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05-930(3)-001r.. -'•: . E• • � ,ED. rxr.- ,r r..� _�5r�`�,.:.::3 ;rii�- ; >�T.4RA, F� PSG STiRUCTt,ONtjtrlifV�r.h*� !�� a.� =' 8a'i:`'{�'.F"E1'G'E;il.��t � -:. � s• +'��. r .,:+w` a;.'ix$�'!�'!s' �ini�.��1". 07/05/2005 .21:35 3056664591 south Mfaml _tt l lj�cy F t a r l d a ^ J 'iii ^F ` ' Yf#tPIH!!{111 r rj A liar PAGE 01 CITY OFSOUTHMIAW 0 SPECIAL INSPECTOR FORM L/ I (R'e) bane been retained by .T R •T. C Q N S �v v tit t O H Co. to pub sped-al insrctor services under the Ronda Building Code at the 821 S. W - a rr �%L e- p°ect on the below listed structures as of ,1v 1 -'A-. too Sr (date). I ail► a registered architect or prokssional engneer licensed mn the State'of Florida. PROCESS NL3MRS: ❑ SPECIAL INSPI±CTOR FOR PiI.NG. FBC 1822. 1.20 ® SPECL&L INSPECTOR FOR TRUSSES OVER 35FT LONG OR 6FT WGH 231417.2.4.2 ® SPECIAL DWECTORFOR RENFORCED MASONRY. FBC 21214 SPECIAL INSPECTOR FOR FIER. CONNEMONS. FBC 7218.2 SPECIAL INSPECTOR FOR SOIL COMPACTION. FBC 1820.3.1 ❑ SPECIAL RMECTOR FOR PRECAST UNM dt AITACfA1hEIv TS M FBC L927.12 ❑ SPECIAL INSPECTOR FOR Imo : On(y the marked boxes ap&, The fbllow•img indmidual(s) ecaplaped by this firm or me are authoc=M repmmuthres to perfom inspection b i. I. obe r 3_ 4. *Special htTecton atrti: bqg ast4ianUd ripre stabs shall insure tha audwrL- d reptawritrlr a is qualifded ly elducadmi or lkamm taperfom the dortfn cWgneid by fins 4*dat Impmbr. The rfmilr&cW onN nccd1 inchmk kceauure rs c prgj/ mfonal engmwr or armchftwt, graduatfm from an eargfrreenng•aucatfmt program fq civil or slnxtuml en�g, gradkation fume an ardi feclrrrat education progr�an succssaf l compf film of Me AtC1iES' Fiurdamenta E'saaoinafaon: arrezfslrattaia as building insvwloror ge wm1 contractor I, (we) will notify Miami -lade County, Building Dqvment of any changes regarding authorized peasarmel perfarning inspection savices. L (cue) und,erstsnd that a Special TaTector- mspec6oa log for each building zud be displayed is a convenment location an the site Ex reface by the Miami -Da& County Building Department ruspeetcr. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County h61ding mspectiam must be called fimr on all mamdatmy inspection, bmspectfonspfffinmed by thin Social huspect4or hired by time Ownw are in addition to the mandatory fnsp sctioltspamrfataued hi, the Department Fur&a upm completion of the work under each Building Permit I w1l submmit to the Building Imrspector at the time of final inspection the =Meted inspection log fops and a sealed statement indicating that, to time best of my keowledge, belief nand pwkssional meff� *gsle potions of the pra�e audined above meet the Went of the Flo i Bw1&ng Code and are in ettbsdmiial. AdZ �%4iih t`Se approved plam. �1a l: ' ^ e�� �� �? '• Engineer /Architect • Name CZ o f , F� ; ob ¢ v i-o (PRWD Address (vsbt �•�' 3b s�-ee.ek. 5i an Sealed - 1f �a •.,,' ; : A Phone No. �3t, S� $ }6 ' 1 `'f 0 Miami -Dade Water and Sewer Department VERIFICATION FORM EXPIRES ONE YEAR FROM DATE ON FORM ATLAS PAGE, M -18 INV #: 77502 FORM #• 20056250 DATE: 7/15/2005 NAME OF OWNER: IGABLES EDGE RESIDENCE PROPERTY ADDRESS: 15821 SW 56 TER PROPOSED USAGE / ONE SINGLE FAMILY RESIDENCE NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS. PROPERTY LEGAL: FOLIO NUMBER' VACANT LAND GABLES EDGE PB 94 -54 LOT 59 BLK 1 09 -4025 -061 -0590 GALLONS PER DAY INCREASE: 5 - - -- - PROPOSED FLOW — — - -- PREVIOUS FLOW: 0 PREVIOUS SQUARE FOOTAGE: 0 E] NEW CONSTRUCTION -_ - - -- -� �_ -_ 350 PROPOSED SQUARE FOOTAGE: ; 0 i ❑ INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _6_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF -WILL HAVE -, UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N /A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL BY. -�L, A�_� SIGNATURE OF REPRESS TATIVE NEW BUSINESS COMMENTS PLANS REVIEW COMMENTS: CRITERIA: S1A -A2D ALL FEES DUE WITH SET METER REQUEST. Luis Delado -Wm fusiness Ropmonitatime AUTHORIZED BY THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _8_ INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF -WILL HAVE -, UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND /OR SEWAGE FLOW FOR THIS PROJECT WILL BE: THREE HUNDRED FIFTY (350] GALLONS PER DAY INCREASE. LUIS DELGADO - NEW BUSINESS REPRESENTATIVE BY: SIGNATURE OF REPRE NTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: SUBJECT TO D.E.R M SEWER ALLOCATION LETTER DATED: 07 -07 -05 (#2000071215381827 j PLANS REVIEW COMMENTS. CONTACT NAME: JEOVANNI TARAFA Pnnted On 7/15/2005 NB Luis Delgado CONTACT PHONE: (305) 876 -1440 1 59 22 PM PR � l of 2 ������������������������������1111111111111111111111111111 2000071215381827 Department of Environmental Resources Management Water & Wastewater Division 33 SW 2nd Avenue • 5th Floor M I A M I•DADE Miami, Florida 33120 -1540 T 305 - 372 -6524 F 305 - 372 -6631 Issued Date: 12 —JUL -2005 miamidade.gov Expiration Date: 10 -OCT -2005 MR JEOVANNI TARAFA CONSTRUCTION PRO MGT. 3010 NW 36 ST MIAMI, FL Fax- Tel- 3058761440 RE: REVISED Sewer System Treatment and Transmission Capacity Recertifi Dear MR TARAFA: The Dade County Department of Environmental Resources Management (DERM) has received your application for recertification of a sewer service connection, previously approved on 12 -JUL -2000, under number 2000071215381827, to serve the following project which is more specifically described in the attached project summary. Project Name: GABLES EDGE RESIDENCE Project Location: 5821 SW 56 TERR SOUTH MIAMI Proposed Use: SINGLE FAMILY RESIDENCE Previous Flow (Credit): 0 GPD Calculated Sewage Flow: 350 GPD Sewer Utility: MIAMI DADE WATER & SEWER DEPARTMENT Receiving Pump Station: 30 -0181 DERM has evaluated the request in accordance with the terms and conditions set forth in Paragraph 16 C of the First Partial Consent Decree (CASE NO. 93 -1109 CIV- MORENO) between the United States of America and Miami -Dade County. DERM hereby certifies that adequate treatment and transmission capacity, as herein defined, is available for the above described project. Furthermore, be advised that this approval does not constitute Departmental approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this project. Also, be advised that the gallons per day (GPD) flow determination indicated herein are for sewer allocation purposes only (in compliance with Consent Decree requirements) and may not be representative of GPD flows used in calculating connection fees by the utility providing the service. Please be aware that this certification is subject to the terms and conditions set forth in the Sewer Service Connection Affidavit filed by the applicant, a copy of which is hereby attached. By copy of this certification we are advising the appropiate building official of our Department's determination. age 2 of 2 ���� �� ��� �� ��� ��� �� 2000071215381827 Issued Date: 12 -JUL -2005 Expiration Date: 10 -OCT -2005 Sincerely, John W. Renfrow, P.E. Director Department of Environmental Resources Management By: Jose Lopez, P.E. Chief, Water & Wastewater Division Attachements (2) cc: Building Official (w /Attachments) Utility Official (w /Project Summary Attachment) Date: 07 -JUL -005 CERTIFICATION REPORT Applicant's Name: MR JEOVANNI TARAFA Applicant's Address: 3010 NW 36 ST DERM Number: 2000 - 0712 - 1538 -1827 Project: GABLES EDGE RESIDENCE 5821 SW 56 TERR Proposed Use: SINGLE FAMILY RESIDENCE Pump Station: 30 -0181 INX Folio Lot Block Flow Sewer Sewer Cert (gpd) Status Date 1 09- 4025 - 061 -0590 59 1 350 APP 12 -JUL -2005 total flows allocated for this project: 350 gpd Page: 1 Expiration Date 10 -OCT -2005 r Calculation Procedures A, B, C. Calculation Procedure A - Summer Infiltration for thn Entire House ACIHR 1 Air Changes Per Hour (.30 -New Construction or .50- Replacement) _ 2 Volume of Conditioned Space . ..... = Floor Area X Ceiling Height _Cu Ft 3. Total Infiltration = a y AC /HR X _ a'�U Cu. Ft. X 0.0167 = �' CFh1 Calculation Procedure B • Summer Infiltration 1. Design Temperature Difference = Summer Design - Room Temperature = �r OF 2. Total Infiltration from Calculation Procedure A ........................ _ CFM 3. Sensible Gain = 1.1 X 6- OF X _ A CFM ..... _ 2 i3 a 7 13tuh - Calculation Procedure C - Latent Infiltration Gain For The Entire House 1. Grains of Moisture Difference from Table 1 ............................ = 51 gr. 2. Total Infiltration from Calculation Procedure A ......................... = 1141 CFM 3. Total Latent Infiltration Load = 0.68 X �� gr X 1 X61 CFM = 0 Btuh Calculation Procedure D • Equipment Sizing Calculation ••• •••• ...... .... . . Latent Load for Appliances & People = 230 X People g� — Btuh Latent Infiltration Load from Calculation Procedure C .................. +:� �'� B4ef�� • Latent; Equipment Load a ttih • TABLE 1 Winter Summer Design Design Grains Daily Location WTter • DeSiQff ' Summer *besign Design I Grains . ". Deily 0 Location Design Dry Bulb Dry Bulb 50% RH Rango Dry Bulb Dry Bulb 50 % RH R��e 44 91 43 M Miami 47 90 p4�1 "i :• fop Belle Glade Cape Kennedy 38 88 61 M Miami Beach 48 QQ? • �' A , -4, 90 51 L Ocala 34 ' Daytona Beach 35 39 Fort Lauderdale 46 91 55 L Orlando 38/ X 59 44 92 53 M St. Augustine 35� �. =; Fort Myers 42 90 57 L Sanford 38 13• Fort Pierce 32 94 44 M Sarasota 42 Jacksonville 41 91 43 M West Palm Beach 4 5 r 51 * • Lakeland a 1'► -�W 6, L held, lu ACC.A M• url J lo. fore, T,....,.., u ......... _.. - --n DtstGIJ iCf.tN GlfrcRcrvC�/ i 7 � rtL11TIWG IiEQUIHEk ENT DUE TO GLASS AREA AREA SD. FEET HERTIIJG (A-'LTr;'t ICP I HEATINC r Ir Cl c OfJ,:f I(BTUH LO` 1 DOUBLE CL� S•S • i CQ.OLIt,;; Glass Doors, Infiltration 0.50 CFNIIFT :D• t; �• �p,� I •�BTUrt .r, ? i 529 �! � R wood F ramo-Sin le rlas� T 33 1 10 7 • ilA-�, • C 7 H C. T I R ••.• • wood Frame- Dcuole Gtu.,:, 22 5 2h 9 31 : 359 Metal F rarl,L -S nose Gla,. -- 41 34 5 41 3 45 ' 55 C� Mcial F ramc-DouDfe Glass Other 24 0 ?8 402 :tl "L —r;l: ) 6. 2 1 Glass Door,, Infiltration 1 0 CFMIFT 57 70 1 44 i6 7j..l.a.'• -'-: 5r, �- —� Wood Framo-Single Glass 75 4 5 Mt,lul Fiamc-Singlc Glass 45 28 41 5 1-49 —8 1 Sa I 66 < , _ I O l n t; f 6C1 37 �su n5 14C i 3 "i art 1 F 187 40 ?,t i 2; i /D _ I --j --i 1 20 5 Moreblu Windows .50 CFMIFT 1 16 0 25 4Q -- 20 34 Wooa FramaSin Ie )ass tt 20 14 14 O Fin t 3S� /'+ I -.1 32 2 38 7 45 1 51 6 , WOOd FramtTDOVDIti Glass 4 22 8 27 4 31 S Y-- 5 47 Malal Framo-Single Glass 363 43 6 50 S 5& 2 a5 Metal Frame- Douole Glass 35 27 4 32 9 38 443 S 7 39 Other S 6 24 MOV•UItl Windows 75 CFMIFT 30 37 6 1 45 1 527 602 1 71 I 19 Wood Fiamo-Sin le Glass 25 Metal F rame- Single Glass 22 41 8 50 t 584 66 8 45 Other 32 50 40 37 40 Awning Windows .50 CFM /FT ROLLER I E w SHADES 65 53 47 Wood Frame - Single Glass 57 34 1 409 4) 8 Sa 6 SE b SW Metal Framo-Single Glass 55 38 3 45 9 53 5 1 61 2 44 Other 32 27 50 1439,1&0 MWNWXI S 35 28 wntng Wlndowo 75 CFMIFT 40 32 30 30 W000 Frame - Single GIjss 16 35 2+ f; 40 7 44 8 488 56 9 h5 1 538 62 7 71 25 Metal Framc Single Class' - - 20 Other 26 25 t5 14 13 120 1? afoustu Windows i h4olul (ramu Single Glass Other B8 6 3 124 0 test 7 58 Flxud or Picturu Windows Wood Frames Ingle Iass Wood Frame - Double lass Metal FrameSingle Glass Metal tame-Double ass Olney 62 25 7 163 29 8 209 3U 8 1 19 5 �_ 35 B 25 1 36 2= 8 4 1 .8•••:7 ^ 3 : I t •• • '6 0 • • . 1 ... •••• ' , •••••• •� • Pass Arua STUH Loss 0• Kolvr to ACCA M•nV•I J for ho•I Tf•nslrf M„Illnit— .,.,, li—m COOLING AREA REQUIREMENTS SQUARE DUE TO GLASS AREA FEET • •• COOLING MULTIPLIER (CIRCLE) . .• I;.• .' SINGLE GLASS DOUBLE CL� S•S • i CQ.OLIt,;; 15• :D• t; �• �p,� I •�BTUrt C R C T R • ilA-�, • C 7 H C. T I R ••.• • i N'E 1 NV, 1 60 41 50 1 29 I -- 41 30 1 65 45 1 Sh:,Dlt,,G E d titi' I 4 57 70 1 44 i6 7j..l.a.'• -'-: 5r, �- —� I SE & Setif S 75 4 5 51 31 45 28 80 50 55 35 50 33 6C1 37 �su n5 14C i 3 "i art 1 F 187 40 ?,t i 2; i /D N NE 8 NW O 20 5 17 1 16 0 25 4Q 21 37 20 34 15 11 30 ?? tt 20 14 14 O Fin t 3S� /'+ I -.1 OR BL1NU5 4 S 47 45 I 5n ii �• A •. SE 8 SW O a5 39 35 50 43 39 40 26 2 to 129 - ?tr 25 1- ifiT�5 ?t (.� i� — - S 6 24 30 30 28 N 25 I 19 17 25 23 22 20 12 I t 20 N'E d NVV I 45 36 32 50 40 37 40 26 2'--'T45 I. Y ROLLER I E w SHADES 65 53 47 70 57 51 55 37 32 60 i40-435'011', SE b SW 55 44 39 60 48 44 50 32 27 50 1439,1&0 MWNWXI S 35 28 25 40 32 30 30 20 16 35 2+ f; AWNINGS All Dlrec; ions 25 22 20 30 26 25 t5 14 13 120 1? PORCHES, ETC , Other 80 SI 11•.3 6= SKYLIGHT Horizontal 146 87 58 150 91 62 139 GI A-,S AREA 6TUH GAIN I • i 1 ttta� � r a � r DESIGN TEMP. DIFF. DESIGN TEMP DIFF ITEM AREA SQUARE FEET HEATING MULTIPLIER (CIRCLE ONE) HEATING (BTUH LOSS) COOLING MULTIPLIER CIRCLE ONE) COOLING BTUH WAIN) 25° 30° 35° 40° 15° 20, M L M (Glass oss Wall Area O _ Area BTUH Loss/Gain t Partitions, Frame R -O /�' Gypsum Board _ 6 8 8 1 9 5 10 8 1 8 2 7 _ 5 1 4, 1 T1 P R -1 1 '/, Gypsum Board 2 7 3 t 3 6 09 1 1 1 3 R-.1 3 '/: ' Gypsum Board 2 0 2 4 281 32 t 1 0 8 1 5 1 2 R -19 '/," Gypsum Board 1.5 1 8 2 1 2 4 1 08 06 1 1 09 Other Doors (Excluding glass) _ Solid Wood - Weatherslripped 17.8 21 4 250 285 104 8.6 12 7 109 Sold Wood -No Weatherslrl in 25 5 30 6 35 7 40 8 10 1 8 G 12 7 10 9 Metal- Urethane Core-W'Slrlppcd 11.1 13.3 15,5117 7 4 3 3.5 1 5.2 4 5 Melal- Urelhane Core -No W'siripping 18.8 225 263 3001 43 35 52 4.5 Other Net Exterior Walls CBS Furred No Insulation q80 15.3 17.8 204 O 7 8 58 10.4 83 CBS Furred, R -3 Insulation 60 7.0 80 23 4 1 33 CBS Furred. R -5 Insulation 3.6 43. 5.0 58 22 1 6 29 23 CBS Furred, R -11 Insulation 1.9 2.3 2.7 3.1 1 2 0.9 1 G 1 3 Frame. R-0 1/2" Gypsum Board 6.8 81 9.5 10 8 6 1 5.0 7 5 64 Frame R -1 1 ' /a" Gypsum Board 22 _2 7 3.1 3.6 20 1 7 25 2 1 Frame. R -13 1/2" Gypsum Board 20 2.4 2.8 3.2 1.8 1.5 22 1 9 Frame. R -19 Yz" Gypsum Board 1.5 1 8 2.1 2.4 1.4 1 1 1 7 1 4 Other Ceiling Under Attic Roo( DK LT DK LT DK LT DK LT No Insulation 15.0 18.0 21.0 24.0 e. ,5] Ito I1, :•o 1,•, 1-1" ,sI R -7 Insulation Q 3.0 3.6 4.2 4 8 b7d 4. 0 ]1 �:, 5A +'. •'' ��� R -11 Insulation 2.2 2.6 3.1 3.5 3 :"1 11 is An it 11 in R -19 Insulation- 1.3 1.6 1.9 2.1 2.3 ''' %' 'r; 7'• R -22 Insulation 1 2 1.4 1.7 1.9 21 '" 's 71 R -26 Insulation 1.0 1.1 1.3 1.5 1.6 ' ] ' 5 ' z 111 ' . 1' ' A R -30 Insulation 09 1.0 1.2 1,3 114 ' ] 10 ' ti ' , '. Other • Roo( On Exposed Beams or Rallers • • • No Insulation 9 4 11.0 12.6 1 7.6 ,o] 11.5 9 1 I. „• 113 0"10 • Insulation 3.3 3 8 4.4 fir, ]r Ai ]] 51 e7 4r ]D Roof Ceilin Combination r7. . . 000000 No Insulation 9.2 10 8 12.3 �7] •on 0p, 0,: R ,n, 9 R -11 insulation 2.2 2.5 2 9 1' 2% so 2 ro, Other • • Floor, Concrete Sl ab (Perimeter Feel) 00 No Ed e Insulation Q 20 2 24.3 28.3 32 4 0 '. 