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02-830-000O Jt i CIT OF SOUTH MIAMI BUILDING PERMIT APPLICATION 0130 SUNSET DRIVE, SOUTH MIAMI, FLORIDA 33143 (305) 663 -6355 PROJEC-r ADDRESS 5850 SW 73rd Street I ATh I l'i /1L,A. 't V,1 i� CV, .•- — _— -- -- ..-- -- -- ` ADDRESS P.O. Box 408300 Ft Lauderdale, FL 33340 = -lam -- CIF) - WORK TO BE PERFORMED BY COP: rRAC'TOR X X OWNER.'BUILDER — Y Tug O 6 CONTRACTOR D & J Construction, Inc. PHONE 954 -583 -2760 ,',DDRESS 3350 Burris Road, Ft Lauderdale, FL 33314 THIS APPLICATION IS FOR THE CONSTRUCTION OR I-NSTALLA7lON OF: (PLEASE BE SPECIFIC) Store Remodel R t: 4 1 F W USE: RESIDENTIAL COimNILRC'IAL XX SQUAi2E FOOTAGE aD�oOO 5� ES "FI\vI:�TED 1, \LI'E `to`_7 1 U\DI.R,T : \D 11: \r SEP \RATE PERMITS MUST RC 0131W,11) 1'011 EI.ECI RIC \I- %11.01 \ \IC \L PI U\IBI \C. R0OF1 \G slll'1'TIa:S. ��I \DOS\'\, E\JERIOR DOORS. PA \I \C, \ DIININAGI- \ND SIG \, \GL' B1 IIHS \1I1IC010\ I \JSUAIE itlsPO�o !I�rl r0i2'liivCOMPLETION OF THIS PRO.IEC"I I\ ACCORD•\ \CL 1 \f'PRO\I•I) (o\ \•I lit Cr10\ DOCLAIE\IS �IZP •:I''_i, \f CE \V11'll A',.L Ai 1'LIC•\BLE REUI I-M IONS. ` ' 0/%1 ------ / S1G NA'T bij} L F CO,NjPR A - R/QUALIFIER SIG Pf1 T V AR Al' �r/ , NOTARI:_ G t71 'l:11 e C\ q COMMISSIO NU BER ' Q MI ION NUMBER Q DD016 9j \p �D016232 9- �� M'• XMMISSION EXPIRES Lc aIVCOMMaSIONEVIRES .8,2005 �r f1.O APG a,3A— a"i a— n a.-c �.'_ - - - - - Oi\IVG DISTIC : FLOOD ZONE 11 A5 "rER PER`II '1 �0.__— 7 APPRO\ .l, ___ f \ �CiNI \G -� Ir I ATh msM'PR D \rl: CONIMEINIS FEES = -lam -- CIF) - CODi: LN1' ; COUNTY STI2l;C 1 Tug O 6 F DOP1 BLDG Pi- l! Ny I L� -�— El -ECF -- R t: 4 1 F W 0 h,-' AUG -19 -2002 11:05 Com 1) 2) 3) City of Soutftian* Department of Building, Zoning & Plan riing I Structural Comment Sheet ents by Eugenio M. Santiago. P.E. t: 5850 S.W. 73RD STREET (WINN DIXIE) Name, address, phone number, registration number an) structural �ngineer must be in plans. Submit si ned and sealed structural calculations. Submit culations to verify removal and replacement of existing Its and foundations for new concentrated loads. I n calculations and plans are complete, additional comments 1 P.01 ' -- -A III&- August 15, 2002 area of specialty of g columns. Check follow. TOTAL P.01 AUG -19 -2002 11:42 PM D &J CONST /ATTAWAY ELECT 954 792 3477 P.02 06119,02 0910OPM P. 001 NUIT 1 `J -,tq]d S i s] b Y � i r, i01 OF Sgal IM LAMI BUILDING EFARTMEN'r Rs$ iw 11 ST4 raid =144i- •� Rusk ViAOVC� ao40•.s SISr AAPP ♦ICAWS SWITtAG's 647 a �a 1Z��..+• - r4�1NSr sW,Temas . eC �s way► i�te M � I 1 i I 'T� A M 7Pt4 IW�YlH � °lam I NO ! PROFESf ZONAL ENCMITR OR ARCBYrECT WIR MullwMit LAN EXAMLXM FF CURItECTl0MS ARK Nl Y SFOR SE ONDREVIEW. i I I 0 BE NSQVMED TO INCLUDED IN Tug TOTAL P. al AUG -19 -2002 11:42 PM D &J CONST /ATTAWAY ELECT 954 792 3477 P.03 r 06�18/� 0o�08pin P. N8 4J D-19-2m2 li 18 1 P.