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SENC-07-2088w. Inspection Date: 11/07/2007 Inspector: Rodriguez, Jorge Owner: ARMSTRONG, JUDITH Job Address: 29 102 Street NE Miami Shores, FL 33138- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Project: <NONE> Contractor: EXACTA TECH INC Block: maxi t Permit Type: Screen Enclosures Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060131650 Lot: Phone: (305)266 -2100 Building Department Comments CONCRETE PATIO AND SCREEN ENCLOSURE Passed Inspector Comments d c)7 c7 j, Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, November 6, 2007 Page 2of2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, .Florida 33138 Tel: (305 79 .2204 Fax: (305) 756.8972 lQ BUILDING CovekS PERMIT APPLICATION FBC 2004 OCT MOMIMM la 1 0 2001, j. BY: Permit No. S 277 Master Permit No. Permit Type (circle): Building Roofing Owner's Name (Fee Simple Titleholder) J U ;41 A- i ri %a Owner's Address 2 N E I City V ►1 o m, 0161-V.LS State R.:, Phone # 3 ©6 -75R- Q W 9 Tenant/Lessee Name Phone # Job Address (where the work is being done) a9 361 Q a- City Miami Shores Village County Miami -Dade Zip 3313? FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name EYACk, I ed i Contractor's Address H —t CEO E , 11-1- 1-f (1C_.. City (Y11' ► ` e a YYl State cL Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Phone # v05 a, a 16 o ePikor Architect/Engineer's Name (if applicable) Cn 1 t • • . ' Phone # Value of Work For this Permit $ (0-1 0 . ® Square / Linear Footage Of Work: 16;0 Sr Type of Work: ❑Addition ❑Alteration New El Repair/Replace Describe Work: COn c , -L ' /s� '1\ -ry) e flcfc,s l`\c, ❑ Demolition * * ***** ::**** * *** * ** * **** *: *** * * * **** Fees***** ******** *** **** * * *** **** * **** * * * * *** *** Submittal Fee $ Permit Fee $ 02 . , CCF $ 4.20 CO /CC Notary $ 5— Training/Education Fee $ AO Technology Fee $ 5 U"t Scanning $ 2-9 ° Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ n Structural Review. $ Total Fee Now Due $ 240 See Reverse side —* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Adc Tess City State Zip Application is hereby ade to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work w ill be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledg- • - e me this day of . , 20 b) , by A- • eiVI ,J G , who is personally known to. me or who has produced As identification and who did take an path. NOTARY PUBLIC ZV 917-0 "0" / Sign: Print: My Commission Expires: * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED (Revised 07/10/07) * Signature X' Contractor t The fore of + g ' nstrument was ackno ledged before e this 