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530 NE 96 St (2)MIAMIOADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION . NOTICE OF ACCEPTANCE (NOA) PGT Industries P.O. Box 1579 Nokomis, FL 34274 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The donation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction: BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series FD-101 Outswing Aluminum French Door w/ Siddites - Impact APPROVAL DOCUMENT: Drawing No. 972, titled "Aluminum French Door w/ Sidelites ", sheets 1 through 8 of 8, prepared by manufacturer, dated 7 -12-99 and last revised on 01- 17-03, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section ofthis NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors \\;) and shall be available for inspection at the job site at the request of the Building Official. This NOA revises & renews NOA # 02-0902.01 and, consists ofthis mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. MIAME DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 140 WEST FLAGLER STREET, SUB'S 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) A. DRAWINGS 1. Mamifacturer's die drawings and sections. (transferred from file# 02- 0702.01) 2. Drawing No. 972, titled "Aluminum French Door w/ Sidelites", sheets 1 through 8 of 8, prepared by manufacturer, dated 7 -12 -99 and last revised on 01- 17-03, signed and sealed by Robert L. Clark, P.E. • B. TESTS (transferred from file# 02- 0702.01) 1. Test report on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Water Resistance Test, per PA 202.94. 4) Forced Entry Test, per SFBC .3603.2 (b) and PA 202-94 5) Large Missile Impact Test per SFBC and PA201 -94 6) Cyclic Wind Pressure Loading per SFBC and PA203 -94 along with marked -up drawings and installation diagram of an aluminum out swinging French door w\ sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT4.2067, dated August 12, 1998, signed and sealed by Gilbert Diamond, P.E. 2. Additional test report on (submitted for hardware & glazing qualification) 1) Air Infiltration Test, per PA 202-94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Large Missile Impact Test per SFBC, PA201 -94 4) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 5) Water Resistance Test, per PA 202 -94. 6) Forced Entry Test, per SFBC 3603.2 (b) and PA 202-94 along with marked -up drawings and installation diagram of an aluminum out swinging French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2612, dated September 29, 2000; signed and sealed by Aldo P. Gonzales, P.E 3. Additional reference test reports FTL -1973 & FTL -2241 per PA201, 202 &203, issued by Fenestration Testing Laboratory, Inc., dated March 19, 1998 and January 14,1999, signed and sealed by Gilbert Diamond, P.E. C. CALCULATIONS 1. Glazing capacity Calculations per ASTM -1300, dated 01 -17 -03, prepared, signed and sealed by Robert L. Clark; P.E. 2. Anchor Verification Calculations dated 07 -12 -99 and revised on 1- 14-00, prepared, signed and sealed by Robert L. Clark, P.E. (transferred from file# 02- 0702.01). E -1 154 1•C..444.t, -.. Wag L P$ Product Control Examiner Product Control Division NOA No 02- 0927.13 Expiration Date February 13, 2008 Approval Date February 13, 2003 PGT Industrial NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) D MATERIAL CERTIFICATIONS (transferred from file# 02-0702.01). 1. Notice of Acceptance No. 00- 1212.04 issued to E. I. DuPont DeNemours. for "Butacite PYB ", dated 02/15 /2001, expiring on 12/11/2005. 2. Notice of Acceptance No. 01 -0205.02 issued to Solutia, Inc. for "Saflex /Keepsafe Maximum", expiring on 05/21/06. 3. Notice of Acceptance No. 96- 0527.01 issued to Monsanto Chemical Co. for "Laminated Glass with Saf lac PVB Baterlayee, dated 01/09/97, expiring on 01/09/00. (transferred from file#99- 0128.01) E. STATEMENTS (transferred from file# 02- 0702.01). 1. Statement letter of conformance, dated July 12, 199, signed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated July 12, 199, signed by Robert L. Clark, P.E. 3. Letter of compliance, dated August 12, 1998, prepared by Fenestration Testing Laboratory, Int., signed and sealed by Gilbert Diamond, P.E. 4. Addendum letter, along with marked up drawing of reinforcement (sidelite) dated 2 -3 -2000, issued by Fenestration Testing Laboratory. 