0'0 "0 I Floor Over Open Crawl Space or Garage • • Hardwood Floor -No Insulation ! 781 9411091125 5 4 9• 7 39 8 I L-�ardviood Floor -R -1 1 1 201 24 2.8 12 1 2 •0 a 1 6 1 3 • Car Pled Floor -No Insulation 54 1 65 76 87 35 25 4 8 3 R •• Carpeted Floor -R -11 1.81 2 1 2.5 28 1 0 08 1 4 1 1 Other Infiltralion•Calc B 2° Subtotal People x 300 BTUH 8 Appl. 1200 BTUH A Sensible BTUH Gain- 4. Duct BTUH Loss 8 Gain4 1 2 In Flex or 1 '/? In Rigid R -7 10 9 1 In RI Id 5 R•3 l0 Y Total BTUH Loss - Total Sensible Gain i IF 1 Y - • 41 J' STRUCTURAL DESIGN COMPUTATIONS FOR PROPOSED RESIDENCE FOR TARAFA CONSTRUCTION LOT 59, BLOCK 1 ------TBLES EDGE SUBDIVISION SW 59TH TERRACE MARCH 4TH, 2005 ORDER No. A- 100056 P GES-: (82) + COVER lc-_- Rl- -1-i F> 0000 0000.. 0000 00 . 0000.. Civil and Structural Consulting Engineers EB No. 07770 Tom Marinos, P.E. Reg. No. 51562 00 0 . .. 0000 0000 0 0 0000 .. 000 0 00 00 0 0000 0000 0000. 0000. 0000.. 0000.. 0000.. 0000 0000 TOM M.OG� CIVIL, jS T W) D � �'t.s • • �, ti PEMBROKE PINES HIALEAH GAINESVIL' LE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821.1281 Fax: 305.825.1705 1�1 PROJECT: 6A6 es ep6lpl� UJ I kk D LOK S - = 1id1= I�0 - �� h. Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. 4 ENG. 7lLi CHK- DATE. 4--20-05 f PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax- 305 825.1705 0000. 6 ,•• 0000. 000600 0000 . • 0000 0000.. 0000.. 0000 000• : • ' 4� • .. 0000:. 66 %* • .. , • • 00 . 000. • 0000 00 0 ... 0000 • 0 0000 . 6, 6 0000 • .. . 000000 . . . f PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax- 305 825.1705 PROJECT: 6A-6�f:,S Fo6iI✓ Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 - 'z ORDER. loa0' ENG: rlY} CHK DATE: 1--20-05 ?� = 3 3 Z E -s+ 3 ' 1 S ►' A-M = fo T, #J -2+ O's. • .. ... , 9999 9999 0 .. . • 99 . .. 9 9 • • • 999. 0000 900000 (S. PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305.821 1281 Fax. 305 825 1705 .. I_ 'j = � � �- 'rte 9999. `' , ��`.(- 3 -r4 •• � ..-'`�' � �5... I SPrx►..t. -= -- ---- - ... 9999. ?� = 3 3 Z E -s+ 3 ' 1 S ►' A-M = fo T, #J -2+ O's. • .. ... , 9999 9999 0 .. . • 99 . .. 9 9 • • • 999. 0000 900000 (S. PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305.821 1281 Fax. 305 825 1705 .. PROJECT: C P�riGirSEaE Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. -%d0!�Z- ENG Zl`fl CHK. DATE: -05 y. U p - (2o o�4t) 0 see 0090 :0000 •� . . • I�� •• • • • ••••• . . .•.• -`32 'S1 � Z .... :*)***see see 1 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax: 305 825.1705 ` 1 � PROJECT: 6; R'6, -S 06;Fi Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: A—/00a S ENG. 741 CHK: DATE —T- 13 -05 T2��S - Lem ova Are�a� - ' sees (-106 )— S-4) see 1. so ..•. T .. •....• see : • ••• • S` = 40 • • 6 1-1. s Po-1 / t. At = �+ = 3 (-106 )— S-4) • • • • PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821 1281 Fax- 305 825.1705 see 1. so ..•. T .. •....• see : • ••• • S` = 40 • • ` / :so:*: • • • • PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821 1281 Fax- 305 825.1705 2/23/2005 WIND98 v3 -04 Wind Load Design per ASCE 7 -98 II Description: TARAFA CONSTRUCTION - GABLES EDGE II Analysis bv: TM Red values should be changed only through "Main Menu" Calculated Parameters Type of Structure b ht/Least Horizontal Dim 0.52 ble Structure No Calculated Parameters Importance Factor 1 1 Hurricane Prone Region (V>100 mph) Table C6-4 Values Alpha 1 9.500 VGu zg = 900.000 0.6 ` Ht 15.00 ft Cc ` 33/z ^0.167 0.2281 At = 0.105 1' zm /33 )A Epsilon Bt = 1.000 Q = 0.154 Bm = 0.650 0.8778 Cc = 0.200 - -Gust Factor Summa - = 500.00 ft ['E psilon = 0.200 min = 15.00 ft Page No. 1 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com g8 -238 Gust Factor Category 1: - Rif id Structures - Sim lifted Method st1 For ri id structures (Nat Freq > 1 Hz use 0.85 0.85 VGu Gust Factor Catego II: Ri id Structures - Com lete Anal is 0.6 ` Ht 15.00 ft Cc ` 33/z ^0.167 0.2281 Lzm 1' zm /33 )A Epsilon 427.06 ft Q 1/ 1 +0.63' Min B,L +Ht /Lzm ^0.63 ^0.5 0.9102 Gust2 0.925* ((1 +1.7`Izm'3.4'Q / 1 +1.7'3.4'Izm 0.8778 - -Gust Factor Summa - G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Page No. 1 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com g8 -238 IND9 v3-04 Wind Load Design per ASCE 7-98 ' ! • Bu8ld8nqs Elev ft Kz Kzt qz Ib /ft "2 Pressure Ib /ft "2 Windward Wall' +GCpi 1 -GCpi 28 0.97 1.00 52.83 26.64 1 45.21 25 0.95 1.00 51.58 25.79 44.36 20.83 0.91 1.00 49.64 24.47 43.04 20 0.90 1.00 49.21 24.18 i 42.75 15 0.85 1.00 46.32 22.21 40.78 Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 2/23/2005 Page No. 2 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 98 -238 0 WIN D98 y3 -04 Wind Load Design per ASCE 7 -98 Figure 6 -3 - External Pressure Coefficients,-CR Loads on Main Wind -Force I E L, Variable Formula Value Units Kh 2.01' (Ht/zg)^ 2 /Alpha 0.95 Walls (Wind Dir Normal to 62 ft wall) F Kht Topographic factor (Fig 6 -2 1.00 s Qh .00256' V ^2'1'Kh'Kht'Kd 51.58 psf Khcc Comp & Clad: Table 6 -5 Case 1 0.95 -25.54 Qhcc .00256'V- 2.1- Khcc *Kht *Kd 51.58 psf Wall Pressure Coefficients, C - Surface C mdward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure- Coefficients, C Roof Areas . ft.)- Reduction Factor 1.00 ons for Wind Normatto 6Z ft Face CP -Pressure_ (psf} Runs maybe req'd for other wind d1recffons +GCE -GC i- Walls (Wind Dir Normal to 62 ft wall) F -0.50 -31.21 -12.64 s -0.70 -39.98 -21.41 oof -Wind Normal to Ride Theta > =10 -for Wind Normal to 62 ft face - ndward - Max Negative -0.37 -25.54 -6.97 Leeward Normal to Ridge -0.60 -35.59 -17.02 Overhang Top (Windward) -0.37 -16.26 -16.26 Overhang Top (Leeward) -0.60 -26.31 -26.31 Overhang Bottom (Applicable on Windward only) 0.80 33.75 33.75 Roof -Wind Parallel to Ride All Theta - for Wind Normal to 62 ft face Dist from Windward Edge: 0 ft to 12.5 ft -0.92 -49.48 -30.91 Dist from Windward Edge: 12.5 ft to 25 ft -0.89 -48.38 -29.81 - honzontai distance trom winowaro edge 2/23/2005 0 Page No. 3 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 98 -238 WIND98 A -04 Wind Load Design per ASCE 7 -98 Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01 "(Ht /zg)"(2/Alpha) = 0.95 Kht = Topographic factor (Fig 6 -2) = 1.00 Oh = 0.00256'(V)^2'ImpFac`Kh'Kht'Kd = 51.58 Case A Surface GCpf +GCpi -GCpi qh s Min P s Max P s 1 0.54 0.18 -0.18 51.58 18.36 36.93 2 -0.51 0.18 -0.18 51.58 -35.59 -17.02 3 -0.47 0.18 -0.18 51.58 -33.53 -14.96 4 -0.42 0.18 -0.18 51.58 -30.85 -12.28 5 0.00 0.18 -0.18 51.58 -9.28 9.28 6 0.00 0.18 -0.18 51.58 -9.28 9.28 1 E 0.78 0.18 -0.18 51.58 30.85 49.42 2E -0.80 0.18 -0.18 51.58 -50.65 -32.08 3E -0.66 0.18 -0.18 51.58 -43.23 -24.66 4E -0.61 0.18 -0.18 51.58 -40.65 -22.08 5E 1 0.00 0.18 -0.18 1 51.58 -9.28 9.28 6E 1 0.00 0.18 -0.18 1 51.58 -9.28 9.28 - p = qn - (UUPT - UUPI) 4E Wind Direction 2/23/2005 Page No. 4 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 98 -238 WIN D98 v3 -04 Wind Load Design per ASCE 7 -98 Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01'(Ht/zg)"(2/Alpha) = 0.95 Kht = Topographic factor (Fig 6 -2) = 1.00 Qh = 0.00256'(V)^2`lmpFac'Kh'Kht'Kd = 51.58 Case B Surface GCpf +GCpi -GCpi qh s Min P s Max P s 1 -0.45 0.18 -0.18 51.58 -32.50 -13.93 2 -0.69 0.18 -0.18 51.58 -44.88 -26.31 3 -0.37 0.18 -0.18 51.58 -28.37 -9.80 4 -0.45 1 0.18 -0.18 51.58 -32.50 -13.93 5 0.40 0.18 -0.18 51.58 11.35 29.92 6 -0.29 0.18 -0.18 51.58 -24.24 -5.67 1 E -0.48 