1C) day of 11 Ali I' , 20 (fl, by c:01( 1 J„C 9� 'i I ,t who is personally known to me or who has prr Dod d uced°' 1141 V TUXi' as identification and who did take0t4th. NOTARY PUBLIC: �pa'�' ( Sign: Print: My Commission Expires: syr *IY *Oo4 *ai N# WNW*** 6 ** ,=s o .4.OFIA, EXPIR LS: June 26,2010 (407) 388 -0153 Florida Notary Service.com PV/ sPie ******************* * **** * * **** * * ** ** ** ***** ***** ** Kt PTA .1/ olf/f7 Plans Examiner Engineer Zoning Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. SENC -10 -07 -2088 Issue Date: Not Issued OeSi .......................................... ............................... .......................................... ............................... .......................................... ............................... .......................................... ............................... Expires:Not Issued Folio Number:1132060131650 Owner's Name: JUDITH ARMSTRONG Job Address: 29 102 Street NE Miami Shores, FL 33138- Owner's Phone: Total Square Feet: 160 Total Job Valuation: $ 7,000.00 Contractor(s) Phone Primary Contractor Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 10/11/2007 : Yes Comments: COASTAL & NON - COASTAL ZONE ASCE 7 -02 146 MPH EXP. "CJ3 FLAT SPAN BEAM SCHEDULE BASED ON 10 PSF ROOF LOAD ACTING ALONE MARK SIZE Ti T2 TYPE MAX. BEAM SPANS AT GIVEN SPACINGS 5' -Cr 5' -6' 6' -0' 6' -6' 7' -0' 7' -6' 8'-O' Box Bm. 2 x 2 .045 .045 HOLLOW 6' -0' 5' -8' 5' -5' 5' -2' 5' -0' 4' -9' 4' -8' TYP. CROSS SECTIONS Box Bm. 2 X 3 .045. .045 HOLLOW 8' -0' 7' -7' 7' -2' 7' -0' 6' -8' 6' -5' 6' -2' Bon Bm. 2 X 4 .100 .045 LAP . " 13' -4' 13' -0' 12' -4' 13' -10' 11' -5' 11' -0' 10' -8' Box Bm. 2 X 5 .118 .050 LAP 18'- 5' 15'-8' 15'-0' 14'-4' 13' -10' 13'-4' t3'-0' 7 -1 Box Bin. 2 X 6 .120 .050 LAP 17-0' 18' -r 15' -r 14' -10' 14' -3' 13'-9' 13'-4' ■ T-2' Box Bin. 2 X 7 .220 M55 LAP 22'-0' 20' -10' 20'-0' 19' -2" 15'-5" 17' -10' t7 -3' Box Bm. ' 2 X 8 .224 J372 LAP 26' -5' 25' -2' • 24' -1' 23' -2' 22' -3' 21' -6' 20' -10' Box Bm. 2 X 9 . 306 .082 LAP 32' -8' 31' -1' 29' -9' 28' -7' 27' -6' 26' -7' 25' -9' Box Bet 2 x 10 .383 .092 LAP 35' -5' 38' -9' I 35' -1' 33'-9' 32' -5' 31'-4' 30'-4` MANSARD BEAM SCHEDULE COMBINED LOAD OF 7.4 PSF ROOF & 24.42 PSF WALL ACTING SIMULTANEOUSLY SNAP 7 ■1 BEAM - x Box Bm. 2 X 7 .220 .055 LAP 11F-5' 18'-5" 15' -2' 13•-9.' 12'-4' 11' -0• 9'-9' Box Bm. 2 X 8 .224 .072 LAP 25' -r 23' -3' 21' -10' 20' -5' 19' -0' 17' -I0' 16' -r Box Bm. 2 X 9 . 306 .082 LAP 32 -'3' 30' -3' 26' -5' 26' -9' 25' -3' 23' -10' 22 -6' T-2 Box Bm. 2 x 10 .389. .092 LAP . 