVITY CGhoR 24.00 in HORIZONTAL CENTER OF GRAVITY W = 1184 lbs WEIGHT OF UNIT SOS = 0.7 Wind 80mph Exp. B (FASTEST MILE WIND I = 1.0 a = 1.0 C 0.67 R = 2.5 C = 1.4 z= 1.0 ft q 16.4 h= 1.0ft I, 1.0 F p _ max = 1.18 * W = 1.6 ' SOS * I p (EQ. 13.3 -2) F = 0.355 *W = ((a * Sp * I / Rp ) * (1 + 2 *(z I h)) (EQ.13.3 -1) F p _ min = 0.22 *W = 0.3 * Sps * I (EQ. 13.3 -3) F = I '0.249I W = F p_u se * 0 . 7 , ASD level force OVERTURNING AND LATERAL FORCES ON UNIT SEISMIC: Fp Asp = 294 lbs = F * W Wp MOT = 10009 lb -in = F * CGven MRES = 28416 lb -in = Wp * CGhoR 1 R = 117 lbs = (0.6 * MRES - MoT) I D Fp ■® R2 = 1067 lbs = W - R WIND: A= 32ft =H *W F = 492 lbs = Ce * Co * cis * Iw * A R1 R2 MOT = 11814 lb -in = F * H/2 MRES = 28416 lb -in = Wp * CGhoR R = 87 lbs = ( * MRES - MOT) / D R2 = 1097 lbs = W - R 1 REFERENCE: ASCE 7 -05 SECTION 13.3 Cl I € 1-bGc:. so PPc 1 /1 THW.c 9 Ro 0 cte._ "2 �# etc A-ocn i 1 4 CAM c , Ha Le Poe 1 4 0 0 4„, n s vPPo�e T A-a., r i,■=11ii ■ ((Ale V I* G D 0 M70 (.1.4 n n� , / • LZ Z SSr►n aI tow • 6 ie , /e a ke ) ' c A . p = 4 z " + ( 6 , 0 q _ mac.SL — a • r S ALLSTRUCTURE BY DATE 1�_IL E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF Co'-17'" 1, SvPPoe T o�y,u t�'9CN Re74 PthQ mat so l N r u )c M � = Sb x Z`( ti 3_1222 ss L_10°14-- �n� � Toe A../4 L S Sao/ A'4/ L 7 _ Z ) (// 3) (a, >57 /side a RE ALLSTRUCTURE BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C 5 OF C /417; St/PPoie i - (A i ERA ( a) irts 1'o4) 4-/0 ffEr HT C2) y 44.)62.4 &iJt/ N�, w /(z) r cite S Si.leata-T 'C -G, cxA btu Ag a. z 1 „, CEita#Uc, L,titc )4) -4 S.S. Voter Nom ( )SC Cyr ) ),440#.) S l Q C' F/ Vear? C.44 l sv4 9 ("oo2 13 6.x)(9.1/ . ?Cif Piet. r'(.L4 r 4rera..'tt Lc '4'') 77 C IZ! F t X /• // = /7/;4 /b /ace - et-/ /ow4r srvp,.,a =C = 17 /x /•/ _ /ey I I,-» L,3rtLc:._ Z f /. N/ F / = 3 . 1 f ()Se ZSb S / ZS - 31 'L !.v / Cz) 5 5 Scrt-eseS 7U ex4yt so c ? : ; ?v r 7 r-ty } / `le- U 6 ") 4 of 0 S C.4.4aUS 7U /J C.o C.-1C e w c ( o,,, c .ate e 9' x/. ` x Z SclLew S ZYS =41— ' A S ALLSTRUCTURE LL. BY DATE 1;;,.�1: Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET c« OF Architectural, Mechnical, and Electrical Components and Systems Reference: ASCE 7, Chapter 13. Equation 13.3.3 -1 Fp = 0.4 *ap`SdsWp (1 +2(z/h)) Rp /Ip Fp = seismic design force centered at the componenet's center of gravity and distributed relative to component's mass distribution. Sds= 0.72 spectral acceleration, short period, as determined from ap = 2.5 component amplification factor that varies from 1.00 to 2.50 (select appropriate value from Ip= 1.0 component importance factor that varies from 1.00 to 1.50 Wp = 200.0 component operating weight Rp = 2.5 component response modification factor that varies from 1.50 to 9.00 Z = 22.0 height in structure of point of attachment of component with respect to the base. The value z/h need not exceed 1.0 h = 22.0 average roof height of structure with respect to the base. Fp = 172.8 pounds F'p = 121.0 pound (ASD) L A L L S T R U C T U R E t t Si'PP02r BY • DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET 'J OF www.clarkwestern.com CW 2001 North American Specification w12004 Supplement ASD DATE: 10116/2009 SECTION DESIGNATION: 250S125 -18 Single INPUT PROPERTIES: Web Height = 2.500 in Steel Thickness = 0.0188 in Top Flange = 1.250 in Inside Corner Radius = 0.0844 in Bottom Flange = 1.250 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.188 in Fy With Cold -Work, Fya = 33.0 ksi Punchout Width = 0.750 in Punchout Length = 2.000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 3.25 ft Load has not been modified for load type or duration TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL /r LOADING THROUGH