�01 goo *_ t CITY O!' 8011M MIAMI BUILDING EPARTMENT Trawl off nmwwu-r aWR U47 Pi Alb —DA' SD a -W '!3 97 .� �`'! � Q 0 �A+tT � �t✓dE2, rj' D ['Iii I I:1 � �.- ".r.^ ;FAc CP-�ZJ NOTF; PROFESSIONAL ENGINEER OR ARCHITECT W IL� BE :tEQU�t"D TO MEE OYrru PLO EXAM114ERS ly CORREC TONS ARE N INCI.VO>Eb M TIfE FL FOR $E OIL RIrVIEW. 1 I i i f TOTPiL P.01 AUG -19 -2002 11:43 PM D &J CONST /ATTAWAY ELECT 984 792 3477 r 06/1 ® /0Z 0 ®i0a�pm P. cam Fib -19 -2612 11: JSS i N City of south Miami ID@pgrmwnt of Bullding, Zoning a Plan rdng i i Structural Comment Sheet Com rMa by J ganio M, Santiago, P.E. i August A 7002 Pro S.W. 73"0 STREET (WNN OPUS) I 1) Nome, a rose, phone number, registration number aftJ area Of SIMIANy Of 1 mat ir�r must be to plane. 1 > 2) Submit ' nod and seated structural 081culotw s. . 3) SubnN eliam to verify removal and replacement of titing columns. CnecK aWW4 is and foundetons for new concentrated bads VWhe6 i I eWcLJado*s and plans are aomplote, addltlonal comments f 1 By foftw. I i i I i i i I i I I I I l t I • TOTAL P.01 P. 04 f MILTON CUBAS, P.E. CIVIL & STRUCTURAL ENGINEER 14408 S.W. 46 TERRACE MIAMI, FLORIDA 33175 (305) 553.9312 • Fax: (305) 220 -0766 I,)Cva ctiJ."D ProJect� Subject: She," No: Inspection � Job No: Date: Dealgn- By: Investigation � C • of B sheets Reports z Zoo o,&;. 'i t`4- J71T �� D ,a T � cry, � `� - - - � • .. - .. :I��t 20o O z D�ao�� (�Vx, �,...a. C.71 V- G. .• �' 2'7 �Pic r • MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 285, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE 9/4/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** MAIN WIND FORCE RESISTING SYSTEMS * ** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 3 IMPORTANCE FACTOR = 1.15 Kzt = 1.00 BUILDING DIMENSION NORMAL TO WIND DIRECTION = 264.0 FT BUILDING DIMENSION PARALLEL TO WIND DIRECTION = 165.0 FT MEAN ROOF HEIGHT = 28.0 FT Kh = 0.968 qh = 60.8 PSF DISTANCE, Z = 28.0 FT Kz = 0.968 qz = 60.8 PSF ROOF SLOPE = 0.01 : 12 (.05 DEG) ROOF WIND LOADS CASE A, WIND PERPENDICULAR TO RIDGE 2 INTERIOR ZONE END ZONE 2 3 2 3 GCp -0.69 -0.37 -1.07 -0.53 PRESSURE (psf) -52.9 -33.4 -75.9 -43.1 CASE B, WIND PARALLEL TO RIDGE GCp -0.69 -0.37 -1.07 -0.53 PRESSURE (psf) -52.9 -33.4 -75.9 -43.1 2E 3E 2 3 2a 2a P = gh(GCp - GCpi) GCpi = ± 0.18 CORNER DISTANCE, a = 11.20 FT 2�2 e MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 0704, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE : 7/13/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** WIND VELOCITY = 146 MPH ROOF AREA EXPOSURE CATEGORY = C 3 BUILDING CATEGORY = 3 0.200 IMPORTANCE FACTOR = 1.15 -0.900 Kzt = 1.00 ?