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PLANS CITY OF BOYNTON BEACH PLANNING & ZONING JlI TITLE FORM DATE: '1-1(..1,001 PCN ~ ~-43-4S- 30- 01 - 001- 00/2.-- PROJECT # l\fIl\I.~P o2..-ooc, STATUS: t1f'f'{l<J-if- t> / STATUS DATE: OJ. -.1.1- ~oo 2-- PROJECT NAME: SHe LL PROJECT TYPE: WI,..JOC2.. VY\",,,, l"'ICAT"IOo..} ~ In.. rt.Au DESTRUCTION DATE: ~l ADDRESS: 3cll t.J C ONc.-L~ ;\,IE..- o Commercial o Residential o New D Miscellaneous o Addition GRenovation 0 Revision _ C,\-rJofj INDEX OF DRAWINGS: SHEET # SHEET TITLE (PLEASE PRINT LEGIBLY) (ex: Sbeet A-I) (ex: Floor Plan) 1. (-Y",FI' 2. b-I 3. C. -, 4. \ - 4- D F" L E..Jc.- 'bt>.-,A (rHI) DEfl\o pLA,J \ IJ~,ALL-A-nt)~ fr-A-<V O~AfoJG-fi.. S,A'L llVblL:I-n2.Its, C,foJSTl2..<<L-rlofli bwor-Ii. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. S:\Planning\File lists. file procedures\Procedures\FILING PROCEDURES\p&z TITLE FORM.doc , . 0.8.1. ENGINEERING DEPARTAMENT Calculations Job# COI-0294RI Image Date Site Scope Shell R VI (Level I) Wednesday, January 09, 2002 Boynton Beach, Florida Canopy 25'-0" x 53'-5" Code Wind Speed Live Load FBC-2001 140 mph 30 pst Minimum Soil Bearing Capacity 2.0 kst ~~ 1-11;..>\0l.. ORANGE STATE IND'L JTRIES JOB # C01-0294 Date: 10/12/01 1811 NW 16th Street Sheet # 1 01 7 . Pompano Beach, FI. 33069 Calculated by : C. Borrero Checked by : M. Pisano Tel: (954) 971-9598 Revision # 1 Revision Date : 01/09/02 \0 , IT StrInger =i ~ I F I b I I 1 --i o ~ w I Ll >- I I 0 I =1 I I r--1l'-8~,J L"-8~.- ~ , ;., 30'-0. 3'-5' S1ngle Oips Design Criteria : Beams : Location : BOiTlton Beach, Florida Stringer: W12x22 Code: FBC- 2001 Brace as shown Exposure : C Wind Speed : 140 mph Lateral Pressure: 54.38 psI Yoke: W10x22 Windward Uplift: See on Page # 2 Leeward Upiift: See on Page # 2 Live Load : 30 psf Columns : (4) Pipe ~ = 16" x 1/4" Dead Load : 8 psI Snow Load : N/A Footings : 6.5 ft. x 6.5 It. x 3.5 It. (Deep) Canopy Clearance: 15'-0' (8) rows x (8) rows, #5 Rebar Fascia Heigh t : 36' Minimun 3" coverage at ends . Orange State Indus 1811 NW 18th Slreet Pompano Beach, Florida 33069 rei.: (954) 971-9598 Fax: (954) 980'()318 !es Drawing #: 2- COol -024<{ f?.A Of "I- Sheet #. Calculated By: L lborrc.ro Date: oj fOCI loz. Checked By: M 1":.0"0 1. Desian Criteria Location [ Boynton Beach B State FL County Code FBC-2001 Expos u re EEl Wind Speed 140 [mph] Live Load LL 30 [psI] Dead Load DL 8 [psI] Snow Load SL N/A [psI] Elevation H 15 [It] Fascia Height Hf 36 [in] Canopy Length L 53.417 [It] Canopy Width W 25 [It] I IN L l L Lateral Pressure 54.38 [psI] Uplift Perp. Length -25.38 [psI] Uplift Perp. Width -10.88 [psI] Lelt Right Perpendicular Length -55.84 [psI] 5.08 [psI] Perpendicular Width -20.67 [psI] -1.09 [psI] Dead + Uplift Perp. Length -47.84 [psI] 13.08 [psI] Dead + Uplift Perp. Width -12.67 [psI] 6.91 [psI] . Orange State Indu~es 1811 NW 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971-9598 Fax: (954) 960-0318 Sheet #. .=, Of ::r Drawing #: CO~-02-q~ IU Date: oAlo9/0Z- Calculated By: C. (60a-uo Checked By: M p, ;O~O 2. Beam Desion Properties Modulus of elasticity of steel E= 29000 [ksl] Yield Stress of steel Fy = 36 [ksi] 2.1 Strin<;lers Tributary Length TL = - [ft] Tributary Width TW= [ft] Tributary Area At= 480.75 [ft2] Live Load reduced LLr = 24 [pst] Dead Load DL = 8 [pst] Total Load ws= 32 [pst] 0 Stringer Load Ws= ws W = 32 (9 ) = 288 Iblft Ws = 0.288 kp/f ~lUIllIIIIIII1 R1 = 7.69 [kip] R2 = 7.69 [kip] Maximum Moment M= 19.74 [k-ft] Maximum Shear v= 4.32 [kip] ,',= 0.31 [in] Use W12x22 with One (1) brace at midspan 2.2 Y2Ms. Tributary Length TL = - [ft] Tributary Width TW= [ft] Tributary Area At= 667.71 [ft2] Live Load reduced LLr = 18 [pst] Dead Load DL= 8 [pst] Total Load wy= 26 [pst] . Orange State Indus Jes 1811 NW 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971-9598 Fax: (954) 98()..