WEB NONE 89 543 341 MID Pt 44 733 424 THIRD Pt 38 772 439 • Cl? Z, SuP Pcit-T e t4-von F-f $..1 - 2 l 2 - o d / 1"h(j ■. - (yvl,.rc t pal; A 1 P. i ?S p& ZI Co DS 32•f Z Yed & /C. paU t'TS (Z) Se dd i ,, s ( se._ i ta Di...) Poll - 2 -c,sC-i G , � , 2.'1 : 8s*E 1251= 2S p( L Z •F � 2� 1O , avo Liyol d, x -2 2 a S ^5 cf j [ps Q c/ cva,w- A-- n loo c� 9)* Q S•,— 7.1-- •A5 ALLSTRUCTURE 1 A BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C OF Title : Alistructur Engineering, LLC Job # A L L S T R U C T U R E E Project 7140 SW Fir Loop, Ste. 231 S Proect Desc.: Tigard, OR 97223 I It E n g i n e e r i n g LLC Project Notes : Pnntedt 16 OCT 2009, 716AM Wood Beam Design ENERCALC, INC. 1983-2008, Vec 6.0221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : hdr at fan Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling b(u.-1 7.$) L(u.. I b) f L' S t , y . v ; # �` . y ry , ; , 4 m x(_ i . r ; . s • e • - 2x10 , Span = 2.660 ft - Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Point Load : D = 0.1730, L = 0.2160 k x01.330 ft • ' DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.147 1 Maximum Shear Stress Ratio = 0.117: 1 Section used for this span 2x10 Section used for this span 2x10 . fb : Actual = 145.12 psi fv :Actual = 21.03 psi FB : Allowable = 990.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.330ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection = 0.000 in Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 9999999 Max Downward Total Deflection = 0.002 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 19027 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb-design Fb-allow Vactual fv- design Fv -allow +0 Length = 2.660 ft 1 0.065 0.052 1.000 0.12 64.54 990.00 0.09 9.35 180.00 +D+L+H Length = 2.660 ft 1 0.147 0.117 1.000 0.26 145.12 990.00 0.19 21.03 180.00 +D+Lr+H Length = 2.660 ft 1 0.065 0.052 1.000 0.12 64.54 990.00 0.09 9.35 180.00 +0+0.750Lr+0.750L+H ' Length = 2.660 ft 1 0.126 0.101 1.000 0.22 124.98 990.00 0.17 18.11 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. 'Defl Location in Span Load Combination Max. ' +' Defl Location in Span • D+L+Lr 1 0.0017 1.330 0.0000 0.000 Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 r S Project Desc.: Tigard, OR 97223 • 1 Engineering LLC Project Notes : Pnnted• 16 OCT 2009, 7 16A Wood Beam Design ENERCALC , INC, 19832008,Ver..6.0.221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : hdr at fan Maximum Vertical Reactions - UnfactOred Support notation : Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) 0.195 k Support 2, (D+L+Lr) 0.195 k C�1, Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr. 7140 SW Fir Loop, Ste. 231 5 • Project Desc.: Tigard, OR 97223 1 . i E n g i n e e r i n j; LLC Project Notes Pnnted• 16 OCT 2009, 7 21AM Wood Beam Design ENERCALC , INC. 1983- 2008,Ver..6.0.221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : dbl at fan Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & 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 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0 t G )108) D(0.8114180189)1 08) D(0.0266) L(0.03325) t �. ,ice -7,4:--, i ".f - � 4 ' §' e � 1.4 4 '' , 10' A 2 - 2x10 , Span = 13.0 ft A Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 - Uniform Load : D = 0.020, L = 0.0250 ksf, Tributary Width = 1.330 ft Point Load : D = 0.0880, L = 0.1080 k A 5.50 ft Point Load : D = 0.0880, L = 0.1080 k A 7.50 ft Point Load : D = 0.0680 k 0 5.50 ft Point Load : D = 0.0680 k (1a, 7.50 ft Point Load : 0 = 0.050 k a 5.50 ft Point Load: D= 0.050k at7, 7.50ft DESIGN SUMMARY _ Design OK M a x i m u m Ben Str R - = 0.885 1 Maximum Shear Stress Ratio = 0.209: 1 Section used for this span 2 - 2x10 Section used for this span 2 - 2x10 fb : Actual = 875.84 psi fv : Actual = 37.63 psi FB : Allowable = 990.