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PLANS DATE: S.2$" .aoo7 PROJECT # M M. S. P 0 \ - 0 r 2- PROJECT NAME: S I-I-LLL PROJECT TYPE: WlIlJOI2.. tvlO"DIFlc-).n<>N CITY OF BOYNTON BEACH PLANNING & ZONING TITLE FORM peN STATUS: J)$).J (Lb STATUS DATE: IL- ~ - .2.00 ( ADDRESS: ~ 0 r ~ommercial INDEX OF DRAWINGS SHEET # (ex: Sheet A-I) 1.4-- 2.~ 3. 'D- ( 4. 5. 6. 7 8. 9. 10. II. 12. 13. 14. 15. 16. 17 18. 19. DESTRUCTION DATE: .J N COl.Jc,...~~...S AVL t D Miscellaneous ~ovation D Revision D Residential o New D Addition SHEET TITLE (pLEASE PRINT LEGIBLY) (ex: Floor Plan) e.Alo-l"'P <{ (N ,lALLA-no,\) fLA-tJ . O~t-Jr....i. 'i;.1'/l.TL /fJ'l) - Sr~c:n/fL.,ALS CAtJoPi 1);\1'1.'-' PL-AII.I 20. S:IPlanninglFile lists. file procedures\Procedures\FILING PROCEDURES\p&z TITLE FORM.doc . . ~ ,. I () 0.5.1. ENGINEERING DEPARTMENT Calculations Job# COl294 Image Shell R VI Date Friday, October 12, 2001 Site Boynton Beach, Florida Scope Canopy 37'-6" x 53'-5" (Level 2) Code WindSpeed Live Load SBC-97 110 30 Mph Psf 2.0 Ksf Min. Soil Bearing Capacity . ~ l"'" \ \'\\ "\ , I JOB # C01-02. Dole 10/12/01 ORANGE STATE INLLJSTRIES 1811 NW 16th Street Sheel # 1 of 7 Pompano Beach, FI. 33069 Calculated by C. Borrero Checked by M. Pisano Tel: (954) 971-9598 Revision # Revision Dole \0 , .1 Stringer =j c I ..!, I N .t- I , I b I -j ., I , I \0 ~ . I N , , ~ I , >- .... I b ~ f- -j I . I ., " I 0' I N I , 'c b I I =J T I -11.-aJ.-1 Lll.-aJ'- \0 , .... JO'.O' J'.S' Single Clips - - - - Design Criteria Beams- location BaJfltan Beach, Florida Stringer W12x22 Code SBC-97 Exposure C Wind Speed 110 mph lateral Pressure: 44.5 psf Yoke W16x31 Windward Uplift: -7 4 psf leeward Uplift: -19.8 psI . Live load 30 psf Columns (4) Pipe 0 = 16" x 1/4" Dead load 8 psf Snow load N/A F oalings 5.5 It. x 5.5 It. x 3.5 It. (Deep) Canopy Clearance 15'-0" (7) rows x (7) rows, #5 Rebar Fascia Heigh t 36" Minimun 3" at end "'"'\ Orange State Indu~L(ies 1811 toN{ 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971-9598 Fax: (954) 960-0318 1 Desio" Criteria Sheet N. 2- Of 't Drawing II. CO~ -Oloer'" Date: AO/Al-IO~ Calculated By: c... tCo"vo Checked By: I'Y'I p, 50" 0 Location State Code Exposure Wind Speed Live Load Dead Load Snow Load Elevation Fascia Height -8~ynton 8ea-~h-- ~ FL County I 58e-97 Ie I.... 110 30 8 N/A 15 36 LL DL SL H Hf Canopy Length Canopy Width L W 53.417 37.5 ,- .. , i LJ l __n_______ "-.'3 West Palm Beach ... ---------..