35' -5' 36'-9' 35' -1' 33'-9' 32' -3" 30'-9' 29' -3' NOTE:. BEAM SPANS SWAN ABOVE WERE REDUCED TO C01IPETSATE FOR AXW. COMPRESSION LOADS. PURUN TABLE HEAVY U E INDICATES MAXIMUM SPAN FOR 4" GUTTER Z" BRACKET. NO OMIT TO 5' GUTTER MEGA BRACKET. }I di LAP-BEAM ' HOLLER/ MAXIMUM SPAN .... 7*- O' AS PURUN AND CHAIRRAIL: I 2 X 3 .045 .045 FELLOW MAXIMUM SPAN - B'- 0' AS PURUN AND CHNRRA9.. NOTE MAXIMUM SPACING DI" PURLINS • 84'. MAXIMJM AREA IN ANY PANE. x:.56 SG FT. MAXIMUM SPACING OF 2X2 CHNRRNLS "' 86' AVG. SPANS SHOWN ABOVE ARE CLEAR SPANS. 4" MAY BE ADDED To EACH SPAN SHOWN. MARK SIZE T1 T2 TYPE MAX. COLUMN HEIGHTS AT GIVEN SPACINGS . 045• 5'-O' 5' -6' 6'-0' 6' -6' 7' -0' 7'.-5' 8' -0' Box Col, 2 X 4 .100 .045 LAP 7' -1I' 7' -7' 7' -22' 6' -11' 6' -8' 6' -5' 6' -3' 2 X 2 PURLIN Box Co(. 2 x 5 .116 . D5D LAP 9' -2' 8' -B' 8' -4' 8' -0' 7' -8' 7 -5' 7' 3' Box Col. 2 X 6 .120 .050 LAP 9' -3' 8' -10' 8' -5' 8' -!' 7' -10' 7' -7' 7' -4' Box CAI. 2 x 7 .220 .055 LAP 12' -6' 11' -! I' 11' -5' 11' -O' 10' -7' 10' 3' 9' -l1' 043' Box Cot. 2 X .224 .082 LAP 15' -9' 15' -0' 14• -4' 13' -9' - 13' -3' 12' -10' 12' -5' 1 X 2 PATIO INN' NOTE' MAX SPACING OF CHAIRRAILS IS 66' SPANS SHOWN ABOVE ARE. CLEAR SPANS 4' MAY BE ADDED TO EACH S'P'AN SFKIWN. 2X3 AND 2X4 NON -LOAD BEARING 8071 COLUMNS MAY BE INCREASED AN ADDITIONAL 4 X TO THE HEIGHTS SHOWN ABOVE. ALL OTHER COLUMNS TO REMAIN THE SAME DESIGN CRITERIAI FLORIDA BUILDING CODE, 2004 U RUT AND SIDES SHALL BE COVERED WITH SCREEN CLOTH BEING 60X OPEN OR GREATER ONLY. 2) THE EXISTING STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LDADED SCREEN ENCLOSURE vatic DESIGN TEST LOAD 3) METAL STRUCTURES WITHIN 5 FT. OF SVIMMING POOLS SHALL BE GROUNDED PR N.E.C. 680-22 � LIVE 4) .ANCHORS TO CONCRETE & IVSONRY SHALL BE 3/8 X 3' ANCHORS OR APPROVED EOUAL TEST LOAD UNLESS OTFERVISE SPECIFIED. DEFLECTION LIMITATION. 5) CONSULT ENGINEER OF RECORD MR CONDITI034S EXCEEDING THESE SPECS. ALUMINUM ALLOY ASCE 7 -02 EXPOSURE 'C' WIND LOAD WIND LOAD LP R (' 14 24.42 PSF IN i OUT L OUT O 0.03 PSF 10.0 PSF 1 DOWN DOWN 15.0 PSF L/80 6063 -76 UNLESS OTFERWISE SPECIFIED CARRY BEAM TABLE canon snaucTuREAll C l' e-' g CARRY BEAM I ®Ilia& CLEAR SPAN O 2 X 7 CARRY BEAM MAX SPAN OF SCREEN ENCLOSURE CLEAR SPAN OF 2 X 8 CARRY BEAM MAX SPAN OF SCREEN ENCLOSURE SI 11111111111111111111111•1111111M1 SPAN CF ENCLOSI1E 10' - 0° *MAXIMUM 14' - 0' xHAXIMUII SCrIEEM mg -A _.--vim BEAM BOX BEAM INDICATES 12' - 0' 26' -S' ` 36' - 0' 34' -5' � �� 14' - Cr 17-4' 18' - 0' ES' -6' 16' - 0' 10' -9' 20' - 0' 16' -9' _ ` 2x22x3/16' ANGLES MGM 1 4 THRLIB01T5 2"X 2'X t /8' ANGLES. 2 1/4* THRUSOLTS AND 2-ORAOKET 3/r LAGS AS SHOWN I8' - 0' 5' -2' 22' - 0' 10' -7' *MAXIMUM SPAN SHOWN IN BEAM TABLE ABOVE. 