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.500ft Location of maximum on span = 12.285 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection = 0.121 in Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 1293 Max Downward Total Deflection = 0.288 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 541 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb-design Fb -allow Vactual fv -design Fv -allow +D Length =13.0 ft 1 0.517 0.119 1.000 1.83 512.20 990.00 0.40 21.39 180.00 +D+L+H • Length =13.0 ft 1 0.885 0.209 1.000 3.12 875.84 990.00 0.70 37.63 180.00 +D+Lr+H Length =13.0 ft 1 0.517 0.119 1.000 1.83 512.20 990.00 0.40 21.39 180.00 +D+0.750Lr+0.750L+H Length = 13.0 ft 1 0.793 0.187 1.000 2.80 784.93 990.00 0.62 33.57 180.00 C I69 Title : Allstructur Engineering, LLC Job # S A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 Project Desc.: Tigard, OR 97223 • / 1 It Engineering LLC Project Notes: Pnnted• 16 OCT 2009, 7 21AM • Wood Beam Design ENERCALC, INC. 1983 -2008, Ver. 6.0.221 Lic. # : KW- 06007476 License Owner : alistructure engineering inc. Description : dbl at fan Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Deb Location in Span Load Combination Max. ' +• Defl Location in Span D+L+Lr 1 0.2879 6.565 0.0000 0.000 Maximum Vertical Reacti • Unfactored Support notation : Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) 0.743 k Support 2, (D+L+Lr) 0.743 k CI? • • K ciGrte0-1 i o y � � -:2;1 s, 2 o (SE- yon )P - g ( �Si f3 sTO P a_TVTo t t( [3, v �1CP� �O Po i2J Pic /7 S K 5 5► /']-7 . f'4 l4[ L) w it S'IVc 3�ZSIZS - Z'7 e 1Li dIL L T `� i HQ� o lZoo fl P1 e6 srZ- GZd rw,G 1 I 1 s -1,2_,, • I " gAe koo l ,l = Il o&1 tZoo gfL� � i CoNN e■Cllo --t Pm.r�,ES Cs -C1 f� 1�� R�h=✓i GsjAL� SZD 3�Z5 - °( L 1 = E(c /S , Pro2 -r f4 sEM- = 3 co 64 C s ka� � C. ts) Lod J . eup \ /IA oct(Th - is kb 1utQ c ss ► ac e �c -5'13v Zs, J' /©f3& r o = 3 s - o_c. CSr14c.6s 71 - v ' s&rS i (c c .4 -1 ) • `a0 ` Z S`c(a s = /t4 357 14 01 C_C k o) Y z s,ds • :570 SS/ OIL C (J o; S ALLSTRUCTURE BY DATE E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET CI OF Krr t • wokt.0 sue s the -s Q t(L 3`( 64 - ''s Cst ■T•1 01,3 L - r a YP . 8D sr, rte-i). gu T/ 4 ./ i SSW 'J �I I I „ l �s - a Z nEe'e i r I I & S.S. SOS V 4 1/ 42‘.. ,):: 12 I sc -E.J VN = 1 I I I k = ►t I I .3CoZSf 25- 2'1 SZ S Lo oz, (`/O`1 Fo/L S 2 � Se '44 [ C SiU O ct.A `I TD Sue'o ,rer IZ► X 2c20 - 23e •/-; S ALLSTRUCTURE C+4V, r BY DATE Engineering LLC HKY AT C B DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C 1 OF A ALLSTRUCTURE E n g i n e e r i n g L L C 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 v: 503.620.4314 . f: 503.620.4304 EQUIPMENT ANCHORAGE DESIGN CRITERIA: Fan H = 30.00 in HEIGHT OF UNIT W = 24.00 in WIDTH OF UNIT (LARGER PLAN DIMENSION) D = 24.00 in DEPTH OF UNIT (SMALLER PLAN DIMENSION) CG 24.00 in VERTICAL CENTER OF GRAVITY CGhoa= 12.00 in HORIZONTAL CENTER OF GRAVITY W = 225 lbs WEIGHT OF UNIT o,..km Fob. L2-) ► R te- 'Me FMS SDS = 0.7 Wind 80mph Exp. B (FASTEST MILE WIND I = 1.0 a = 1.0 C = 0.67 R = 2.5 C 1.4 z= 1.0 ft qs= 16.4 h= 1.Oft I 1.0 F max = 1.18 * Wp = 1.6 * Sips * I (EQ. 13.3 -2) F = 0.355 *W = ((a * SIDS * Ip) / R * (1 + 2 *(z / h)) (EQ.13.3 -1) . F = 0.22 * W = 0.3 * SpS * I (EQ. 13.3 -3) F P _ASD = I 0.2491* W = F USe * 0.7, ASD level force OVERTURNING AND LATERAL FORCES ON UNIT SEISMIC: FP_ASD = bs = F p *W P WP MOT = 1343 lb -in = F * CG 1ert - MRES = 2700 lb -in = Wp * CGhorz R = 12 lbs = ( * MRES - MoT) / D Fp ►® R2 = 213 lbs = W - R WIND: A= 5ft =H *W F 77 lbs = Ce * *qs *Iw *A R1 R2 MOT = 1154 lb -in = F * H/2 MRES = 271 • •-in = Wp * CGhorz R1 = •s = ( 0.6 *MRES - MOT) / D R2 = i 1 lbs = W p - R 1 D M- s C-C ‘-'''‘./ c -S . O 6CvF REFERENCE: ASCE 7 -05 SECTION 13.3 C 19 j 20 L QV PPo rv, 4 - D ° .6 .15 - a ' 2, ket:r SPA 13�(A ljcll I � 2 e) c= £ 11 (051 7-Sio 5 f 1 Z = 50pt-( vv�;olS,x, }•t - 4- cA l ion Pu � � f t u J • I 1 ` AS' ALLSTRUCTURE ,o BY DATE 1� E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C t OF Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr: 7140 SW Fir Loop, Ste. 231 5 Project Desc.: Tigard, OR 97223 1 1 Engineering LLC Project Notes : Printed 26 OCT 2009. 2 Wood Beam Design File: Vase- sery erkstorelProjectsl2009109256.00 Chang's T.I� hangs calculations.ec6 g ENERCALC, INC. 1983-2008, Ver. 6.0.221 Lic. # : KW- 06007476 License Owner : allstructure engineering inc. Description : rafters Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pr!! 1,350.0 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0 11) D(0.015) S(0 025) 2x10, Span = 13.0 ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft . Point Load: D= 0.110kna 6.50 ft - -- - - - -- - -- -- - - - Design OK Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio = 0.172 : 1 . Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 674.59psi fv : Actual = 30.96 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span = 6.500ft Location of maximum on span = 12.285 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection = 0.102 in Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 1524 Max Downward Total Deflection = 0.219 in . Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 712 Maxim Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 13.0 ft 1 0.382 0.085 1.000 0.67 378.32 990.00 0.14 15.33 180.00 +D+L+H Length = 13.0 ft 1 0.382 0.085 1.000 0.67 378.32 990.00 0.14 15.33 180.00 +D+Lr+H Length = 13.0 ft 1 0.382 0.085 1.000 0.67 378.32 990.00 0.14 15.33 180.00 +D +S+H Length = 13.0 ft 1 0.681 0.172 1.000 1.20 674.59 990.00 0.29 30.96 180.00 +D+0.750L+0.750S+H Length = 13.0 ft 1 0.607 0.150 1.000 1.07 600.53 990.00 025 27.05 180.00 +D+0.750L+0.750S+0.750W+4-1 Length =13.0 ft 1 0.607 0.150 1.000 1.07 600.53 990.00 0.25 27.05 180.00 +D+0.750L+0.750S+0.5250E+H Length = 13.0 ft 1 0.607 0.150 1.000 1.07 600.53 990.00 025 27.05 180.00 C Title : Allstructur Engineering, LLC Job # A L L S T R U C T U R E Dsgnr. 7140 SW Fir Loop, Ste. 231 • I Project Desc.: Tigard, OR 97223 1` Engineering LLC Project Notes: Pnnted 26 OCT 2009, 2.13PM Wood Beam Design �1 "ase-serveAstore'P'°jects120 0910 00Chang'sT JIchangscalculations.ec6 g ENERCALC, INC. 1983 -2008, Ver. 6.0.221 • Lic. # : KW- 06007476 License Owner : atistructure engineering inc. Description : rafters Overall Maximum Deflections - Unfactored Loads ' V Load Combination Span Max.' ' Defl Location in Span Load Combination Max. ' +' Defl Location in Span D+1+S 1 0.2191 6.565 0.0000 0.000 Maximum Verti Reactio • U nfactored Support notation : Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L +S) 0.315 k Support 2, (D+L +S) 0.315 k ezz cw www.clarkwestern.com . 2001 North American Specification w/2004 Supplement ASD • DATE: 10/26/2009 SECTION DESIGNATION: 362S125-27 Single INPUT PROPERTIES: Web Height = 3.625 in Steel Thickness = 0.0283 in Top Flange = 1.250 in Inside Corner Radius = 0.0796 in Bottom Flange = 1.250 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.188 in Fy With Cold -Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 11.0 Lateral Load = 5.0 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (lb) SPACING Maximum BRACING 12 in 16 in 24 in KL /r NONE 122 101 58 317 MID Pt 385 312 176 159 THIRD Pt 576 463 257 106 SHEATH 2 SIDES N/A N/A N/A 94 DEFLECTION L/809 L/606 U404 • C