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HomeMy WebLinkAboutX2008-0104 - CalcsStructural Calculations for Canopy for Hoag Hospital Child One Hoag Drive Newport Beach, CA Prepared for B.L. Architect Design Criterion 1. Code 2. Concrete 3. Reinforcing 4. Steel Beam 5. Bolts 6. Steel Pipe 7. Soil Attachments JAIK CHOI & ASSOCIATES Structural Engineering 23177 LA CADENA DR., #101 LAGUNA HILLS, CALIFORNIA 92653 (949) 951-2522 Fax (949) 951-1232 Email: jcse@msn.com Care Center 92658 o\O1_1W6 I H cols br CITY OFIRWPp1rtsar mum. temonierr A4JTHONtiALr10r reTO st PLANS DOES ter CONSTITUTE EXPRESS OR IMPLIED WITH THE ORDINANCES, PUNS.ANDPOLICIER OFANY BUILDING ITHEq IMPORTION IP ON BEACH THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS Ali SSPECTS, THIS REVISE THE BUILDING STRUCTURE OR IMPROVEMENT HOTNWITH CITY, ORDINANCES, TOFN WORTEA BUILDING RIGHTD ZONING IRAMPERMTTEETO ; Cailifornia Building Code 2001 DURINGLANO ° sA CONSTRUCTION oFNEEIv eaca THESE WITH TN 1,1 WLEDEE►EMI ; f c = 2,500 psi @ 28 days. (5.5 ; ASTM A615-40 for footings & F6 ; ASTM A-6 sr ; ASTM A307 ; ASTM A53 APPROVAL TO ISSUE .....DATE_. ; Assumed allow. bearing value; 1,000 psf at 12" min. depth below Finish grade McElroy Metal Mega rib allowable load table Jaik Choi Associates Structural Engineering (949)951-2522, Fax 951-1232 email;jcse@msn.com Structural Calculations for Canopy #5 at Hoag Hospital -New Child Care Center One Hoag Drive, Bldg. 50, Newport Beach, CA Design Loads Dead Loads Metal roofing Steel beams Misc. Trellis DL. Trellis LL. Total LD. Total LD. At Canopy Beam 2.0 3.0 1.0 6.0 20.0 26.0 28.0 Lateral & Foundation Design Parameter Wind pressure "Wa"=Ce*Cq*gs`Iw = Seismic load coeff.= V = 2.5Ca*I*W/R Roof Total Toad= Passive pressure "Wp"= Friction Coeff. "u"= Allow. Bearing "Fb"= Tvp. Roofing Hoag Hospital New Child Care Center Newport Beach, CA x Sheet '2- of Job No. 07-826 Date; 8-7-07 By; J. Choi Qp,OFESSfp ceg Exp.12-3149 91 s e. it -(OF CALIF# r2oo� fK*M f4 cj 4 Fousa4TiO J Steel Tensile/Comp. Flexural Modulus Elasti Fb = .6*Fy Fv (ksi) 36 36 29,000 22.00 10.16 psf (Cq=1.3,gs=12.6,Iw=1.0,Ce= 0.62 0.45 (R=2.2), Ca= 0.4 7.0 psf 200 pcf 0.25 1000 psf For span L= 7.00 ft. Load w= 28.0 psf Allow load adjustment for 2 span cond. = 0.8 Allow wind load = 50.4 psf < Allow live load = 37.6 psf < 10.16 20.00 Use 1 1/2" X 26 GA. Mc/elrov Metal Mega Rib roof panel O.K. O.K. Page 1 Jaik Choi Associates Structural Engineering (949)951-2522, Fax 951-1232 email;jcse@msn.com Beams B-1 Canopy Trib. Canopy TL. w= R= M= Sr= Ir= Use W6X20 B-3 Canopy Trib. Canopy TL. w= R= M= Sr= Ir= Use MC6X18 L= T.W.= Flr. TL. x T.W.= Rf. TL = wxL/2= RxL/4= M x 12 /Fb= .186 x M x L= (5=13.4, 1=41.4) L= T.W.= Flr. TL. x T.W.