8' THRUBOLTS. BRACKET ROOF BRACING LAYOUT .22' THICK vim 1/4' RADIUS USE 3/16'x 5* (DEPTH OF BEAM) PLATES ON ALL INTERIOR ROOF BRACES WHERE INTERIOR SPLICE PLATES DO NOT MST. 4' 1%4 RADIUS • SP£CAL U- BRACKET 35' USE 3/18"x 6 "x (DE M OF BEAM) PLATES ON ALL INTERIOR ROOF BRACES WHERE INTERIOR SPLICE PLATES DO NOT EXIST. 1 1/4 "x 1 1 /4`x 1/8" DIAGONAL WIND BRACING. 1185 MEMBER IS TO BE USED FOR ALL ROOF BRACING: 3 /IV PLOT OR MOLE ,,,M45 LOCATION. ° U- BRACKET MAY BE USED "Mitt? ' CORNER ROOF BRACE DETAIL ■ EX2X1 /4' STRUCTURAL ANGLES W/ 1/4" THRUBOLTS AND 3/8'x 3" ANCHORS AT EACH COLUMN. USE 1/4" ANCHORS BETWEEN COLUMNS ON 24" CENTERS. till( 1' SMS MAY BE USED IN OF THRUBOLTS. MAX #10X1 1/2'SMS.• 2 EACH SDE OF CCURAN. PLACED INTERNALLY. BOX COLUMN MIN. 8'X8' CONTINUOUS FOOTING W/ 1 *5 DETAIL OF ANCHORING TO FOOTING ANCHOR BOLTS TO EXTEND 1 1/4' BEYOND CHATT. D2 BRICK PAVEMENT SURFACES 4 1/2" 1/4"X 3' TAPCONS i .MAY BE USED AS FOLLOWS: 2 TAPCONS FOR UP TO 12'-0' SPAN 4 TAPCONS FOR UP TO 24' -O' SPAN. AT EACH COLUMN. AND 20' 01 CENTER BETWEEN COLUMNS. USE 2X2X1/8' ANGLES FOR SPANS UNDER FOR SPANS OVER 18', / 4 - 2X2X1/8" BASE ANGLES MAY BE USED AS SHOWN /9. IN PLACE OF 2 - 1/4" ANGLES ON COLUMNS SUPPORTING BEAMS. NOTE: COLUMNS ALONG END WALLS REQUIRE ONE PAIR OF 2X2X1/8' ANGLES UNLESS COLUMNS ARE 2XS OR GREATER. THEN TWO PAIR OF ANGLES ARE REOUIRED 1HEN USING 4 ANGLES, 1/4'X 3' ANCHORS MAY BE USED. REPRODUCTION AND APPROVAL OF THIS PLAN OR ANY PART THEREOF FOR CONSTRUCTION OR ANY OTHER USE SHALL ONLY BE DONE BY RAMMS ENGINEERING, INC. THIS PLAN IS INVALID UNLESS SIGNED AND SEALED BY ROBERT S. MONSOUR FOR EACH ?REMIT SUBMITTAL r P.E Na 11955 ./ 1241+01 Owl AS 8HC MIR 72' ( 2X3, 2X4, 2X5 AND 2X6 BOX BEAMS ) USE 1/8'X 2'X 8' STRAPS WITH 8 114 SUS TOTAL ( 3 EACH SIDE OF SPLICE ( 2X7, 2X8, 2X9 AND 2X10 BOX BEAMS ) USE 1/8"X 2'X 12" WITH 14 #14 SUS TOTAL (7 EACH SIDE OF SPLICE 3/16' X 1 1/4' STRAPS MAY BE USED N PLACE OF 2 STRAPS. O 0 0 o 0 0 0 p2�� typical 9" -1 7" BOX BEAM s- l 2 tYT 9" BOX BEAM ALL PLATES 6O' MAX. ) 3" AND 4' BEAMS. vM 3/16' PLATES WITH 1114 SNS AS SHDMK CUT PLATES TO FIT INSIDE OF BOX BEAMS AS SHOWN ITN DETAIL o 0 0 0 - 2z tYPIsal 9" --4 . . S" BOX BEAM 1X2X3/16" ANGLE 10' LONG AT EACH SCREEN ROOF BEAN. 010 S.)LS. THRU BRACE O 0 0 0 • 1 1/2' tYP AL r-� 4" BOX BEAM 3" BOX BEAM 4.1/4' MANSARD BOX BEAM SPLICE DETAIL --Ll 3/4" 10" BOX BEAM O ° 0 0-- 1 7/8' 0 0 TVD 1/4' THRU BD.TS OR 4 *14 SMS RISER X 12' MILE UN, ROOF PANEL 5" BOX BEAM / 2'X2'X1/8'ANGLE WITH 2 1110 SA.S. IN EACH LEG NSE ANAES MN YX 2`X 1/6' COLUMN 2'%31X1/8' ANGLE DN EACH SIDE STRUCTURAL GUTTER DETAIL. 