0.18 -0.18 51.58 -34.04 -15.47 2E -1.07 0.18 -0.18 51.58 -64.48 -45.91 3E -0.53 0.18 -0.18 51.58 -36.62 -18.05 4E -0.48 0.18 -0.18 51.58 -34.04 -15.47 5E 0.61 0.18 -0.18 51.58 22.18 40.75 6E -0.43 1 0.18 -0.18 1 51.58 -31.47 -12.90 o = ah • (GCof - GCoi) :N W-1d DIIechon �Z4 Figure 6 -5 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 2/23/2005 Page No. 5 of 7 98 -238 2/23/2005 WIND98 v3 -04 Wind Load Design per ASCE 7 -98 a It 2: 1 '-- - - - - -� a a ,a Hipped Roof 10 < Theta <= 30 a = 4.8 =_> 4.80 ft Component Ndth (ft) span ft Area (ft " 2) Zone GCp Wind Press Iblft"2 Max I Min Max I Min 10 5 2 10.00 4 1.00 I -1.10 60.87 -66.03 5 2 10'.00 -5 1.00 -1.40 60.87 -81.50 15 7.5 2 15.00 4 0.97 -1.07 59.26 -64.42 7.5 2 15.00 5 0.97 -1.34 59.26 I -78.29 20 10 2 20.00 4 0.95 -1.05 58.12 I -63.28 10 2 2000 5 0.95 I -1.29 58.12 1 -76.02 25 12.5 2 25.00 4 0.93 -1.03 57.24 -62.40 12.5 2 25.00 5 0.93 -1.26 57.24 -74.25 30 15 1 2 30.00 4 0.92 1 -1.02 56.52 I -61.68 15 2 30.00 5 0.92 I -1.23 56.52 I -72.81 40 20 2 40.00 4 0.89 -0.99 55.38 -60.54 20 2 40.00 5 0.89 -1.19 1 55.38 -70.53 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 1� Page No. 6 of 7 98 -238 2/23/2005 WIND98 v3 -04 Wind Load Design per ASCE 7 -98 Page No. 7 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 98 -238 000 I 10 5 2 10.00 1 050 j -0.90 35.08 1 -55.71 5 2 10.00 2 0.50 ; -2.10 35.08 j - 117.61 20 10 2 20.00 1 0.44 -0.87 31.97 I -54.16 10 2 20.00 2 0.44 I -1.89 31.97 ! -106,74 30 15 2 30.00 1 0.40 ! -0.85 30.15 -53.25 15 2 30.00 2 0.40 j -1.77 30.15 j - 100.38 40 20 2 40.00 1 0.38 -0.84 28.86 -52.60 20 2 40.00 2 0.38 -1.68 28.86 I -95.87 50 25 2 50.00 1 0.36 i -0.83 27.87 j -52.10 25 2 50.00 2 0.36 -1.61 27.87 I -92.37 80 40 2 80.00 1 0.32 j -0.81 1 25.76 j -51.05 40 2 80.00 2 0.32 j -1.47 25.76 -85.00 100 50 2 100.00 1 0.30 '1-0.80 24.76 I -50.55 50 2 100.00 2 0.30 I -1.40 24.76 j -81.50 150 75 2 150.00 1 0.30 j -0.80 24.76 I -50.55 75 2 150.00 2 0.30 j -1.40 24.76 j -81.50 200 100 2 200.00 1 0.30 -0.80 24.76 I -50.55 100 2 200.00 2 0.30 ! -1.40 24.76 I -81.50 300 150 2 300.00 1 0.30 I -0.80 24.76 j -50.55 150 2 300.00 2 0.30 1 -1.40 24.76 j -81.50 500 250 2 500.00 1 0.30 I -0.80 24.76 I -50.55 250 2 50000 2 0.30 -1.40 24.76 1 -81.50 OH 2 '2' 4.00 2H 0.50 -2.20 25.79 j - 113.48 OH 4 3 12.00 3H 0.48 j -3.60 24.97 - 185.95 0.00 0.00 0.00 I I Note- ' Enter Zane 1 throuah 5. or 1 H throuah 3H for overhanas. Page No. 7 of 7 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 98 -238 GABLES EDGE Value: reduction 4.8 10 Page 1 TRUSS REACTIONS ROOF FRAMING MEMBER ID WIND LOADS Q �, Q 1 " IdN -S.1 one" ;"� '��� p$F ,''tlP$F °' PSF `` .' P9F - PSF ', '� GRAVITY (PSF) LEFT SIDE TRIBUTARY LENGTF OVERHANG WIDTH(FT) (FEET) (FEET) RIGHT SIDE OVERHANG (FEET) WIND LEFT (#) RESULTS WIND (GIZAVITY,'GRAVITY RIGHT # I.I;EFT # RIGHT # T1 70 ; _ 70 - 44 96 96 ', 55 :_ 1,� 38.00 2.04 2: p0 1094 1094 i 1 39Q 1390 T2 7Q 70 44 96 55 1.33 36.00 2.00 1107 922 13 1 39 T3 T4 i 70' r 70 ; 44 q4 55 55 2.QQ 33.00 7 4. 33.00 1353 1353 1140' 1815 1140 t 1815 18 5 1815 T5 7Q 7Q 04 . 1 96' ,, , 06 55 2.Op' 15.50 200 2AQ 881 881 03-- 8 Ts - 76 ; i (_ :'A4. 96 55 2A0 34,00 ^ 200 1579 1087 1987. T7 iQ r 96 • 55 2 fQ 1138 644 Z77 8 " " 96 55 2,00 '! 9.00 i00 811 247 -6-3-9 0-1753- 354 J2 96 u i ,.. 55 �DO 6,00 2�0 1194 270 4 5' J3 f, 46. 96 55 3.40 ! ' 8.,5Q 'Zoix 821 238 I - 6 32¢ Ja 100 86 55 Z,Oq ' 1. 6.00 2.00 1194 2701 7406 165 T 55 ,. 0 0 1 0 • , 55 _ • 0 l " 0 0 4 - � 55 , { • 0 01 0 0 GT1 70 .70 44 99 :;.; . 96 j 55 4.50 38.00 !. 3;00 2.00 3703 3703 ! 7, _ ,03 a7o3 GT2 e7Q 44, 55 3.00,- 1353 1140 1815 1815 GT3 : 72 96 K • 55 3.QQ 15 50 ' P,99 2.00 2018 2018 I 279 1,2 9 GT4 55 q,i0 34.00 200 ' 3552 2445C 70 3945 0 C lip 0 ' 0 GT6 70 - 44 86' 55 4.60 1 21.00 2559 1449 28 2 325 GT7 I '- 46 46777., _ , i 55 ,� 00: - . Y e.5o 3. 2.00 • 1231 357 ( 917 485 f ► t 0 0 00 0 ,. `� •lid• e.P• - - • 0 Y 7 0 0 O i 0 0 F 4 "s a O O I 0 0 O 0 .0 0 'i," i .; 1. - ,,..cw• ",�, r: J,'•k�s ;r 6 " „+I• -- - 0 0i 0 0 0 01 0 Q Tom Marinos N Page 1 2/24/2005 PROJECT.-62MSWIS R46r= Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 V-) (21 T G 7 1560 � ctz > C wool Zm .�. ..WM' 3ogS� Q z 156 11 (G ORDER: ENG-� CHK: _ DATF 1003 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821 1281 Fax 305 825 1705 or—, PROJECT: 4 P'(3 � I5-.S G461e ROOF 6T I Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER: �i��aodS6 ENG. CHK. 2 _ -2 DATE. t� -05 -- = 4;� lay �fl o Se �b 5 C►� -T� IL 0jq2 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax: 305 825.1705 1 ' PROJECT: 6t�6L FS Ab►� Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 - - - - 3 ORDER. ENG: T/Y1 CHK: DATE- -05 je /3 3' 26 IS PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax 305 825 1705 Z Ci — Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 PROJECT- ORDER. —/00 0 5-6 ENG. 93' CHK. _ DATE. Ca a P� 2466 s5 ZaG v 1v63 = 10o3It--/ill 106 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 i PROJECT: C ll L Ef) - Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: 14— - /0 dV cl ENG. ym CHK: DATE. U • -05 G e )el.; r, 12DO�� 4Fe -W4 7--)0t � l u s4oP 16a -r�- "411400 .rL 1 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax 305.825.1705 V4 /L 4Fe -W4 7--)0t � l u s4oP 16a -r�- "411400 .rL 1 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax 305.825.1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 3RB1 Beam—Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" Span = 9 feet cantilever) Mu =18000 Ibs -ft fc = 3000 psi BAR DATA Vu =9000 Ibs fy = 60000 psi dbars = 8 in dstirrups = 8 in b =8 inches h =12 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d = h - I cover t- dstirrups + Z dbars I d =9.3 inches Ast = 1.3.14•dbars2•Nbars Ast = 0.61 in2 Ast 4 pprov = b•d pprov = 0.0082 pmin( fc, fy) = 3 - y fc if �3fc�,.200 fy fy fy 200 otherwise fy pmin(fc, fy) = 0.0033 pb = 0.85.0.85•fc 87000 pmax = pb•0.75 fy 87000 t fy) pmax = 0.016 Oflex = 0.90 flex b d2 pprov fy (1 _ 0.59•pprov•fy Mn = 1 fc 12 Mn = 23204 Ibs -ft >> Mu =18000 Ibs -ft 3RB -1.MCD GABLES EDGE CHECK TM DEFLECTION LIMITATIONS (ACI 9.5W Height = S16 if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 = 6.8 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) inches fs =0.60---t- fs = 36 ksi cc =cover + dstirrups cc = 2.4 1000 smax = 55 s0 - (2.5-cc) smax = 9.1 inches clr width = b - (2-1.5 + dbars + dstirrups• 2 ) cir width s = clr width = 3.63 inches -prov (Nbars - 1) - s -prov = 3.6 inches CHECK SHEAR OF BEAM Vu = 9000 Ibs K = Vu -d if Vu.d <1.0 shear = 0.85 K = 1 Mu Mu Vc _ (1.9•,Ffc 2500- •b•d 1.0 otherwise . + pprov-K) Vc = if Vc53.5•b•d4fc lVc (3.5•b•d•4fc) otherwise Vc = 9286 Ibs Vst = Vu - Vc Oshear Vst = Vst if Vst >O I 0 otherwise Vst =1302 Ibs Vstmax = 8- j•b•d Vstmax = 32644 Ibs >> Vst =1302 Ibs 3RB -1.MCD iy GABLES EDGE TM minl 11um Amount or Shear Reinforcement Required tF yayc <= Vu <= 4Vc 1 •shear- Vc = 3947 Ibs Vu = 9000 Ibs Vc = 9286 Ibs 2 Av =2.4 3.14•dstinups2 smin = Av•fy shun = 33 inches 50•b Shear Reinforcement Required IF (Vc << Vu) Vc = 9286 Ibs Vu = 9000 Ibs sreq = AVfyd if Vst >0 smax = 24 if 2 >24 st 0 otherwise d otherwise 2 smax = 5 sreq = 95 Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst =1302 Ibs 4•�fc-b•d =16322 Ibs 3RB -1.MCD inches inches USE STIRRUPS AT 4/12 inches o.c. 3 20 i