- �J ROOF SLOPE = 0.01 : 12 (.05 DEG) 23.1 23.1 0.0 TRIBUTARY AREA = 110.0 FT2 -77.8 MEAN ROOF HEIGHT = 28.0 FT Kh = 0.968 qh = 60.8 PSF DISTANCE, Z = 28.0 FT Kz = 0.968 qz = 60.8 PSF GABLE /HIP ROOF WIND LOADS ROOF AREA 1 2 3 GCp ( +) 0.200 0.200 0.200 GCp ( -) -0.900 -1.100 -1.100 PRESSURE(psf) VERT. COMP. HORIZ. COMP. 23.1 23.1 0.0 23.1 23.1 0.0 23.1 23.1 0.0 SUCTION(psf) VERT. COMP. HORIZ. COMP. -65.6 - -77.8 -77 a -77.8 - a 2 1 1 2 3 3 W C a CLn oq' ° z° C�00 00 , w O- a,w oo y 9 N M�Hw s V z W 65.6 - -77.8 - - P = q qh [ ( GCp ) - ( ( GCpi) ;]o, -/ w,a�k�'' GCpi = = ± 0.18 , ,,'.oJ w BUILDING W WIDTH = = 25�,,OTP"a0. CORNER D DISTANCE, a = I! 2 fi iII -Z. 22— � 2$D 1/17 MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 0704, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE : 7/13/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 3 IMPORTANCE FACTOR = 1.15 gX-� Kzt = 1.00 ROOF SLOPE = 0.01 : 12 (.05 DEG) TRIBUTARY AREA = 80.0 FT2 MEAN ROOF HEIGHT = 28.0 FT Kh = 0.968 qh = 60.8 PSF DISTANCE, Z = 28.0 FT Kz = 0.968 qz = 60.8 PSF A WIND LOADS WALL AREA 4 5 GCp ( +) 0.756 0.756 GCp ( -) -0.846 -0.973 PRESSURE (psf) 56.9 56.9 SUCTION (psf) -62.4 -70.0 I = gh[(GCp) - (GCpi)] ;Cpi = ± 0.18 4UILDING WIDTH = 251.0 FT :ORNER DISTANCE, a = 11.2 FT MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 0704, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE : 7/13/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 3 IMPORTANCE FACTOR = 1.15 Kzt = 1.00 ROOF SLOPE = 0.01 : 12 TRIBUTARY AREA = 21.0 FT2 MEAN ROOF HEIGHT = 28.0 FT DISTANCE, Z = 28.0 FT w (.05 DEG) Kh = 0.968 Kz = 0.968 WIND LOADS WALL AREA 4 5 GCp ( +) 0.849 0.849 GCp ( -) -0.939 -1.158 PRESSURE (psf) 62.5 62.5 SUCTION (psf) -68.0 -81.3 7 qh = 60.8 PSF qz = 60.8 PSF = gh[(GCp) - (GCpi)] ;Cpi = ± 0.18 0ILDING WIDTH = 251.0 FT :ORNER DISTANCE, a = 11.2 FT 311-7 MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 0704, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE : 7/13/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 3 IMPORTANCE FACTOR = 1.15 Kzt = 1.00 ROOF SLOPE = 0.01 : 12 TRIBUTARY AREA = 42.0 FT2 MEAN ROOF HEIGHT = 28.0 FT DISTANCE, Z = 28.0 FT (.05 DEG) E_I Kh = 0.968 qh = 60.8 PSF Kz = 0.968 qz = 60.8 PSF WIND LOADS WALL AREA 4 5 GCp ( +) 0.801 0.801 GCp ( -) -0.891 -1.062 PRESSURE (psf) 59.6 59.6 SUCTION (psf) -65.1 -75.4 = gh[(GCp) - (GCpi)] ;Cpi = ± 0.18 0ILDING WIDTH = 251.0 FT :ORNER DISTANCE, a = 11.2 FT 4�7 MILTON CUBAS, P.E., INC. 1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : TONY VERDE AIA JOB NUMBER WD 0704, 5850 SW 73 STREET, SOUTH MIAMI, FLORIDA