1/4' THRU BOLTS STRUCTURW. GU11ER BEAN TVO 1/4' THRU 50115. V/ WASHERS 2X2 ROOF MEMBERS. 1 RPPL RATE 1YIT11 #10 SMS #1a X 1 1/2" SUS END WALL MU IN END WALL POST SPECIAL. z BRACIIET 7' LANG AT EACH AUANINL RAFTER FAMED 10 MCA MESH W 3 5/16'x 3' LAGS OVERLAP BEAN TO COLUMN AND FASTEN MTN 3 #14 SMS EACH SIDE AS SHOWN. USE 4 #14 SMS FOR 902 f. 902 ROX BEANS ) 3"X 4"X 1/8' PLATES WITH 4 #14. SMS AS SHOWN. BOX COLUMN 2X2 BRACE WITH 1/8' PLATES EA END WITH #14 SMS AS SHOWN. 2 %2X1/9' ANGLE W/ *14 SMS AND 3A`x 3 ANCHORS TYPICAL E AL ACI4 CORNER 2X2 SNAP AND 1X2 SNAP. CORNER DETAIL 2X2X1/B' ANGLES DOUBLE 202 WITH 3 /8"X 6" LAGS, 2 AT EA, COL AND AT 24' O.C. r �l! 1'X2- I/2'XI/16' '—" COVER PLATE K TES W1TH 110 5W. EXTRUDED GUTTER #td x 1 1/2' WS. DETAE_ 2`xrxl/9' WON 2 #14SMS IN EACH LEG BEAN TC COLUMN FASCIA CONNECTION FOR DOMES SPOOK Z BRACKET 7' LONG. 4' WIDE GUTTERS ONLY. CONTINUOUS 1X2 NEMER NTH #14 X 1 1/2' SMS 24' 0.0. ALONG GUTTER. t., FASfSA CONNECTION SPED .t. z- BRACIrT 6• LONG AT EACH AUMNUM RAFTER FASTENED 70 FASCM MM 3 */t6'% $ LASS • l 1DIVERTER EXTRUDED G 11/01t P #14 x 1 1/2' SMS OUTIER BOX BEAN R4DICATES 3/8'X 8" LAOS AT EACH SCAM LOCATION cw 1x2 HE'MBER ("NON. FASCIA 2MI 3/15' st r NOM FASCIA 5/16'X LAGS 4 AT EACH BEAM AND 12' 0.C.' STAB Ilr! 04111 RVse �,,.. -1 x 5'X 1/B' oR 1"X rx 1/8' CONTINUOUS MOLE WITH 1/4' THRUBOLTS .AS SHOWN. INDICATES 3/8"X 8' LABS AT EACH BEAM COVER PLATE WITH #10 SMS. KM SEAN z' FILLER *LOCK BEAN CONNECTION USE 2'x 2"x 3/18" ANGLES WITH 3/6' LAOS TO FASCIA AND 1/4' Tt0LT5 10 BEAM. MAX. 4' WIDE GUTTER MAY BE USED AS SHOWN ON BEAM TABLE SHEET #1 ( MAX. LOAD - 1100# ) GUTTER BRACE DETAIL 2 - 610 X 1 1/2' SMS EACH PtRL1N BOX BEAN BEAN CONNECTION USE 2"X 2'X 3/16' ANGLES 2'X 2'X 3/16'. ANGLE 3' LONG W/ 1/4' THRU BOLTS AS SHOWN. CBS WALL CONTNUOUS 1X2 TOP VIEW W 'IC' BRACE C@NE nom 2X2 PURLIN 1X2 PATIO 4 UDC #14X11/' INTO TRUSSES AID 114 x 2' SYS INTO ASgAS. 1 2X2 PLAINS BOX C UNN TYPICAL ELEVATION 2X2 'U' CHANEL W/ 1/4' THRU BD.TS 4' THRU BOLTS BOX COL K - BRACE DETAILS U-CHANNEL OPTIONAL 1/4' MN. THICKNESS 1'X 3'X 3/16' ANOLE. 7' LONG WITH 3-1/4' THRUBOLTS TO COLUMN. 1/4' THRUBOLTS 3/16' PLATES TO REINFORCE BOX COLUMN AT BRACES. REPRODUCTION AND APPROVAL OF THIS PLAN OR ANY PART THEREOF FOR CONSTRUCTION OR ANY OTHER USE SHALL ONLY BE DONE BY RAMMS OCINEERING, INC. TDP VIEW IT 'K' BRACE CDNN_CTIDN NOTE' LARGER PLATES MAY BE USED IF REQUIRED. ALTERNATE BRACE DETAILS TVD 3/8' LAGS TD FASCIA #14 SIAS MAY BE USED IN PLACE OF 11/4" THRUBOLTS ALTERNATE 1" FASCIA WITH 2" SUB FASCIA. *14 SUS AS SHOWN FOR CABLE BRACN6 AND 5' GUTTER DETALS SEE SHEET #3. 