-----.. [mph] [pst] [pst] [pst] [It] [in] [It] [It] L Lateral Pressure 44.5 [pst] Windward Uplift -74 [pst] Leeward Uplift -19.8 [pst] Whole Canopy Uplift -17.3 [pst] Orange State Indus" ies 1811 NW 16th Street Pompano Beach. Florida 33069 Tol.: (954) 971.9598 Fax: (954) 960-0318 Shoot # ~ Of ~ Drawing II: Co~-O']q~ Date: )ofo-lo~ Calculated By. e ~('Lro Chockod By: M p, ~O^O 2. Beam Desion Properties Modulus of elasticity of steel Yield Stress of steel E= Fy = 29000 36 [ksi] [ksi] 2.1 Stringers Stringer Load TL = - [ft] TW= [ft] At= 542.88 [ft') LLr = 24 [psI] DL = 8 [psI] ws= 32 [psI] 0 Ws= ws W = 32 (10.163) = 325.221b/ft Ws = 0.325 kp/f Tributary Length Tributary Width Tributary Area Live Load reduced Dead Load Total Load mrrfTi1TifTl fTiHl'GTTTF~Tmll II ; ! ! : I fTTT1l11 T-"_T.~,._,._._,. ,,,_,,".T ..,.,. .._,._._,.~.._,._,._,._.._" "_",, .. ,. """_.__T_.._"_T_'LT_'I'....... ~_"_.T_"__._"__" t I ;&: ~ -~ R1 = 8.68 [kip] R2 = 8.68 [kip] Maximum Moment Maximum Shear M= v= 22.82 4.97 [k-ft] [kip] Use W12x19 with two (2) braces at midspan and one (1) brace at midsapn 2.2~ Tributary Length TL = - [ft] Tributary Width TW= [ft] Tributary Area At= 1001.55 [ft'] Live Load reduced LLr = 18 [psI] Dead Load DL = 8 [psI] Total Load wy= 26 [psI] .~ I . Orange State Indu~LI les 161 I NW 161h Slroet Pompano Beach, Florida 33069 Tol.: (954) 971.9596 Fax: (954) 96(l.0316 ~ Shoel # If Of :j .Aof.u-fO-l Drawing It: c.o~ -Oz,q<f Date: Calculated By: c.. eo" ~ <0 Chockod By: IYI PI -"0 ^ 0 Yoke Load Wy= ws W = 26 (26.708) = 694 411b/ft Wy = 0.694 kp/f I] rrIlIJ]~[[mT1.~TTTGJJ1El_rlJJJIIrO-l~_illrrIT,l R1 = 13.01 [kip] R2 = 13.01 [kip] Maximum Moment M= 5115 [k-ft] Maximum Shear v= 8.55 [kip] Use W16x31 3. Column Desian Properties Modulus of elasticity of steel E= 29000 [ksi] Yield Stress of steel Fy = 36 [ksi] . , , Effective length factor to canopies K= 2 Column Section Unbraced length of member 1= 16.50 [ft] If 16 x 1/4 3 Governing radius of gyration f= 5.57 [in] 3.1 Case 1 . Dead + Live (D+L) Therefore Fa (0'1.) = 16.32 [ksi] Reaction (D+L) p= 13.01 [kip] Area Column A= 12.37 [in'] Computed axial stress fa (0'1.) = P I A = 13.01 112.37 = 1.05 [ksi] As fa < Fa (0'1.) Then is acceptable ~ Orange State Indus..les 1811 NW 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971.9598 Fax: (9S4) 960-0318 Sheet . 5 Of :J- Drawing #: Co~ - 0241j- Date: A 0/ A do-! Calculated By: C. f)auero Checked By: ~" p{~"O 3.2 Case 2 . Dead + Wind (D+W) Axial compressive stress May be increased 1/3 by wind loads Fa = 0.60 Fy = 0.60 ( 36 ) = 21.6 [ksi] Fa (D'W) = 1.33 Fa = 1.33 ( 21.6 ) = 28.8 [ksi] Compressive bending stress (O+W) May be increased 1/3 by wind loads Fb = 0.66 Fy = 0.66 ( 36 ) = 23.76 [ksi] Fb (D'W) = 1.33 Fb = 1.33 ( 23.76 ) = 31.68 [ksi] Reaction (D+W) p= 3.12 [kip] 3.57 [k] 0.315 [k/~ -0.016 [k/~ c..............,...,.., ~U:~I ::"::;'!"""'""'