DATE : 7/16/02 DESCRIPTION WINN -DIXIE REMODELING * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 3 IMPORTANCE FACTOR = 1.15 Kzt = 1.00 ROOF SLOPE = 0.01 : 12 (.05 DEG) TRIBUTARY AREA = 45.0 FT2 MEAN ROOF HEIGHT = 28.0 FT Kh = 0.968 qh = 60.8 PSF DISTANCE, Z = 28.0 FT Kz = 0.968 qz = 60.8 PSF Is WIND LOADS WALL AREA 4 5 GCp ( +) 0.796 0.796 GCp ( -) -0.886 -1.052 PRESSURE (psf) 81.8 81.8 SUCTION (psf) -87.3 -97.3 = qh [ ( GCp ) - ( GCpi) ] �Cpi = +0.55/ -0.55 BUILDING WIDTH = 56.0 FT :ORNER DISTANCE, a = 5.6 FT VisualAnalysis (version 4.00) - WD 285, Mon Sep 02 18:18:04 2002 (305) 891 -4174 FAX (305) 891 -4175 Milton Cubas, P.E., Inc., Milton Cubas, P.E., TONY VERDE AIA r,. vt 000►� /1'�1 r.•:- ,;'i�r iw o tow Aar low ke � � ter•, pci . �,,�= �i;.::,r� ` - -1� G,;�:; �,( �'.� „� � . ice► �: .• CL ' t y'ii'`� • . 1 ... 1 • • 1. •• �'- • •• CL x A,1 •• 1 A� • A - r • tom- y • � ;1rr R. ` ^.:� d < • +ift_...�'r':' �'�'--f - :`Cr. w _,r�� • 7 ►c Cam. NZI OD • � • t.' ��'�`� "� •►r "•' , _•` of ;`��C� •� :r „`, ' �` `C t �; ,��. � = • CL A'A w • •• • • �� • .• • A� r Ail VisualAnalysis (versipn 4.00) - WD .285, Tue Jul 16 18:01:12 2002 (305) 891 -4174 FAX (305) 891 -4175 Milton Cubas, P.E. , Inc., Milton Cubas, P.E., TONY VERDE AIA = Design Results G15X33 9 CA 2 x G15X33 9 � x L" x 110 LO X (A G15X33 9 � N 9 2 M G15X33 2g ? 9 g 1 � G15X33 � 615X331 X 6 9 w X x /3 9 615X33 6 X2 615X3 126 9 � ?k26 5X5X � 6 I�i,2 n' W 615X33 • z .Nq ` Vv x X26 - NP wy P % 1 3 9 ,�6 2 'y, L 615X33 9 Cn LO G15X33 9 Cnn X x CA LO x x y U") C�SX33 N CS 615 3 96 Cl W12 X33 9 c NP' NP' z �2� D , Z G 5 33.g G 5 33 9 E� D x Ln C i -1 -Mon Sep Q2 18:12 :33 2002 WD 285 Milton Cubas, P. E., Inc. Milton, Cubas „P. E. TONY VERDE AIA WD 285 VisualAnalysis 4.00 Report Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P. E. Billing: TONY VERDE AIA File: C: \My Documents \TONY VERDE \WD 285 \NEW COL & BEAM AC ON ROOF SCREEN.vap Design Groups Name Elements LL Factor Parameters Unity Final Shape COLUMNS 24 1.0000 Yes 1.2624 -NA- Design Member Results Design Load Cases Strength Service Load Case ID Number ID Number Name 1 1 DL +LL 2 2 WIND = AISC ASD Steel Design Group: COLUMNS, Member Report, Each member checked according to its own shape and span. SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange ( +y): Pattern = Unbraced Lateral bracing at bottom flange ( -y): Pattern = Unbraced Strong axis bracing (parallel to y): Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 36.00Ksi Using 1/3 stress increase per A5.2. FRAME INFORMATION: Sidesway frame for strong axis bending. Sidesway frame for weak axis bending. Effective length factors: Kz = 1.00, Ky = 1.00 Extreme Checks