1/4' THRUBOLTS AS S**N. 3 1/2' X 8' X 1/8' PLATES THLS PLAN IS INVAUD UNLESS =FED AND SEALED BY ROBERT S. MONSOUR FOR EACH SUBMITTAL. 2x2x3/16' ANGLES W/ 1/4'x 3 ' ANCHORS AND #14 SEAS. USE 3/5' ANCHORS FOR 2x7 AND GREATER BEAMS.' BOX BEAM DETAILS 2•X2'X1/EI'ANGLE WITH 2 *14 SUS TD THE COLUMN and 1 /4'x 3' ANCHORS PORCH DETAILS, COLUMN i *10514524' a. a. TQ' AND BETTON 1/16' U CLIPS UIT14 020 X I' SINS AS SHOWN I a"+w"n R.S.M. RM Too AS SHOVIRN. RAIL 8 2 NMI SPECIAL Z BRACKET 7" LONG. 4" WIDE GUTTERS ONLY. .220.216 T.190 #14SMS #12SMS #10SMS 4" Z- BRACKET 1/8' ANGLE BRACKET WITH (9) 4114 X 3/4' SMS TO WALL MEMBERS EYE -BOLT WELDED CLOSED VITH DOUBLE NUTS LE COMPRESSI(N SLEEVES 1/8' STAINLESS STEEL CABLE TUP RAIL END NON LOAD BEARING WALL SQUARE FOOTAGE 1 -145 1 146 -273 1 274 -363 1 364 -416 1 417 -443 TOTAL USER .ff CAMS 11 I1f Fee 1_A 1 E VN1. 2 1 EA, END 4 2 EA. END 6 3 EA. END 8 4 EA, END: ID 5 EA. END CUT FR8M 1X5' ANGLE 6' SUPER BR (ET WITH (4) 3/8' X 21/2' LAG BOLTS TO FASCIA 1/8' STAINLESS STEEL CABLE 1/8' STAINLESS STEEL CABLE IOUBLE CI PRESS1I11SLEEVES QUANTITIES ABOVE ARE FER 3 , SIDED ENCLIIIRES, REFER 113 ENGINEER'S SITE SPECIFIC PLAN FOR 13T1ER CIBJDITENS, USE OME SET IF CABLES ON RETURN WALLS FIR SPANS OVER 16 FEET. 1/8' STAINLESS STEEL CABLE DOUBLE COMRESSIE+ISLEEVES r AS.TA A-36 STEEL CUP WITH (2) 3/8' X 3' SLEEVE MO RS TD, CDNCRETE DEC( ALTERNATE fri 4.700 ALTERNATE GUTTER SIZE. 3/8' SLEEVE ANDER THIS CLIP MY ALSO BE USED EN SIDE IT CIINCRETE SLAB. MAINTAIN 2' MIML EDGE DISTANCE. CABLE BRACING DETAIL 6' SUPER BRACKET WITH (4) 3/8' X 2 I/2' LAG BOLTS TO FASCIA 11 /4'X55/8'X1/8' FLAT BAR 2' X 3' X 1/4' ANGLE € EACH SIB OF RCOF BEAM VITH (4) 014 X 3/4' SMS TO ROOF BEAM AND (2) 3/8' X 8' LAG BOLTS t. (3) *14 X I' SMS TO GUTTER RIXF BEAM FASTEN SUPER GUTTER TD THE FEST STRUCTURE VITH 1/4'x 2 1/2' LAGS 20' III. NOTES VI-EN 1x2 PERIMETER MEMBER IS USED, USE 2 SETS OF 1/4' ANGLES. KIT' BEAM 2' NIi GNAL FASCIA SUPER GUTTER 5" GUI I ER BRACKET DETAILS. I trl wv 8 N CL 0 0 WOO RSM JUNE 4 1995 SHOWN o.. a • • :• •: *:* • Page 1 of 2 • %his: Lots ard 1 AN AM DE1 L R •Zthereoil2P Plat bok of. i'tkes OUdeLdblin ..... • 11, • • • OF .0, ge irbC *C • • e-st • • bed as: ck 12, • • • n in of Waco otx. I 15 Alley 14 8F.' o, 20' lj sso . C -CD C2/ 0' 14.111 "' ,1 1-**- 2340' rc,rzy. 4 Wag ".• INCx)D Ftrtice: cc24C. .57E'PAIS i---- 1". t sin 9.8811 -0 0.15 1 IT 0 -40d I 'kap. 8.3& :b 0 0,0 6/ WOOD pa wee' „;-.. -11114e 469 ciikatoal 4/c ' 13.84. 13 8(4 o TO co E. 40.) .4 4 3 ‚3' 0 SI G b• 0° \`1, V\ () L.3 ) I% ! tzrart.c.: 4' uJe44,4,1 WA. ( c ) 55 4-ol t5icleti_tc1114.. 1 o . PROPERTY OF; .Armstrong 2d A s?)ncilk• 4.1- tcl C. —+G-2."