PROJECT: Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. �J�OV UJ 6 ENG: =7M CHK: DATE. -T—Z v -05 370p �mpy r o pi:� - 1216 to w- ��� P C. 8* tz 2& s -6p 16104 *3 4 iZ) d e--- D PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel. 305.821 1281 Fax- 305.825 1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 3RB2 Beam—Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span = 9 feet Mu =13000 Ibs -ft fc = 3000 psi BAR DATA Vu =6300 Ibs fy = 60000 psi dbars = 8 in dstirrups = 8 in b =8 inches h =12 inches cover = 2 in Nbars : = 2 CHECK FLEXURE of BEAM d = h — (cover t- dstirrups y dbars I d = 9.3 inches Ast = 1 3.14•dbars'.Nbars Ast = 0.61 in2 Ast 4 Pprov = b•d pmin( fc, fy) = 3 - N fc: if �3-4fc�,,.200 fy fy fy 200 otherwise fy pb _ 0.85.0.85•fc 87000 fy 87000 + fy flex = 0.90 flex b d2 pprov fy I 1 — 0.59•pprov•fyl Mn = 1 fc l 12 3RB -2.MCD pprov = 0.0082 pmin(fc, fy) =0.0033 pmax = pb•0.75 pmax = 0.016 Mn = 23204 Ibs -ft >> Mu =13000 Ibs -ft 1 • 22 GABLES EDGE TM CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)1 Height = S16 if Beam_Type =O Span if Beam - Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 = 6.8 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc =cover t- dstirrups cc = 2.4 inches fs =0.60--L- fs =36 ksi 1000 smax = 55 s0 - (2.5-cc) smax = 9.1 inches clr width = b- (2.1.5+dbars +dstirrups•2) clr width s -Prov = clr width = 3.63 inches (Nbars - 1) - CHECK SHEAR OF BEAM Vu = 6300 shear =0.85 K = 1 Vc = (1.9 -,[fc t- 2500•pprovK) -b•d Vc = jVc if Vc53.5•b•d•j (3.5•b•d•,Ffc) otherwise Vst = Vu - Vc shear Vst = I Vst if Vst >O 0 otherwise Vstmax = 8•4fc-b•d Ibs s _prov = 3.6 inches K = IVu.d if Vu•d <1.0 Mu Mu 1.0 otherwise Vc =9286 Ibs Vst =0 lbs Vstmax = 32644 Ibs >> Vst =0 Ibs 3RB -2.MCD 2 Z3 GABLES EDGE TM minimum .amount or snear metnrorcement megutrea tF vzmvc <= yu <= Svc 1 •shear• Vc = 3947 Ibs Vu = 6300 Ibs Vc = 9286 Ibs 2 Av = 2.4 3.14• dstirrups2 Av fy smin = 50•b smin = 33 inches sreq = A V •d if Vst >0 smax • = 24 if 2 >24 0 otherwise d otherwise 2 Vc = 9286 Ibs Vu = 6300 Ibs smax = 5 inches sreq = 0 inches Reduce Stirrup Spacing by HALF IF Vst » 2 x Vc Vst = 0 Ibs 4•j•b•d =16322 Ibs USE STIRRUPS AT 4112 inches o.c. 3RB -2.MCD 3 -N PROJECT• ��v Ivy � 7 6- Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 V7/n �o P - r ORDER: lidOt 4 ENG: CHK: DATE. ',�� • -05 f e ee:- p Ito f,uo (p PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax: 305.825.1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 3RB3 Beam—Type =00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" Span = 10 feet cantilever) Mu = 26150 Ibs -ft fc = 3000 psi BAR DATA Vu = 8500 Ibs fy = 60000 psi dbars = 8 in dstirrups = 3 in b =8 inches h =12 inches cover = 2 in Nbacs = 3 CHECK FLEXURE of BEAM d = h - I cover t dstirrups + 2 •dbarsl Ast = 1 3.14•dbars2•Nbars Ast =0.92 in2 Ast 4 PProv = — b•d pmin(fc, fy) = 3 fy tf 1 fy � > fy 200 otherwise fy pb __ 0.85.0.85•fc 87000 fy 87000 t fy, Oflex = 0.90 Oflex•b- dZ•pprov•fy•(1 _ 0.59•pprovfy1 Mn = 1 fc J 12 d = 9.3 inches pprov = 0.0123 pmin( fc, fy) = 0.0033 pmax = pb • 0.75 pmax = 0.016 Mn = 32933 Ibs -ft >> Mu = 26150 Ibs -ft 3RB -3.MCD 1 (DI GABLES EDGE CHECK DEFLECTION TM LIMITATIONS (ACIACI 9.5(a11 Height = 16 if Beam Type =O — Span if Beam_Type =10 18.5 Span if Beam Type =11 21 — Span otherwise 8 Height. 12 = 7.5 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc = cover t dstirrups cc = 2.4 inches fs = 0.60• fy fs = 36 ksi 1000 smax ,= 5f0 — (2.5-cc) smax = 9.1 inches clr width = b — (2-1.5 t dbars t dstirrups•2 ) clr width s = clr width = 3.63 inches —Prov (Nbars — 1) — s _prov = 1.8 inches CHECK SHEAR OF BEAM Vu = 8500 Ibs K = Vu•d if Vu -d�1.0 Oshear = 0.85 K = 1 Mu Mu Vc = (1.9 -Vfc 2500•pprovK)•b•d 1.0 otherwise fi Vc = Vc if Vc53.5 -b -d -j ( otherwise Vc =10053 Ibs Vst = Vu — Vc Oshear Vst = I Vst if Vst >O 0 otherwise Vst = 0 Ibs Vstmax = 8•4fc•b•d Vstmax =32644 Ibs >> Vst =0 Ibs 3RB -3.MCD 2 2� GABLES EDGE TM Minimum Amount of Shear Reinforcement Required IF 1/26Vc <= Vu <= Ac 1 •*shear• Vc = 4272 Ibs Vu = 8500 Ibs Vc = 10053 Ibs 2 Av = 2.4.3.14•dstirrups' smin = Av fy smin = 33 inches 50•b Shear Reinforcement Required IF (Vc << Vu) sreq = A . fy.d if Vst >0 smax = 24 if 2 >24 Vst 0 otherwise d otherwise 2 Vc =10053 Ibs Vu = 8500 Ibs smax = 5 inches sreq = 0 inches Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst = 0 Ibs 4•j•b•d =16322 Ibs 3RB -3.MCD USE STIRRUPS AT 4/12 inches o.c. 3 n� L PROJECT: 4 ea 6 Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: A_ "ln v�'b ENG- Y!1i CHK: _ DATE- ? -Zc1 -05 Coot- 41(1ka . _ - W- kDfrt =a9f; w U T)-L� p' - - 101p Y. " -, 4 f) p C' f �'- I , to=­ 1g2 ps�- M I�dG = i I q Zc73 } n PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel. 305.821.1281 Fax: 305.825 1705 PROJECT: 6 ('I% U E-S F ()6 E- Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: ENG: -FN) CHK. DATE: i 7 -05 lb 7 2q aae eb 4q,4 IT O WL f �2Ag g1 M W. _ 'bq Z41:' Pr' S edge, uD uM re---4wL� L,FT 1, F�. PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821.1281 Fax. 305 825.1705 PROJECT: El prpklF S Ff'36 E, Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. X —/a Ile) ENG- CHK: _ DATE: Z -20 • -05 d _ CR�,�s ��� �,� =� SIFT, - - 0.� _ �- ... II �S�(������ 104, IL,,n /r-77 -P at ao 606 . m = 1Z -3 k<<nIFTi ►offk� U�� JT /J/ � ��1� (�i' �is'ti�I• i P Z. 0,001p. �l PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel. 305.821 1281 Fax: 305 825.1705 PROJECT: e'3 rF, '-6� Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER. ENG: CHK: _ DATE. 2 -05 LSfYI ry 2 OQD_7� �r(o X I Z _ j-t in - - b,gX -4 IF 117 US 1V 4 C-D -6 p ho J- , ( D. PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax: 305.825.1705 PROJECT: C.1 Ad s eC6e' Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER: /D 00.a ENG. CHK: DATE: 2-74),-05 -_ ��� u �2 x 0 ►�s _ �jp �<< n/Fr, A 4a 0`5 i 7g- kfin r- J / fir ©t3;?rty, 67 s� ©e 13 1n 3 :o. 0f q6 40 .0 S-e�6 `o� o PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821.1281 Fax. 305 825.1705 PROJECT: �41�5L1�S FE/)L/A6— Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 - -- 2 eve . '0' 1 - - -k -?r '4S 0, qO �^ z 10 = ©, 00,6. ORDER: A-161Vds-z ENG: CHK. DATE -05 96,Y, / PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax- 305 825 1705 PROJECT: 68 &6S 6,06)f,- Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 �d ORDER. ENG • —EdA CHK: _ DATE. -05 A e 1'07 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 vmuewnawsis tvanuon a 1u) - Mon Mar 07 13 13.06 2005 GHM Group, Inc, Tom MarincS 1 20 *1 6L Moment -X /Y All Elements: Max = 11860 ft4bm (131111) Min = -6312 ft -lb/ft (P830) 1 2 6312 ft -lb /ft 1769 ft -lb /ft 774 ft -lb/ft U- 7317 ft -lb/ft W1 ft -lb/ft $,moo a J No I MMMM ■ ■ ■ ■ ■wwM ■MM■ ■ ■ ■ ■ ■ ■�i ■■■ ■■■■MOO ■ ■�■ ■■■■ ■■■■■■■ :a MEMEMMUN ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ 1 4 . p( 2° °0 ■ ■ .qo #rK .h0°, to 00 4(4' Noonan p0 ioMEN oho ji ■M ■ r1 r. � m i10 ■ EMMOM ■■NUM ■Moo® ■nsms ■■■M ■■■MM ■■IUMM ■■ ■ ■■ ■ ■MHM ■■®■■ mmulaw me ma MMUMN MUMEHM um an mummu �p.(y/�� M���yy�,�M"_p_E IWIMOM INNOW ■ low ` (0-100 r 7 JoJ A5°°D 3o a� ... ■ i 20 D r ■■■■ ■ME■ ■M■EMEM■ ■MMMM■ ■ill ■■MM ■ME■ EMMEME■ MMEM■ ■o■ ■ on M ■EME ■ ■O■ ■NE■ MEMME ■M■ EMEMEM■■ MEMO■■ ■N i J O JJ P #eo0.F.T- F� 2�0D 4 !1^ .mot.. Z# itt lFC �t4 �::, ; . 