Only Axial Check: -1- J Shear Check (Strong Axis): Member Section Load Offset Vy fvy Name Name Case # ft -2 -Mon Sep 02 18:12:33 2002 WD 285 Milton Cubas, P.E., Inc. Milton Cubas, P.E. TONY VERDE AIA 0.58 Flexure Check Member Section Load Offset P fa RL /r Cc Q Fa Code Unity Name Name Case # ft Ib Kai lb -ft Kai M10 -8 Ksi Ref. Check M10 -8 PIPE8XS 1 15.17 - 4516.14 -0.35 63.26 126.10 1.00 17.11 E2 -1 0.02 M10 -8 PIPE8XS 2 0.0018537.58 1.45 63.26 0.00 0.00 28.80* D1, B1 0.05 Flexure Check (Strong Bending): Ksi M10 -8 PIPE8XS 1 0.00 164.71 0.02 M10 -8 Member Section Load Offset Mz fbz Lu Cb Fbz Code Unity 0.07 Name Name Case # ft lb -ft Ksi ft fa Ksi Ref. Check Case # M10 -8 PIPE8XS 1 0.00 148.65 0.07 15.17 2.21 23.76 F3 -1 0.00 M10 -8 M10 -8 PIPEBXS 2 15.1746172.72 22.62 15.17 2.30 31.68* F3 -1 0.71 are NOT performed! Shear Check (Strong Axis): Member Section Load Offset Vy fvy Name Name Case # ft lb Kai M10 -8 PIPE8XS 2 0.00 5535.13 0.58 Flexure Check (Weak Bending): Code Unity Member Section Load Offset My fby Name Name Case # ft lb -ft Kai M10 -8 PIPE8XS 1 0.00- 1476.15 0.72 M10 -8 PIPEBXS 2 15.1713784.46 6.75 Shear Check (Weak Axis): Ksi Member Section Load Offset Vz fvz Name Name Case # ft lb Ksi M10 -8 PIPE8XS 1 0.00 164.71 0.02 M10 -8 PIPE8XS 2 0.00 1321.76 0.14 Combined Stresses Check: Ref. Check 0.07 23.76 Member Section Load Offset fa Fa Name Name Case # ft Ksi Ksi M10 -8 PIPE8XS 1 0.00 -0.30 17.11 M10 -8 PIPE8XS 2 15.17 1.45 28.80* ( *)Stress increased by 1/3 according to AISC -ASD A5.2. Torsion checks are NOT performed! Maximum torsional moment was 1006.99 lb -ft �1 h /tx Fvy Code Unity Ksi Ref. Check 6.85 19.20* F4 -1 0.03 Lu Fby Code Unity ft KSi Ref. Check 15.17 23.76 F3 -1 0.03 15.17 31.68* F3 -1 0.21 h /tov Fvz Code Unity Ksi Ref. Check 6.85 14.40 F4 -1 0.00 6.85 19.20* F4 -1 0.01 fbz Fbz fby Fby Code Unity Ksi Kai Ksi Ksi Ref. Check 0.07 23.76 0.72 23.76 H1 -3 0.05 22.62 31.68* 6.75 31.68* H2 -1 0.98 -2- -1 -Mon Sep 02 18:12:46 2002 WD 285 Milton Cubas, P.E., Inc. Milton,Cubas „P.E. TONY VERDE AIA WD 285 VisualAnalysis 4.00 Report Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P.E. Billing: TONY VERDE AIA File: C: \My Documents \TONY VERDE \WD 285 \NEW COL & BEAM AC ON ROOF SCREEN.vap Design Groups Name Elements LL Factor Parameters Unity Final Shape A/C SUPP 37 1.0000 Yes 0.6497 W12x26 Design Member Results Design Load Cases Strength Service Load Case ID Number ID Number Name 1 1 DL +LL 2 2 WIND = AISC ASD Steel Design Group: A/C SUPPORT, Group Report, Designed As: W12x26 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange ( +y): Pattern = Unbraced Lateral bracing at bottom flange ( -y): Pattern = Unbraced Strong axis bracing (parallel to y): Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 36.00Ksi Using 1/3 stress increase per A5.2. FRAME INFORMATION: Sidesway frame for strong axis bending. Sidesway frame for weak axis bending. Effective length factors: Kz = 1.00, Ky = 1.00 W12x26 INFORMATION: A = 7.65 in ^2; d = 1.02, bf = 0.54, tf = 0.03, tw = 0.02 ft Iz = 204.00, Iy = 17.30, J = 0.30 in ^4 -1- -2 -Mon Sep 02 18:12:46 2002 WD 285 Milton Cubas, P.E., Inc. Milton Cubas, P.E. CONY VERDE AIA Shear Check (Weak Axis): Member Load Offset vz fvz h /tw Fvz Code Unity Name Case # ft Ib Ksi rz = 0.43, ry = 0.13 ft Check M32 -2 2 0.00 1924.88 0.39 17.08 19.20* F4 -1 0.02 Sz = 33.40, Sy = 5.34 in ^3 Member Load Offset fa Fa rT = 0.14 ft fby Fby Name Case # ft Ksi Ksi Ksi Ksi Ksi Extreme Checks Only 18.06 3.47 23.76 0.07 27.00 M32 -2 2 0.00 -0.32 23.47* Axial Check: 31.68* 14.68 36.00* ( *)Stress increased by 1/3 according to AISC -ASD A5.2. Member Load Offset P fa KL /r Cc Q Fa Code Name Case # ft Ib Ksi Ksi Ref. M32 -2 1 3.00 - 142.64 -0.02 53.20 136.65 0.85 15.69 AB5- 11,AB5b M32 -2 2 0.00- 2443.78 -0.32 53.20 127.98 0.97 23.47* AB5- 11,AB5b Flexure Check (Strong Bending): Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # ft Ib -ft Ksi ft Ksi Ref. Check M32 -2 1 0.00- 9660.64 3.47 6.67 2.17 23.76 F1 -1 0.15 M32 -2 2 0.00 3470.01 1.25 6.67 1.04 31.68* F1 -1 0.04 Shear Check (Strong Axis): Member Load Offset Vy fvy h /tw Fvy Code Unity Name Case # ft Ib Ksi Ksi Ref. Check M32 -2 1 0.00 3065.60 1.09 49.83 14.40 F4 -1 0.08 M32 -2 2 0.00 -46.46 -0.02 49.83 19.20* F4 -1 0.00 Flexure Check (Weak Bending): Member Load Offset My fby Lu Fby Code Unity Name Case # ft 1b -ft Ksi ft Ksi Ref. Check M32 -2 1 0.00 32.74 0.07 6.67 27.00 F2 -1 0.00 M32 -2 2 0.00- 6533.99 14.68 6.67 36.00* F2 -1 0.41 Shear Check (Weak Axis): Member Load Offset vz fvz h /tw Fvz Code Unity Name Case # ft Ib Ksi Ksi Ref. Check M32 -2 2 0.00 1924.88 0.39 17.08 19.20* F4 -1 0.02 Combined Stresses Check: Member Load Offset fa Fa fbz Fbz fby Fby Name Case # ft Ksi Ksi Ksi Ksi Ksi Ksi M32 -2 1 0.00 -0.02 18.06 3.47 23.76 0.07 27.00 M32 -2 2 0.00 -0.32 23.47* 1.25 31.68* 14.68 36.00* ( *)Stress increased by 1/3 according to AISC -ASD A5.2. Torsion checks are NOT performed! Maximum torsional moment was 0.78 lb -ft _ -2- Unity Check 0.00 0.01 Code Unity Ref. Check H1 -3 0.15 H1 -3 0.46 -1 -Mon Sep 02 18:15:05 2002 WD 285 Milton Cubas, P.E., Inc. Milton Cubas, P.E. TONY VERDE AIA WD 285 VisualAnalysis 4.00 Report Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P.E. Billing: TONY VERDE AIA File: C: \My Documents \TONY VERDE \WD 285 \NEW COL & BEAM AC ON ROOF SCREEN.vap Design Groups Name Elements LL Factor Parameters