()318 Yoke Load Wy= Wy = 0.694 kp/f Shllet II. 'f Of 't Drawing II: c.o~ -02.q'f I<A Date: OA I 0"1 /02 Calculated By: C, 5o((~JO Checked By: 111 p,-5Q"o ws W = 26 (26.7085) = 694.421b/ft ..... R1 = 8.68 [kip] Maximum Moment Maximum Shear M= v= Il= Use ~= ..... R2 = 8.68 [kip] 11.47 4.69 0.07 W10x22 [k-ft] [kip] [in] 3. Column Desian Properties Modulus of elasticity of steel E= 29000 [ksi] Yieid Stress of steel Fy = 36 [ksi] Effective length factor to canopies K= ... Column Section Unbraced length of member 1= ... [ft] ~6[)iamx 1/4uB I I Governing radius of gyration r= 5.57 [in] 3.1 Case 1 : Dead + Live (D+L) Therefore Fa ID'L) = 16.32 [ksi] Reaction (D+L) p= ... [kip] Area Column A= I 12.37 I [in2] Computed axial stress fa (DK) = PIA = 8.68/12.37 = 0.7 [ksi] As fa < Fa (D'L) Then is acceptable 3.2 Case 2 : Dead + Wind (D+W) Orange State InduE. ;es 1811 NW 16th Street Pompano Beach, Florida 33069 Tel.: (954) 971-9598 Fox: (954) 960-0318 Axial tensile stress May be increased 1/3 by wind loads Compressive bending stress (D+W) May be increased 1/3 by wind loads Reaction (D+W) Moment (D+W) Area Column Elastic Section Modulus Computed axial stress Computed Bending stress Axial compression and bending stress shall be satisfy the following Fa = Fa (D'WI = Fb = Fb (o.W) = p= 4.36 [k] M= A= S= Shllet #. .s Of ~ Drawing #: CO-1-02..'f<l U Date: OA / dc! /Ol Calculated By: c. e,{AHC/O Checked By: M P"SClI'\O 0.60 Fy = 0.60 ( 36 ) = 21.6 [ksi] 1.33 Fa = 1.33 ( 21.6 ) = 28.8 [ksi] 0.66 Fy = 0.66 ( 36 ) = 23.76 [ksi] 1.33 Fb = 1.33 ( 23.76 ) = 31.68 [ksi] IIBi1IMI [kip] 1.278 [kif] -0.349 [kif] 1~'t~'1!a' '~I ~,..".. '~'"' ',' _,",-' :' '~~;L:;~: ""'~~ _.TO. _..,.!;>';,_.,."".,',,",.,,..,,.., [kip-ft] [in'] 12.37 [in'] 48 fa (D'W) = P / A = 13.32/ 12.37 = 1.08 [ksi] fb (D'W) = M / S = 27.48 (12) / 48 = 6.87 [ksi] fa (o+w) Fa (O'W) 1.08 28.80 0.25 + fb Fb < 1 + 6.87 31.68 < 1 < 1 then is acceptable . Orange State Indus 'as 1811 NW 18th Street Pompano Beach, Florida 33069 Tel.: (954) 971.9598 Fax: (954) 960.0318 4. Footina Desian Properties Compressive Strength concrete fc = SbElet #. Go Drawing #: COA - Ok"l <f l?~ Of 'l- OA locrf02. Date: Calculated By: C-. Bont.ro Checked By: M PISO^O . - .. . . .-' 't. . ... '~.' - 333.86 6.01 2.67 8.68 8.68 a = 0.609 [ks!] [psi] D--~ j bc[' Yield Stress of steel Fy = IIIIllIII [psi] B Column Width bc = 16 [in} Try, the following 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 = Po = Subtotal Load Pt= 4.1 Case 1 : Dead + Live (D+L) Overbunder Load PI = [ft] [ft] L~~~-'--J [ft] [ft] [ft] ~I~lts= t= o () U U 0 0 1 3.50 ft [ft] [ft] 2.50 ft [ft2] C 0 [kip] [kip] (8) rows x (8) rows # 5 rebars with minimum 3" coverage at ends [kip] [kip] Column 16 Diam x 1/4 Weight Pcol = H Weight Section = 15 (42.09) = 0.63 [kip] Pt + Pcol + t Y concrete As cr. > A cr 8.68 ( 333.86 ) + 0.63 +0.15(3.5) 42.25 < 1.5 [ks!] then is acceptable . Orange State Indus ies 1811 NW 16th Street Pompano Beach. Florida 33069 Tel.: (954) 971-9598 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 = a cr = a Sheet #. " Drawing #: co~ -02.Q4 I!.A Calculated By: C-.. 100" u 0 - [kip] [kip-ft] PL + PD + Wa + Lu 6.01 + 2.67 + 33.8 -12.11 30.37 [kip] M / La = 27.48/30.37 0.9 [ft] La BL [H: lLe] L 30.37 6.5 (6.5) [1:t 6( 0.9 )] 6.5 cra m., = 1.32 [ksf] cram;" = 0.12 [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 = B L tmat Y material 6.5 ( 6.5 ) 3.5 ( 0.15 ) = 6.5 ( 6.5 ) 0.5 ( 0.15 ) = 6.5(6.5)2 (0.10)= Wa= Po + Wa Lu 2.67 + 33.8 12.11 3 > 1.5, Therefore acceptable (Po + Wa - Lu) L/2 M ( 2.67 + 33.8 - 12.11 )3.25 27.48 2.9 > 1.5, Therefore acceptable Of ~ Date: oA I 0Cl1 02- Checked By: M. P':sO ^o 22.18 3.17 8.45 33.8 [kip] [kip] [kip] [kip]