2: �t't r � . w .val` �. _t FY 'M1 low ` (0-100 r 7 JoJ A5°°D 3o a� ... ■ i 20 D r ■■■■ ■ME■ ■M■EMEM■ ■MMMM■ ■ill ■■MM ■ME■ EMMEME■ MMEM■ ■o■ ■ on M ■EME ■ ■O■ ■NE■ MEMME ■M■ EMEMEM■■ MEMO■■ ■N i J O JJ P #eo0.F.T- F� 2�0D 4 vawauvmyna lvareion a lul - Man Mar 07 13 13 22 2005 GHM Gawp, Inc. Tom Mannw, 120 +16L Moment -Y MEN MEN All Elements: MEN Max = 13169 ft4b/ft (Pi 111) 000 Min = -14279 ft-lb/ft (13809) OEM mom mom own 14279 ft -lb /ft mom Iowa 7417 ft -lb/ft man mom 555 ft-lb/ft 991912 ®01121 t.6307 ft -lb /ft :`613169 ft-Ib /ft mom Ilion 1211111 Islam MAN WINK mom ■ow mom mom How loom MON staid s; ', a :-' vauavuuayaw %version o.lu) - Mon Mar 07 13:12.37 2005 GHM Group. Inc r Tom Mark tos 1 2D +1 6L Deflection All Elements: Max = 0.0114 in (P866) Min = -0.1343 in (13914) 0.1343 In .0979 in 0615 in :A' 0.0250 in 0114 in 54P ON ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ dl��t�f�MNI■����d ■ ■ ■ ■ ■ ■1'i�9 ��d ■ ■!!rd! ■ESL! 's ■ ■ ■ ■ ■ ■ ■ ■ ■■ ��6�1 ■ ®���t��l■ ■ELI ■BSI ■��� �� ■d ■� ■■ ■iii ■d ■ ■ ■I�Id���� d�C�; ff �l�lf� ■E'�G�� ■61�@!llE�1 ■�l�J�� i�C.�i� ■I��d� ■� ■® ■ICS ■����� ■■ NR ■■■M■■■■ ■■®■■■■■ ■ ■MMM "S® MOMDUM FaL,aBODw— U3U UEOUMM ■■ DOUNN ■d■ UUMUMMOM gnuafflawo !ri W1 Mdd LOUDDOMO MM wUQL!D d ■■ ■ ■www ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ U PROJECT- 6Re�VeSl' e Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. '�-Iddvs6 ENG. CHK. _ DATE: -Zc7 -05 (/1 Z f3-1 A,, , n4- _ _zopsf ps To • al= = 214 p s � V op S p� )L �- � J W� �ops�-� 2 PAS.. PEMBROKE PINES HIALEAH J $t 3 6� �l2 �! GAINESV 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax: 305 825 1705 GABLES EDGE DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 2TB1 Beam_Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span = 9 feet Mu =17500 Ibs -ft fc = 3000 psi BAR DATA Vu = 9000 Ibs fy = 60000 psi dbars = 8 in dstirrups = 8 in b =8 inches h =16 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d = h - I cover t- dstirrups t• 2 dbars I d =13.3 inches Ast = 1 3.14•dbars2•Nbars Ast = 0.61 in2 Ast 4 Pprov = b•d pmin(fc, fy) = 3 4f fc c if 3 -'fc > 200 fy fy fy 200 otherwise fy pb = 0.85.0.85•fc 87000 fy 87000 t- fy � Oflex = 0.90 flex b dz pprov fy 1 - 0.59•pprov•fy � = fc 12 2TB -1.MCD pprov = 0.0058 pmin(fc, fy) = 0.0033 pmax = pb•0.75 pmax =0.016 Mn =34243 Ibs -ft >> Mu =17500 Ibs -ft TM ' 0q0 GABLES EDGE CHECK DEFLECTION LIMITATIONS TM (ACI 9.5(a)) Height = S16 if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 = 6.8 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc = cover+ dstirrups cc = 2.4 inches fs = 0.60• fs = 36 ksi 1000 smax = 5f0 - (2.5-cc) smax = 9.1 inches clr width = b - (2 - 1.5 + dbars t- dstirrups• 2 ) clr width s = cir width = 3.63 inches -Prov (Nbars - 1) - s -prov = 3.6 inches CHECK SHEAR OF BEAM Vu = 9000 Ibs K = Vu•d if Vu•d<1.0 shear = 0.85 K = 1 Mu Mu Vc . _ (1.9•Vfc + 2500•pprov.K) •b•d 1.0 otherwise Vc = Vc if Vc53.5•b•d•Ilf-c 1(3.5-b-d-Vfc) otherwise Vc =12616 Ibs Vst . = Vu - Vc shear Vst = I Vst if Vst >O 0 otherwise Vst = 0 Ibs -Vsth a - = 8•�fc•b•d Vstmax = 46666 Ibs » Vst = O Ibs 2TB -1.MCD 2 y i GABLES EDGE Minimum Amount of Shear Reinforcement Required IF 1 /26Vc <= Vu <= We 1.Oshear• Vc = 5362 Ibs Vu = 9000 Ibs Vc = 12616 Ibs 2 Av = 2.4.3.14• dstirrups2 smin = ` v fy snun = 33 inches 50•b sreq = A .fy -d if Vst >0 smax = 24 if 2 >24 Vst 0 otherwise d otherwise 2 Vc =12616 Ibs Vu = 9000 Ibs smax = 7 inches sreq = 0 inches Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst = 0 Ibs 4.,Vfc•b•d = 23333 Ibs TM USE STIRRUPS AT 6/12 inches o.c. 2TB -1.MCD 3 /�� y4 PROJECT: Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER: 4-ld (jo St ENG- CHK: _ DATE- �_ -J -05 �, r C)� �Q-6 : C =► - - - 0' t g3 5:250 pl ps�-� o L') ea 40 0 1+ x - ra-�PrL, t,o At mom �a PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821 1281 Fax- 305 825.1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 2RB1 Beam—Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span = 20 feet Mu = 206400 Ibs -ft fc = 3000 psi BAR DATA Vu =47500 Ibs fy = 60000 psi dbars = 8 in dstmps = 8 in b =8 inches h =36 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d = h - cover +- dstirrups + 2 • dbars I d = 33.1 inches Ast = 1 3.14•dbars2•Nbars Ast = 1.57 in2 Ast 4 Pprov = b•d pprov = 0.0059 pmin(fc, fy) = 3 fc if �3fc� > 200 fy fy fy 200 otherwise min fy P ( fc, fy) _ 0.0033 pb = 0.85.0.85•fc ( 87000 1 Amax pb•0.75 fy `87000 + fy) pmax = 0.016 flex = 0.90 flex b d2 pprov fy (1 _ 0.59- pprovfyl W = 1 fc J 12 Mn = 217667 Ibs -ft >> Mu = 206400 Ibs -ft 2RB -1.MCD 1, V'f 6D GABLES EDGE CHECK DEFLECTION LIMITATIONS TM (ACI 9.5(a)) Height = i 6 if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 = 15 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc = cover -t- dstirrups cc = 2.4 inches fs = 0.60• A fs =36 ksi 1000 smax = 540 - (2.5-cc) smax = 9.1 inches clr width = b - ( 2.1.5 + dbars + dstirrups • 2 ) clr width s = clr width = 3.25 inches -Prov (Nbars - 1) - s -prov = 3.3 inches CHECK SHEAR OF BEAM Vu'= *47500 Ibs K = Vu-d if Vu.d <1.0 Oshear = 0.85 K =1 Mu Mu Vc = (1.9•,[fc+2500•pprovK)•b•d 1.0 otherwise Vc = V if Vc53.5•b•d•4fc (3.5•b•d•�fc) otherwise Vc = 31503 Ibs Vst = Vu - Vc Oshear Vst = Vst if Vst >O I 0 otherwise Vst = 24380 Ibs -- ° -- Vstmax = 8•,[fc•b•d Vstmax = 116117 Ibs >> Vst = 24380 Ibs 2RB -1.MCD 2 0 GABLES EDGE Minimum Amount of Shear Reinforcement Required IF 1 /2Wc <= Vu <= �Vc 1 •shear• Vc = 13389 Ibs Vu = 47500 Ibs Vc = 31503 Ibs 2 Av = 2.4.3.14•dstirrups2 Av fy smin • = smin = 33 inches 50•b sreq = `4 V� d if Vst >0 smax = 24 if 2 >24 0 otherwise d — otherwise 2 Vc = 31503 Ibs Vu =47500 Ibs smax =17 inches sreq =18 inches Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst = 24380 Ibs 4•,�fc•b•d = 58059 • Ibs USE STIRRUPS AT 12 inches o.c. 2RB -1.MCD TM X16 Iry ;J r-- PROJECT: r-t'! +,F� -S F� F, jole Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: _ ENG: CHK: DATE: -05 1 Pro yL 167p1 /c, Pr TOM M. IN i 1 CIVIL, C RAL k REG 562 t PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305.821.1281 Fax- 305 825.1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 2RB2 Beam—Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span- = 9 feet Mu =35000 Ibs -ft fc = 3000 psi BAR DATA Vu =18000 Ibs fy = 60000 psi dbars = 6 in dstirrups = 8 in b =8 inches h =16 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d =h— I cover fi dstirrups t 2 •dbarsl d =13.3 inches Ast- 1 3.14•dbars2.Nbars Ast = 0.88 in2 Ast 4 Pprov = b•d pmin(fc, fy) = 3 fy if 13 fy I > fy otherwise fy pb _ 0.85.0.85 -fc 87000 fy 87000 t- fy � Oflex = 0.90 Oflex•b•d2•pprovfy•I 1 — 0.59 pprovfy, � = 1 fc J 12 2RB -2.MCD pprov = 0.0083 pmin( fc, fy) = 0.0033 pmax = pb • 0.75 pmax = 0.016 Mn = 47480 Ibs -ft >> Mu = 35000 Ibs -ft y9 GABLES EDGE Height = S16 if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam Type =11 21 - Span otherwise 8 Height. 12 = 6.8 in CRACK CONTROL WIDTH LIMITS CI 10.61 inches A cc =cover t dstiaups cc = 2.4 fs = 0.60- fs = 36 ksi 1000 smax = 55 SO - (2.5-cc) smax = 9.1 inches clr width = b - (2-1.5 t dbars i- dstirrups-2 ) Or width s , = clr width = 3.5 inches -prov ( Nbars - 1) - s _prov = 3.5 inches CHECK SHEAR OF BEAM Vu =18000 Ibs K = Vu•d if Vu•d <1.0 Oshear . = 0.85 K =1 Mu Mu Vc , _ (1.9•� +. 