= Rf. TL = wxL/2= RxL/4= M x 12 /Fb= .186xMxL= (S=9.91, 1=29.7) Hoag Hospital New Child Care Center Newport Beach, CA 16 ft. B-2 7 ft. 196 #/ft. 196 #/ft. 1568.0 # 6272.0 ft-# 3.42 in3 18.67 in4 15 ft. 2 ft. 56 #/ft. 56 #/ft. 420.0 # 1575.0 ft-# 0.86 in3 4.39 in4 Lateral Design of Awning and canopies Canopy #5 Design Variables Column Ht. = Trib. Area Column Design Wind tributary area = Wind load/pier = Total dead load = Seis. load/pier = Mb = P*Hn = Sr = Mb*12/1.33/7500 = Try 4" dia. Std. pipe He = Ta = Check drift (CBC 1630.9) Drift (S) = p*LA3/3/E/I = Drift (M) = .7*R*Drift (S) = Max.Drift (M)= .025*Hc = Canopy Trib. Canopy TL. w= R= M= Sr= Ir= Use W8X28 B-4 Canopy Trib. Canopy TL. w= R= M= Sr= Ir L= T.W.= Flr. TL. x T.W.= Rf. TL = wxL/2= RxL/4= M x 12 /Fb= .186 xMxL= (S=24.3, 1=98) L= T.W.= Fir. TL. x T.W.= Rf. TL = w x L /2= R x L /4= M x 12 /Fb= .186 xMxL= Use MC8X22.8 (S=16, 1=63.8) 11.67 ft. 72 sq-ft. (15.5' x 18.51/4) 78 sq-ft. 198 lbs. 504 lbs. 229 Ibs. Governs 2673.49 ft-lbs 1.10 in2 Hw Sheet 3 of Job No. 07-826 Date; 8-7-07 By; J. Choi 23 ft. 5 ft. 140 #/ft. 140 #/ft. 1610.0 # 9257.5 ft-# 5.05 in3 39.60 in4 30 ft. 2 ft. 56 #/ft. 56 #/ft. 840.0 # 6300.0 ft-# 3.44 in3 35.15 in4 S=3.21 1=7.23 1.00 1.54 3.50 > D Fw 1.54 O.K. Use 4" dia. Std. pipe Page 2 t Jaik Choi Associates Structural Engineering (949)951-2522, Fax 951-1232 email;jcse@msn.com Pier Design (CBC 1806.8.2.1) Pier size Cd = Try Pier depth "D" = P = Cs*Wa*Hw^2/2 = A = 2.34*P/S1/b = D=A*(1+(1+4.36*Hw/A)^.5)/2 = Use 24" so. X Caisson Reinforcing Mc = P*(Hn + D/3) = d = .707*(Cd/2-4)+Cd/2= As = Mc/1.76/d = Min. As =.0033*3.14*Cd^2/4 = Min. As=2*As*1.33 = Hoag Hospital New Child Care Center Newport Beach, CA 2 ft. 2.67 ft 229 Ibs 0.40 2.47 O.K. 2.67 Deep Conc. Pier Mc= d= As= 2.88 ft-kips 17.66 in. 0.09 sq-in. 1.49 sq-in. 0.25 sq-in. Use 24" sq.X 32" deep pier w/ 4-#4 vert. & #3 ties a 12" o.c. #r c--msr 18"7N1-. f-Tri Ht1345 . = 2.61 t Ustt4ct ' -C st )c(8 rwc , tat4. Ott = 504"/4. = (2-6 P`r 2 2b1 o Citla Or 44 2125 x @.Site -ins 6 Tl.-, oL- 12.6 + 2?5 6 = 2s82 # Hit =2s82X3.5/.1= 5D%4# f. s , = $-7=44 kl O = 1,81 7 I s ok. 901 L 3G--fiv4 tJ'j KfluL-r e s-buv-z.61 o e2y- L 2867— — 1 5otL a ZX2882 = b66 < (ooDX1.33age3 3x.t311{ x3,s t� Sheet 4- of Job No. 07-826 Date; 8-7-07 By; J. Choi C'7C(S Tct t e "-rut- . cotc . S c-}1S Cs4.101/4 o{-- ptpc Got AT Cotic UstlkSC( (OS9 rt-. 2610%ft/7 =q-s77.44 2v8e# 64...T Me=4-.s17xt,vs-= s17-oi - w t. to 31 use- s/t9 O s& t, o\a s-s/&' one-- p L v4 / cic - 3/4'. SET 2z. G—P°X- h+"G* io0t7 fin- " 2 .2-'I PP s sub -girt framing Marquee or Mini -Rib deal component for field - SECTION PROPERTIES ALLOWABLE LOADS (PSI) f,"�,.=.+�-ern TOP INCOMPRE5510N 801TOM IN COMPNESSKKJ WIND LOAD DVE LOAD DelECDON OPO Panel Wei t PSFN KSI Ix Nd Si IN. Ma NIP IN Ix IN4 5a IN? 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