? , I Moment (D+W) M= 21 16 [kip-It] Area Coiumn A= 12.37 [in'] ~ . . Elastic Section Modulus S= 48 [in'] Computed axiai stress fa (D+Wl = P / A = 3.12/12.37 = 0.25 [ksi] Computed Bending stress fb (o.W) = MIS = 21 16 (12) /48 = 5.29 [ksi] Axiai compression and bending stress shall be satisfy the following fa (O+W) Fa (D+W) + fb Fb < 1 0.25 28.80 + 5.29 31.68 < 1 018 < 1 then is acceptable Orange State Indu~.,'ies 1811 NW 16th Street Pompano Beach, Florida 33069 reI.: (954) 971.9596 Fax: (954) 960.0316 4. Footina Desian Properties Sheet It G Of 't Drawing II: COi-02.q'f Date: ~ofAl..lol Calculated By: c.. ~a((c/o Checked By: M Pt.so.....o . ---------;----1 Yield Stress 01 steel Fy = 60000 [psi] _I. be r B Compressive Strength concrete fc = 3000 [psi] Column Width bc = Try, the lollowing B= L= Footing Thickness Soil Thickness Pavement Thickness t = ts = tt= Tributary Length Tributary Width TL = TW= Tributary Area At= Live Load Dead Load PL= , ' PD = Subtotal Load PI= 4.1 Case 1 : Dead + Live (D+L) Overbunder Load Pt= 16 5.50 5.50 3.50 2.00 0.50 - 1001.55 18.03 8.01 - 26 04 26.04 [inJ ..be- [It] [It] I , __-l...._~_L [ltJ [It] [It] L r~-' i 'j: , , , i [It) [It] -------- ~ ~ tt+ts= nr I-.J= 3.50 It 2.50 It [It'J [kipJ [kip] (7) rows x (7) rows # 5 rebars with minimum 3" coverage at ends [kip] [kipJ Column I 16 x 1/4 Weight Pcol = H Weight Section = 15 ( 42.09 ) = 0.63 [kip] As Pt + Pcol cra> + t Y concrete A cr= 6.04 (1001.55) + 0.63 + 0 15 (3.5) 30.25 cr = 1 408 [ksf] < 1.5 [ksf] then is acceptabie ~ Orange State Indu~..les 1811 NW 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971-9S98 Fax: (954) 960-0318 4.2 Case 2 . Dead + Live + Wind Uplift Load Moment Lu = M= Total Axial Load La = La = La = eccentricity e= e= OK Allowable soil pressure cr = , cr = , ~ Sheet It =t Drawing '" Co~-oz."1 ~ Calculated By: C. 80 ({t(o III [kip] [kip-ft] PL + PO + Wa + Lu 18.03 + 8.01 + 24.2 -13.62 36.62 [kip) M / La = 21 16/36.62 0.58 [ft] L, SL [1 :t fi..e] L 36.62 5.5 (5.5) [1 :t 6 (0.58)] 5.5 Ga max = 1.98 [ksf] cr, mio = 0 44 [ksf] <: 2.0 [ksf] then is acceptable . 4.3 Factor of safety . . Weight W= Concrete Weight Pavement Weight Soil Weight Total Weight Wc= Wp= Ws= Uplift FS u = FS u = FS u = Overturn FS ov = FS ov = FS ov = .S L tm" Y malerial 5.5 ( 5.5 ) 3.5 ( 0.15 ) = 5.5 ( 5.5 ) 0.5 ( 0 15 ) = 5.5 ( 5.5 ) 2 ( 0.10 ) = Wa= Po + Wa Lu 8.01 + 24.2 13.62 2.4 > 1.5, Therefore acceptable (Po + Wa - Lu) L/2 M ( 8.01 + 24.2 - 13.62 ) 2.75 2116 2.4 > 1.5, Therefore acceptable 15.88 2.27 6.05 24.2 Of Dale: Checked By: :r- A o/a./o I M P/~O~O [kip] [kip] [kip] [kip] . ". roo, ~ .J .~ " ~ " " N w 21 ~ w N , Z Z ~ " . :1 ~ N U " 0 z " z w w " ~ 0 . " . 0 ^ , '" '" . - ^ '" . ['l --- ~ '" N ~ :> UJ 0: >- 0 --' (L >- .. <n ~ '" . '" N - n:- o " ; OJ , (L - " - u a <D 0 .. ~ .. w >- -' ~ <n ~ ~ co N , '" , , " c "' " ~ < '" '" " ~ w . z ~ "' " 0 < "' '" " " N ~ ~ w ~ ~ " ~ " " u w " " x x x '" ~ < < < ~ ~ ~ " w '" ~ -' " " " ~ ~ z z z z z z x ~ N '" sa1~~snpUI a~e~s a6ue~o or .78Sn