2500•pprov•K) •b•d 1.0 otherwise Vc = Vc if Vc53.5•b•d•,Ffc ( otherwise Vc = 13239 Ibs Vst = Vu - Vc Oshear Vst = Vst if Vst >O I 0 otherwise Vst = 7938 Ibs Vstmax = 8•,Ffc•b•d Vstmax =46447 Ibs >> Vst = 7938 Ibs 2RB -2.MCD TM 'Iry GABLES EDGE minimum amount or shear Reintorcement Required IF 112$Vc <= Vu <= We 1 - shear• Vc = 5627 Ibs Vu = 18000 Ibs Vc = 13239 Ibs 2 Av = 2.4.3.14•dstirrups2 smin = Av fy smin = 33 50•b sreq • _ Av. fy. d if Vst >0 smax = 24 if 2 >24 st 0 otherwise d otherwise 2 inches Vc = 13239 Ibs Vu = 18000 Ibs smax = 7 inches sreq = 22 inches Reduce Stirrup Spacjng by HALF IF Vst >> 2 x Vc Vst = 7938 Ibs • 4••j•b•d = 23223 Ibs USE STIRRUPS AT 6 inches o.c. 2RB -2.MCD TM PROJECT: G / 'r5 � , Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: ENG:� CHK: DATE: J , -05 2�J1 Sl PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821 1281 Fax 305.825 1705 rJ PROJECT: G / 'r5 � , Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: ENG:� CHK: DATE: J , -05 2�J1 Sl PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305.821 1281 Fax 305.825 1705 GABLES EDGE BEAM ID: 2RB3 Beam —Type = 00 (USE '00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" Span = 17.5 feet cantilever) Mu = 102000 Ibs -ft fc = 3000 psi BAR DATA Vu = 26700 Ibs fy = 60000 psi dbars = 8 in dstirrups = 8 in b =8 inches h =24 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d- = h - I cover +- dstirrups T 2 •dbarsl d = 21.2 inches Ast = 1.3.14•dbars2•Nbars Ast =1.2 in2 Ast 4 Pprov = bd pprov = 0.0071 pmin(fc, fy) = 3.4 fc if �3-�&�>200 fy fy fy 200 otherwise fy pmin( fc, fy) = 0.0033 pb = 0.85.0.85•fc 87000 l pmax = pb•0.75 fy 87000 t- fy� pmax = 0.016 Oflex = 0.90 Oflex•b•d2•pprovfy•I1 _ 0.59•pprov•fy� Mn ' _ fc 12 Mn = 105016 Ibs -ft >> Mu = 102000 Ibs -ft 2RB -3.MCD TM ,o GABLES EDGE TM CHECK DEFLECTION LIMITATIONS (A CI fall Height = SPan if Beam - Type =O Span if Beam - Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 = 13.1 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc . =cover t dstirrups _ cc = 2.4 inches 1000 smax 5S s0 - (2.5 -cc) smax = 9.1 inches clr width = b - (2.1.5 t dbars t dsticrups•2 ) clr width s -Prov = clr width = 3.38 inches (Nbacs - 1) - s _prov = 3.4 inches CHECK SHEAR OF BEAM Vu = 26700 Ibs K = Vu -d if Vu•d<1.0 shear . = 0.85 K = 1 Mu Mu 1.0 otherwise Vc = (1.9 -,Ffc t 2500- pprov•K)•b•d Vc = lVc if Vc53.5•b•d•J (3.5•b•d•Vfc) otherwise Vc =20644 Ibs Vst = Vu - Vc shear Vst = I Vst if Vst >O 0 otherwise Vst = 10767 Ibs Vstmm = 8•11f-C•b•d Vstmax = 74271 Ibs >> Vst = 10767 Ibs 2RB -3.MCD 2 GABLES EDGE Minimum Amount of Shear Reinforcement Reguired IF 1/26Vc <= Vu <= 6Vc 1.Oshear• Vc = 8774 Ibs Vu = 26700 Ibs Vc = 20644 Ibs 2 Av = 2.4 3.14•dstirrups2 smin = Av fY smin = 33 inches 50•b sreq = A V� d if Vst >0 smax = 24 if 2 >24 0 otherwise d otherwise 2 Vc =20644 Ibs Vu = 26700 Ibs smax = 11 inches sreq = 26 inches Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst =10767 Ibs 4•4fc•b•d = 37136 Ibs USE STIRRUPS AT 10 inches o.c. 2RB -3.MCD TM � 3 �l PROJECT:. 6 prpl yc--� F 06Ei Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 A ORDER. ee) v 0 �6 ENG: CHK. _ DATE- 7-?/) _nr, v "— - C�_ mss. • - �_ -o-�_� � __ -� -1� �"� - -� �; - .• j xl �- 362p4 Fr ,r7 Vot, LV 4- o LA) 2 j C- CD ( - S:-0 0 S PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 GABLES EDGE TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 2RB4 Beam-Type = 00 (USE "00' for SS, "10' for One end Continuous, "11" both ends continuous, "20" Span = 20 feet cantilever) Mu = 175000 Ibs -ft fc = 3000 psi BAR DATA Vu = 37600 Ibs fy = 60000 psi dbars = 8 in dstirrups = 8 in b =8 inches h =36 inches cover , = 2 in Nbars = 2 CHECK FLEXURE of BEAM d =h- (cover t dstimrps t- 2 • dbars ) d = 33.1 inches Ast = 4.3.14•dbars' -Nbars Ast =1.57 in2 pprov = Ast b•d pprov = 0.0059 pmin(fc, fy) = 3 N ffcc if fy fy fy 200 otherwise fy pmin(fc, fy) =0.0033 pb = 0.85.0.85•fc 87000 Amax = pb•0.75 fy 87000 t- fy) pmax = 0.016 Oflex = 0.90 flex b d2 pprov fy (1 _ 0.59- pprov•fy1 Mn = 1 fc l 12 Mn = 217667 Ibs -ft >> Mu = 175000 Ibs -ft 2RB -4.MCD �; 1'0 19 GABLES EDGE CHECK DEFLECTION LIMITATIONS TM (A CI (a)1 Height = 16 if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height. 12 =15 in CRACK CONTROL WIDTH LIMITS (A 110 6) cc = cover + dstirrups cc = 2.4 inches fs = 0.60• fs = 36 ksi 1000 smax ,= 40 - 2.5. cc) fs smax = 9.1 inches clr width = b - (2-1.5 + dbars t dstirrups• 2 ) clr width s -prov = clr width = 3.25 inches (Nbars - 1) s _prov = 3.3 inches CHECK SHEAR OF BEAM Vu = 37600 Ibs K = Vu -d if Vu.d <1.0 Oshear = 0.85 K =1 Mu Mu Vc = (1.9•� t 2500- pprov•K)•b•d 1.0 otherwise Vc = if Vc53.5•b•d•IvFf-C lVc (3.5•b•d•Vfc) otherwise Vc = 31503 Ibs Vst = Vu - Vc Oshear Vst = Vst if Vst >O I 0 otherwise Vst = 12732 Ibs Vstmax = 8• j•b•d Vstmax = 116117 Ibs >> Vst =12732 Ibs 2RB -4.MCD 2 /� GABLES EDGE Minimum Amount of Shear Reinforcement Required IF 1 /bVc <= Vu <= 6Vc 1.Oshear• Vc = 13389 Ibs Vu = 37600 Ibs Vc = 31503 Ibs 2 Av =2.4 3.14•dstirrups2 smin = Av fy smin = 33 inches 50•b Shear Reinforcement Required IF (Vc << Vu) sreq = A . •d if Vst >0 smax = 124 if 2 >24 Vst 0 otherwise I2 otherwise Vc = 31503 Ibs Vu = 37600 Ibs smax = 17 inches sreq = 34 inches Reduce Stirrup Spacing by HALF IF Vst >> 2 x Vc Vst = 12732 Ibs 4•j•b•d =58059 Ibs USE STIRRUPS AT 12 inches o.c. TM 2RB -4.MCD 3 PROJECT: 6 �g reG Fi0 6 E GapfoS, �,.. i _ Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER: ENG: CHK: _ DATE. PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 GABLES EDGE TM DESIGN SINGLE REINS, CONCRETE BEAM BEAM ID: 2RB5 Beam—Type = 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends contlnuous, "20" Span = 9 feet cantilever) Mu = 9000 Ibs -ft fc = 3000 psi BAR DATA Vu = 6000 Ibs fy = 60000 psi dbars = 8 ir in dsttups = 8 in b =8 inches h =12 inches cover = 2 in Nbars = 2 CHECK FLEXURE of BEAM d ' = h - (cover+ dstirrups t 2 • dbars I d = 9.3 inches Ast = 4 3.14- dbars2•Nbars Ast = 0.61 in2 rov = Ast Pp b•d. pmin(fc, fy) = 3 if 1 3 1 >200 fy otherwise fy pb = 0.85.0.85•fc ( 87000 1 fy 187000 t- fy) Oflex = 0.90 �flex•b- d2•pprovfy•il _ 0.59•pprov•fyl Mn = fc l 12 2RB -5.MCD pprov = 0.0082 pmin(fc, fy) = 0.0033 pmax = pb•0.75 pmax =0.016 Mn = 23204 Ibs -ft >> Mu = 9000 Ibs -ft ED] GABLES EDGE CHECK DEFLECTION LIMITATIONS TM (ACI 9.5(&11 Height = Sp6an if Beam_Type =O Span if Beam_Type =10 18.5 Span if Beam_Type =11 21 Span otherwise 8 Height -12 = 6.8 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc = cover+ dstirrups cc = 2.4 inches fs = 0.60• fs = 36 ksi 1000 smax = 5f0 — (2.5-cc) smax = 9.1 inches clr width = b — (2-1.5 t- dbars + dstirrups• 2 ) Or width s = clr width = 3.63 inches —prov (Nbars — 1) s _prov = 3.6 inches CHECK SHEAR OF BEAM Vu = 6000 Ibs K = Vu•d if Vu•d cl.0 Oshear = 0.85 K = 1 Mu Mu Vc = (1.9 -,[fc+2500- 1.0 otherwise pprovK)•b•d Vc = if Vc :53.5•b -d•,Ffc lVc (3.5•b•d•,ffc) otherwise Vc = 9286 Ibs Vst = Vu — Vc Oshear Vst = I Vst if Vst >0 0 otherwise Vst = 0 Ibs Vstmax = 8•4—fc•b•d Vstmax = 32644 Ibs >> Vst = 0 Ibs 2RB -5.MCD 2 ` GABLES EDGE Minimum Amount of Shear Reinforcement Reguired 1F 1/2$Vc <= Vu <= ibVc 1.Oshear• Vc = 3947 Ibs Vu = 6000 Ibs Vc = 9286 Ibs 2 Av = 2.1.3.14•dstirrups2 Av• fv smm = 50-b smin = 33 inches sreq = AVfy.d if Vst >0 smax = 24 if 2 >24 0 otherwise d — otherwise 2 Vc = 9286 Ibs Vu = 6000 Ibs smax = 5 inches sreq = 0 inches Reduce Stirrug_Spacing by HALF IF Vst >> 2 x Vc Vst = 0 Ibs 4.j•b•d = 16322 Ibs 2RB -5.MCD TM USE STIRRUPS AT 6/12 inches o.c. GZ 3 PROJECT: C PA-els �JV'Ci Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 ORDER: /.a 00 5 4 ENG CHK: DATE �'Z(% -05 e --> - �2 S x ii• y� 5 s p �,� law Lj 2- le a _ 63 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 PROJECT: 6)AC-,2> L &, S FZ6(5 LoU)fa e -Wis -t 1. 