Unity Final Shape VERT SCR 33 1.0000 Yes 0.8402 HSS5x5x.125 Design Member Results Design Load Cases Strength Service Load Case ID Number ID Number Name 1 1 DL +LL 2 2 WIND = AISC ASD Steel Design Group: VERT SCREEN, Group Report, Designed As: HSS5x5x.125 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange ( +y): Lateral bracing at bottom flange ( -y): Strong axis bracing (parallel to y): Pattern = Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 36.00Ksi Using 1/3 stress increase per A5.2. FRAME INFORMATION: Sidesway frame for strong axis bending. Sidesway frame for weak axis bending. Effective length factors: Kz = 1.00, Ky = 1.00 HSS5x5x.125 INFORMATION: A = 2.23 in ^2; d = 0.42, bf = 0.42, tf = 0.01, tw = 0.01 ft I = 8.80, J = 13.70 in ^4 -1- -2 -Mon Sep 02 18:15:05 2002 WD 285 Milton Cubas, P.E., Inc. Milton Cubas, P.E. TONY VERDE AIA rz = 0..17, ry = , 0.17 ft Sz = 3.52, Sy = 3.52 in ^3 Extreme Checks Only Axial Check: Member Load Offset P fa Name Case # ft lb Ksi M6 -4 1 0.00- 1297.88 -0.58 M6 -4 2 2.50 - 212.45 -0.10 Flexure Check (Strong Bending): Ksi Member Load Offset Mz fbz Name Case # ft lb -ft Its! M6 -4 1 0.00 - 216.48 -0.93 M6 -4 2 0.00- 6370.11 -23.74 Shear Check (Strong Axis): Member Load Offset Vy fvy Name Case # ft lb Ks! M6 -4 1 0.00 85.90 0.07 M6 -4 2 0.00 2562.77 2.21 Flexure Check (Weak Bending): Member Load Offset My fby Name Case # ft lb -ft Ks! M6 -4 1 2.50 96.30 0.34 M6 -4 2 2.50 - 683.45 -2.38 Shear Check (Weak Axis): Member Load Offset Vz fvz Name Case # ft lb Ksi M6 -4 1 0.00 48.43 0.04 M6 -4 2 0.00 - 302.23 -0.26 Combined Stresses Check: Member Load Offset fa Fa Name Case # ft Ksi Ksi M6 -4 1 0.00 -0.58 18.05 M6 -4 2 0.00 -0.10 26.30* ( *)Stress increased by 1/3 according to AISC- Torsion checks are NOT performed! Maximum torsional moment was 371.05 lb -ft v KL /r Cc Q Fa Code Ks! Ref. 15.10 135.82 0.86 18.05 AB5- 11,AB5b 15.10 132.60 0.90 25.23* AB5- 11,AB5b Lu Cb Fbz Code Unity ft Ksi. Ref. Check 2.50 1.74 21.60 F3- 3,AB5b 0.04 2.50 1.76 28.80* F3- 3,AB5b 0.82 h /tw Fvy Code Unity Ksi. Ref. Check 41.10 14.40 F4 -1 0.01 41.10 19.20* F4 -1 0.12 Lu Fby Code Unity ft Ksi Ref. Check 2.50 21.60 F3- 3,AB5b 0.02 2.50 28.80* F3- 3,AB5b 0.08 h /tw Fvz Ksi 41.10 14.40 41.10 19.20* fbz Fbz Ks! Ks! -0.93 21.60 -23.74 28.80* -ASD A5.2. Unity Check 0.03 0.00 Code Unity Ref. Check F4 -1 0.00 F4 -1 0.01 fby Fby Code Unity Ksi. Ksi Ref. Check -0.09 21.60 H1 -3 0.08 0.25 28.80* H1 -3 0.84 -2- -1 -Wed Jul 17 16:28!.47 2002 WD 285 Milton Cubas, P.E., Inc. Milton, Cubas„ P.E. TONY VERDE AIA WD 285 VisualAnalysis 4.00 Report Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P.E. Billing: TONY VERDE AIA File: C: \My Documents \TONY VERDE\WD 285 \NEW COL & BEAM AC ON ROOF SCREEN.vap Summary - Node(s): N36 WND = i lift Y "q AIMS n.SI 29.3 lb ® em 1 w r w ® m Load Case Node DR DY DZ RR RY RZ FR FY FZ MR MY MZ in in in deg deg deg lb lb lb lb -ft lb -ft lb -ft DL +LL N36 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 30.531 10692.7 22.6092 175.189 - 1.0651 140.323 J� 1.667 ft A w r- %0 11! r-i WD 285,5850 SW 73 ST Service Soil Bearing B Maximum Bearing 933.753 psf DL +LL Max/Allowable Ratio .467 A B 933.753 psf 873.191 psf p �X 4 ft Z a a r4 .r, N Ln IT: r4 mD C Allowable Soil Bearing :2000 psf Concrete Weight :150 pcf Concrete f :3 ksi Steel fy :60 ksi Loads P (k) Vx (k) DL 10.5 .03 +p .� +Vx A D V C - Flexure Design Maximum MuXX /0 5.761 k -ft ACI 9.1 Maximum MuZZ /0 5.771 k -ft ACI 9.1 A D B IT X Dir. Steel: 1.037 in (min) 13 Z Dir. Steel: 1.037 in (min)�- C - Maximum Shear Check Ratios (Vu /JAS Vc) Two Way (Punching) Shear .124 ACI 9.1 One Way Shear, X dir. cut .094 ACI 9.1 One Way Shear, Z dir. cut .094 ACI 9.1 - Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis 188.962 DL +LL +EL OTM SF About Z -Z Axis 170.065 DL +LL +EL - Concrete Bearing (For Vertical Loads Onlyl) Maximum Bu /0 21 k ACI 9.1 Allowable Bc 326.4 k Vz (k) Mx (k -ft) Mz (k -ft) Overburden .022 .175 .14 100 ili z '� +Mx '� +Mz +Over WW D C B A A D r L -LJIYb 1 X&,TTAWAY `�•LECT 934 ma -, -ZF 792 3A r FIRE ENGINEERING & WATER 11805 S.W. 26`h Scree UPPLy BLREAU t, Miami. Florida 33175 TELEPHONE (786) 315-2 77 1 FIRE REVIEW DISA.pPROVAL COMMENTS DA"Fz' -- !9/08/2002 REVIEWDY; Oagllano Plan Tracking #8777 Process M NAME OF PROJECT: Winn Dixie ADDRESS: 5150 S`,y 71 Street 1. 2. Doors block egress. comply with FRPC NFPA 101 7.2.1.4.4.,... .'OeC. Minimum door width shall be 32" for one lealin a pair of doors per NFPA 1017.2.1-2.3. Se, . W- 6 0 z . Exiting through stock room shall be per IRF'PC NFPA 10136.2.5.10. Provide fixed barriers. No exit through Produce room. Provide handrail at ramp on front entrance per FFPC NFPA 101 7.2.5A. show existing door dilneasions and include in the door schedule. See notes on plans. Drop off for rework. 5�f - t)ea- dea-,f - al-IZA - 2 XOQ7. 1 J Fro CO Izoo1W Vxo 5iirea Umjo Sep 11 02 03:05p nboveA11SunGo1d 3052573131 p.1 AAA ABOVE ALL SUN GOLD, INC. 19851 HOLIDAY ROAD • WAML FL 33157 • Telephone (305) 253 -34661 251 -6505 - Fax 006) 2535M FAX COVER SHEET ' Date: September 12, 2002 1 Company:_ AJ Verde Architect C ( Contact: Julio Sanchez Fax Number: 305 -558 -3936 Number of pages including cover sheet 1 Ref: Winn Dixie #285 5850 SW 73 St. There "are two (2) grease traps at this store. One (1) is a 1,200 gal. and the other is a 900 gal. grease trap. Thank you, Mily Montero