° o—r REET :,• Judy A. 4F. 111 0) 1144 0 Irti 0 0 cf =4. 0 0 a) rCI 0 tn rC:J C g 29 N.E. 102nd Street, Miami Shores, z 0 Not valid unless embossed with Surveyor's Seal. IMOMETMI I OCT 1 0 2001 L B Y: .. A BOUNDARY SURVEY I hereby certify that the survey repro!. rented hereon meets the minimum technical standards s 1 .forth - by the Bhard of Land Surve or pursue Section 472.0A Fla. atutes. Th re are no encro *fir erla es ments/ appear 'AS at r n sho Fla. Reg. Land rveyor No 17,(14t ,4. rnav4z. 0.9 LANNES and JkTet x I VP' L . B . # 20 9 8 - BEALE SMITH # 52 3 8 ENGINEERS - LAND SURVEYORS - LAND PLANNERS Vairtirditiaser Mailing address: P.O. Box 561131, Miami, Florida 33156 (305) 666-7909 DAT 12_ 1 8 SCALE 1 9 1 , 11 c>' DRAWN BY M erE. 9-24-03 Recertified", N4mes and Certified To revised and Flood Information and Zip Code added.RA/4/07724,11/NPY---5-8q 9-29-03 Names revised. DRWG.. NO 189-9956 152245 • 25-43 Variables Beam Designation = Width (B) = Height (D) = Web (T1) = Flange (T2) = Purlin Spacing = Stress Increase = Loading PSF = Deflection Limit = S = (B(D) ^3- 81(D1) "3) / 6(0) 0.9664367 ix =S *(012) 1.9328733 RAMMS Engineering Box Beam Design Alloy 6063 - T6 402 = 2 = 4 = 0.045 = 0.1 = 72 = 1 = 10 = 80 = Ry = (ly / A) :`.5 0.7815156 Aluminum Construction Manual Spec #2 - Tension in Beams (6063 -T6) Ft = 15 KS1 Spec #14 - Compression in Beams, Purlin Spacing = B1= 8 -2(T1) = D1 = D - 2(T2) = (Span / Deflection Limit) A= (B *T2)2 +(D1 *T1)2 = 0.l.1- Sy = (D(B) ^3- D1(51 ) `3) / 6(B) , = G.4vV 7 A, iy= Sy *B /2) 0.4601742 72 Inches 'Lb *Sc /ly= 151.21109 15' 21109 145 and 2340 Therefore 15.7 � 1 ! * S Ilyr ,.. , � > � < era "cre -b - - .1 -�;�Lb ...c.,y; -c Fb = 14.966152 KSI Spec #16 - Compression in Components of Beams 31/T2 = 15.1 15.1 <= 24 Therefore Fb = 15000 PSI Fb= 15 KSI Spec #18 H/T = 75.555556 " 75.555556 > 51 and < 90 Therefore Fb = 27.9 - .155(D1/T1 14.9666152 KSI Governs Fb = 16.188889 KSI Stress ! ncrease = Maximum Mcrnent = Min Ft-, * S * Stress incraase 1.91 3.8 151.21109 151.21109 Fb = 16.7 - 151.21109 15.1 14.460833 i< -In. 402 Box Beams At 4'- 0" Spacing L = ((8 x 1000(Moment)) I W(12)) ".5 • Deflection = 5wL ^4 / 384E1 Uniform Load (w) = L = Maximum Allowable Span = 40 15.526235 Ft 14.768987 Ft 14.768987 Ft At 4'- 6" Spacing L = ((8 x 1000(Moment)) / W(12)) ".5 Deflection = 5wL "41 30 :E1 Uniform Load (w) = L = Maximum Allowable Span = 45 14.638275 FL 14.200377 .Ft t 14200377 Ft At 5'- 0" Spacing L = ((8 x 1000(Moment)) / W(12))".5 Deflection = 5wL "4 / 3848 Uniform Lead (w) = Maximum Allowable Span = 50 13.887087 Ft 13.;1;3'3 13.710313 Ft At 5'- 