5-0 s' -F ORDER. '4- 1odvrz ENG. T� CHK: _ nATF 1) -'7-n _ns o = -- I lye - _ hOx)Z�33 pl 2�S6p1� te�;'-> Qp14 sv" PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825.1705 GABLES EDGE 1 TM 8" CMU WALL- 12.33' HIGH -LOWER Page INSPECTED MASONRY MASONRY WALL DESIGN fm =2500 psi Effective - height = 12.33 Feet P = 2051 plf M = 1140 Ibs -ft/ft t = 7.625 inches Fsa = 24000 psi Es = 29000000 psi Es d = 2 d = 3.81 inches _ n (900 -fm) n = 12.9 b =12 inches Allowable Stresses in Masonry Walls r = 2.60 Effective_height• 12 = 57 r Fba = 0.33 -fm R(Effective_height,r) _ 70•r `2 if Effective_height•12 >99 `Effective height- 12 r IEffective_height•12)21 _ otherwise L1 IL l 140•r Fba =825 psi Faa = 0.25• fin. R(Effective_height,r) Faa = 522 psi Applied Stresses in Masonry Check Axial Compression fa = P fa =22 psi b•t fa = 22 << Faa = 522 OK Check Flexural Stresses (Masonry and Steel) Try Steel: Ast = 0.44- 12 Ast = 0.165 in2 #6 at 32" o.c 32 _ Ast 0.004 P b -d p k = 2•p•nt- (p•n)2 -(p•n) k =0.262 j =1 -3 j =0.91 Fm = 2-M-12 Fm = 656 psi j•k•b•d2 fs = M-12 z Is = 23827 psi Fsa = 24000 psi p•j•b -d t0� GABLES EDGE CHECK COMBINED STRESSES (NO INCREASE due to wind,Kd =1) fa + Fm = 0.84 <<< 1.00 OK Faa Fba fs = 0.99 <<< 1.00 OK Fsa 2 TM" PROJECT: C-� Pr�� wFs P.� 6sF-' 5_ use 60P` °T - - ' e4 o T P 4 'PRO D - Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 $ V5 IF, c ,- Jt ORDER. ENG. _rm CHK. _ DATE. ? -10 -05 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax 305 825 1705 GABLES EDGE 1 TM 8" CMU WALL -9' HIGH -UPPER Page INSPECTED MASONRY MASONRY WALL DESIGN fin =2500 psi Effective—height = 9 Feet P = 455 plf M = 608 Ibs -itlft t = 7.625 inches Fsa =24000 psi Es =29000000 psi _ Es n n =12.9 d-2 d =3.81 inches (900-fin) b =12 inches Allowable Stresses in Masonry Walls r =2.60 Effective_height•12 =42 r Fba = 0.33•fm R(Effective_height,r) - / 70•r `2 if Effective _height•12 >99 lEffective_height• 12// r Effective_height• 12 )21 otherwise 140•r Faa =0.25•fm- R(Effective_height,r) Applied Stresses in Masonry Check Axial Compression fa = P fa = 5 psi b -t Fba =825 psi Faa = 570 psi fa = 5 << Faa = 570 Check Flexural Stresses (Masonry and Steel) Try Steel: Ast = 0.31.12 Ast = 0.116 in2 #5 at 32" o.c 32 P = Ast p = 0.003 b -d k= 2- pnt(p•n)2 -(p•n) k =0.225 j =1 -3 j =0.92 Fm = 2-M-12 Fm =402 psi j•k•b -d2 fs = M -12 fs = 17798 psi Fsa = 24000 psi P'j-b-d2 OK 61 GABLES EDGE 2 TM CHECK COMBINED STRESSES (NO INCREASE due to wind,Kd =1) fa Fm + — 0.5 «< 1.00 OK Faa Fba _ fs = 0.74 <<< 1.00 OK Fsa GABLES EDGE 1 TM 8" CMU WALL- 10.64' HIGH -LOWER Page INSPECTED MASONRY MASONRY WALL DESIGN fm =2500 psi Effective _height = 10.64 Feet P = 540 plf M = 849 Ibs -ft /ft t = 7.625 inches Fsa =24000 psi Es = 29000000 d = 2 d = 3.81 inches psi n = Es n = 12.9 (900• fm) b =12 inches Allowable Stresses in Masonry Walls r =2.60 Effective_height•12 =49 r Fba =0.33-fin R(Effective_height,r) _ (Effective 70•r 12 if Effective_height•12 >99 _ height- 12))I 1 r 1 - �Effective _height• 121J J 2 I otherwise 140•r Fba =825 psi Faa = 0.25•fn.R(Effective_height,r) Faa = 548 psi Applied Stresses in Masonry Check Axial Compression fa = P fa = 6 psi b•t fa = 6 << Faa = 548 OK Check Flexural Stresses (Masonry and Steel) Try Steel: Ast = 0.44.32 Ast = 0.165 in2 #6 at 32" o c _ Ast p b•d p = 0.004 k = 2•pnT(p•n)2 -(p•n) k =0.262 j =1 -3 j =0.91 Fm = 2•M• 12 Fm =489 psi j•k•b•d2 fs = M• 12 fs = 17745 psi Fsa = 24000 psi P'j•b•d2 (3w GABLES EDGE CHECK COMBINED STRESSES (NO INCREASE due to wmd,Kd =1) fa Fm <<< 1.00 OK Faa + — 0.6 Fba fs = 0.74 <<< 1.00 OK Fsa 2 TM PROJECT: 6,- -)'Pr U �--S rX- Er P Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. ENG: s� CHK. _ DATE: 2 ZCl •OS PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel. 305 821 1281 Fax 305 825 1705 GABLES EDGE 1 TM 8" CMU VVALL- 10.64' HIGH - LOWER -3 OPENING Page INSPECTED MASONRY MASONRY WALL DESIGN fm =2500 psi Effective - height = 10.64 Feet P =1528 plf M =2403 Ibs -ft.-ft t = 7.625 inches Fsa =24000 psi Es =29000000 psi _ Es n n =12.9 d= 2 d= 3.81 inches (900•fm) b =12 inches Allowable Stresses in Masonry Walls r = 2.60 Effective_height• 12 = 49 r Fba = 0.33 -fm ( 70• r z Effective-height. 12 R( Effective_height, r) _ if >99 Effective -height- 12 / r (1 I Effectrve_height -121 zj - otherwise L l 140•r J JJ Faa = 0.25 • fin• R( Effective_height, r) Applied Stresses in Masonry Check Axial Compression fa .= P fa =17 psi b•t fa 17 Check Flexural Stresses (Masonry and Steel) Try Steel: Ast = 0.44. 16 Ast = 0.88 in2 246 8 p =Ast P =0.019 b•d Fba =825 psi Faa = 548 psi << Faa = 548 k = 2•p•nt- (p•n)z -(p•n) k =0499 j =1 - k 3 Fm = 2-M-12 Fm =795 psi j•k•b•dz fs = M-12 fs = 10308 psi p•j•b•d z j = 0.83 Fsa = 24000 psi M a GABLES EDGE 2 TM CHECK COMBINED STRESSES (NO INCREASE due to wind,Kd =1 ) fa Fm t — 0.99 «< 1.00 OK Faa Fba _ fs = 0.43 <<< 1.00 OK Fsa o r- PROJECT- C NLf S F06-.f,- Add y, 8 /zo 260, >l 3 >e I /so 4q to Adel F—(6 Odd cuer�h Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No.07770 ORDER. '4 1ooaS6 ENG: CHK: _ DATE- 1 a -05 9g10 t PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax 305 825 1705 PROJECT: Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: 1000 �6 ENG: zM CHK: DATE: 2(Z�'� F�.tY�S �; - = F,2cc, c ✓1/} = ��. _ -31 C v FAzTu(2 64) -4-4 iri Z. Oil I us C- 29b0 At PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax- 305 825 1705 PROJECT- Afq &&S 1661 AJ 0-S 2 X f -IC _ = I,; T Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 �, -7 5 -F77 ORDER. ENG: CHK. _ DATE: -05 _ v 3 7v TA-L = 2 6 2 is o{ Z UsE 31 -g is a'FeIZ PEMBROKE PINES HIALEAH GAINESV -t 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 PROJECT: 6K6 Lf' e7 f W!� -57 Wpw Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 - ORDER. /0vo J D ENG IZA CHK. _ DATE -05 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 PROJECT: t F S F - ps -k . . �- 0 C X32. -I. ORDER. XfjS -6 ENG 7!1� CHK. _ DATE. 2 -05 321 plf. I "S ± VJAF PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel. 305 821.1281 Fax 305 825.1705 IrJ3 Civil and Strugtural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. ENG: CHK. _ DATE. �0 pshx1,33 0 x o61pl�. y /� 1 w: 0,0 39, /Y. = 42pL� PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel 305 821 1281 Fax 305 825 1705 PROJECT: r� 1 60 5 Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER. lew -n6 ENG slyl CHK. _ DATE. -OS t4u 1) 9'0,0 SP 3 Liu �r PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel: 305 821 1281 Fax 305 825 1705 Civil and Structural Consulting Engineers Quality Innovative Engineering Design ES No. 07770 PROJECT: �� GF �✓��a� ORDER.�'�D�U ENG: 7-/Yi CHK• _ DATE. TES S �fl, _r t-mot -up zp z,- 0" 72) 7-Ae, 7Z-= �- H, A l-Dy. Au&H 5-1 �-a - / 7-0 r 4050 T I/ At ha, -93 ,0., x D. --frx 04 V el %op "I,-,> -�(05D W- 0 PEMBROKE PINES HIALEAH GAINESVILLE 4694 Palm Avenue, Level 2, Hialeah, Florida 33012 Tel- 305 821 1281 Fax 305 825.1705 I 1 0 a, v�. k� °