6" Spacing Uniform Lead (w) = L = ((8 x 1000(Moment)) / W(12)) ".5 Deflector: = 5wL "4 / 3848 L Maximum Allowable Span = 13.240818 Ft 13.2 81562 Ft 13.240318 Ft At 6'- 0" Spacing Uniform Load (w) = L = ((3 x 1 CCC(Mcment))1 W(12))-t.5 Deflection = 5wL "4 / 384E1 L = Maximum Allowable Span = 60 12.67r1 18 Ft 12.901899 Ft 12.677118 Ft At 6'- 6" Spacing Uniform Load (w) = L = ((8 x 1000(Moment)) 1 W(12)) ^.5 = Deflection = 5wL "4 / 384E1 L = Maximum Allowable Span 65 12.179781 Ft 12.562216 Ft 12.179781 Ft At 7'- 0" Spacing Uniform Load (w) = L = ((8 x 1000(Moment)) I W(12)) ".5 = Deflection = 5wL "4 / 384E1 L = . 70 11.73673 Ft 12.255697 Ft Maximum Allowable Scan = 11.73673 Ft RAMMS Engineering Box Column Design Alloy 6063 - T6 Variables Column Designation = 205 Max Bending Stress (Fb) = 14.5 KSI Max Axial Load = 506 # . Width (B) = 2 In B1 = B - 2(T1) = 1.9 Heigth (D) = 5 In D1 = D - 2(T2) = 4.768 Web (T1) = 0.05 In Flange (T2) = 0.116 In Chairail Spacing = 60 In Stress Increase = 1 % Loading PSF = 18 PSF Deflection Limit = 60 (Span / Deflection Limit) S = (B(D)"3- B1(D1) ^3) / 6(D) A = (B * T2)2 + (D1 * T1)2 1.468325 = 0.9408 Ix = S * (D / 2) Sy = (D(B) "3- D1(B1) "3) / 6(B) = 3.670812 - = 0.608024 ry = (ly / A) ".5 Iy = Sy * (B / 2) 0.803918 = 0.608024 Aluminum Construction Manual Spec #7 - Compression in Columns L /r= 74.63449 74.63449 > -9.5 and < 78 Therefore Fc = 14.2 - .074(Ur) Fc = 8.677048 KSI Spec #9 - Compression in Components of Columns B1/T2 = 12.93103 12.93103 <18 Therefore Fc = 13500 PSI Fc = H/T = 87.36 87.36 > 39 Therefore Fc = 410/D1/T1 13.5 KSI Fc = 4.693223 KSI 4.693223 KSI Govems 205 Box Columns Stress Increase = 1 At 4'- 0" Spacing P /AJFc + M/S/Fb <= 1.00 * Deflection = 5wLA4 / 384E1 Uniform Load (w) = 72 1 L= L= 13.21153 Ft 16.54852 Ft Maximum Allowable Span = 13.21153 Ft At 4'- 6" Spacing P /A/Fc + M /S/Fb <= 1.00 * Deflection = 5wLA4 / 384E1 Uniform Load (w) = 81 1 L= L= 12.45595 Ft 15.91139 Ft Maximum Allowable Span = 12.45595 Ft At 5'- 0" Spacing PIA/Fc + M /S/Fb <= 1.00 * Deflection = 5wLA4 / 384E1 Uniform Load (w) = 90 1 L = L= 11.81675 Ft 15.36228 Ft Maximum Allowable Span = 11.81675 Ft At 5'- 6" Spacing P /A/Fc + M /S/Fb <= 1.00 * Deflection = 5wLA4 1384E1 Uniform Load (w) = 99 1 L= L= 11.26683 Ft 14.88189 Ft Maximum Allowable Span = 11.26683, Ft At 6'- 0" Spacing P /AJFc + M/S/Fb = 1.00 * Deflection = 5wLA4 / 384E1 At 6'- 6" Spacing Uniform Load (w) = 1 L= L= 108 10.78717 Ft • 14.45646 Ft Maximum Allowable Span = 10.78717 Ft P /AiFc + M/S/Fb <= 1.00 * Deflection = 5wLA4 / 384E1 Uniform Load (w) = 117 1 L= L= 10.36398 Ft 14.07585 F Maximum Allowable Span = 10.36398 F J