5. Letter of compliance, dated September 28, 2000, prepared by Fenestration Testing Laboratory, Inc., signed and sealed by Aldo P. Gonzales, PE 6. Revision request letter dated April 13, 2001, issued by PGT Industries, signed by Robert L. Clark, P.E. 7. Meeting Summary dated January 26, 1999, issued by BBCO 8. Revision request letter dated April, issued by PGT Industries, signed by Robert.L. Clark, P.E. • D. OTHER 1. • This NOA revises & renews NOA 02-0702.01. 2. Manufacturer's "Quality Operation Procedure ", submitted per meeting summary dated January 26, 1999( Note: This series FD-101 door- is related to file 98- 0506.02, requiring strict manufacturing quality procedure to be followed.) 3. Prior related file NOA(s) 01- 0417.06 & 98- 0506.02. E -2 k c,i1 • L�r44 Ishaq L da, P.E. Product Control Examiner Product Canal Dividon NOA No 02-0927.13 Expiration Date: February 13, 2008 Approval Date: February 13, 2003 98 MAX. 85 1/e MAX. DAYLIGHT OPENING TYP. 8.500 MAX. 38.125 MAX. 33 3/8 MAX.® DAYLIGHT OPENING 4.000 4.000 4 "'lli 4.000 -� 4.000 25' MAX. DAYLIGHT --+ OPENING A CTIVE 39.500 1 ( 4 4.000 .000+ 4.000 oxxo 71.750 MAX. 25' MAX. At •• - DAYl1GiT OPENING 13.50 F ._ MAX. 4.000 + "" / Toucans 1/4' Tapa or 5 114 Soma Req'd at thla Looatfon. Top & tom. .000 4.000 � - 4.000 4.000 38.125 MAX 33 3/8 MAX. DAYLIGHT OPEMYNG J ARGE MISSILE IMPACT D00R$ 1.) GLAZING OPTIONS: (SEE SHEET 3 FOR GLAZING DETAILS) OPTION 1 - .402 (3/8) LAMINATED (3/16' HEAT STRENGTHENED, .090 INNER LAYER, 1/6" ANNEALED OPTION 2 - .402 S J/8) LAMINATED (3/16 HEAT STRENGTHENED, .090 INNER LAYER 7/8' HEAT STRENGTHENED OPTION 3 - 7/l8 L4UTANTED (3/16" HEAT STRENGTHENED, .090 INNER LAYER, 3/16' ANNEALED OPTION 4 - 7/16' LAMINATED (3/16' HEAT STRENGTHENED, .090 INNER LAYER, 3/16" HEAT STRENGTHENED 2.) DESIGN PRESSURE RATING: (SEE TABLES SHEET 2) 3.) ANCHORS: DOOR M4X. FROM CORNERS: 6.500 (HEAD & SILL) MAX. FROM CORNERS: 6.000 (JAMBS) MAX. SPACING AT HEAD & SILL: 13.500 PAX. SPACING AT ,LAMBS: 21.000 4.) SHUTTER REQUIREMENT: SHUTTERS NOT REQUIRED. 5.) REFERENCE TEST REPORT: F7L -2087 6.) SEALANT TO BE APPLIED AROUND THE FRAME CORNER & PANEL CORNER SEAM. 13.250 MIME Wt:. TYPICAL T 21.000 MAX. 13.80 MAX. I --y L 6500 21.000 MAX. 13.250 HINGE LOC. 7 8.000 TYPICAL 8.000 47.875 HINGE LAC. TYPICAL 14 1 11 Robert L Clock, P.E. PE 139712 Structural 98 MM. 85 1/8 MAX. DAYLIGHT OPENING TYP. 8.500 ANCHORS ARE GYP. IN HEAD a SILL 38.125 MAX. 33 3/5 MAX. OPENING OPENING _.1T3.50 J MAX 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. 90X 1529 NOKOMIS, FL 34274 2 POINT LACK OPTION 39.500 4.000 �I 4.000 4.000 oxo 37.500 MAX. 38.125 MAX. - 25' MM. 33 3/8 MAX. OPENING OPENING N - OPENING � 13.50 MAX. / �I F� 4.000 1 - 4.000 4.000 4.000 13.50 MM. 8.000 21.000 MAX. 1 1 21.000 MAX. 1 8.000 I� +I {-� 8.500 MOM MPOLIVID nmO/Ptx Ibirlr /MMa % j Lavinia 1444 Dawn F.K. 8/20/01 8-PER LETTER 8/17/01 D. B. 7/ 12/99 E OXXO & OX0 ALUMINUM FRENCH DOOR W/ SIDELITES ro d r f NTS Sliest a 8 Drawing w 972 COMPARATIVE ANALYSIS TABLE 1. - GLASS OPTION 1 3/15" Heat Strengthened, .090 Inner Layer, 1/8" Annealed MPARATIVE AtiALYSIS TABLE 2. - MASS OPTION 2 3/16" Heat Strengthened, .090 Inner Layer, 1/8" Hest Strengthened COMPARATIVE ANALYSIS TABLE 3. - GLASS OPTION 3 • 3/16" Heat Strengthened, .090 Inner Layer, 3/18" Annealed Qty. 01 Stabs 81dNIN Width Max. Door Widths Hellhta Qty, of 81at SIdailto Max. Door Widths Heyhb Qty. of Slabs SWAM Width Max. Door Widths Nal to 79.750 83.750 87.750 91.750 95.750 79.750 83.750 87.750 91.750 98.76 79.750 83.750 87.750 91.750 95.760 O X O 1 22.000 37.500 -76.0 -75,0 -72.5 -70.2 -88.8 1 0 x 0 1 _ 37.800 -75.0. -76.0 -75.0 -76.0 -75.0 0 k 0 1 22.000 37.500 -7 5. 0 -78.0 -75.0 -75.0 -75.0 75.0 75.0 72.6 70.2 68.8 75.0 75.0 75.0 75.0 76.0 76.0 75.0 76.0 75.0 76.0 1 28.000 37.500 -74.7 -73.2 - 70.8 -08.6 -87.1 1 37.500 -75.0 -75.0 -75.0 -76.0 •76.( 1 28.000 37.500 -75.0 -75.0 -75.0 -75.0 -75.0 74.7 73.2 70.8 68.5 87.1 75.0 75.0 76.0 75.0 75.0 75.0 75.0 75.0 76.0 76.0 1 30000 37.600 •84.7 - 83.2 - 81.0 -59.0 -58: 1 1 � 37.600 -75.0 -75.0 -78.0 -75.0 -75.( 1 30.000 37.500 -75.0 -75.0 •75.0 -75.0 -75.0 64.7 83.2 81.0 59.0 68.2 76.0 76.0 76.0 75.0 75.0 76.0 75.0 75.0 76.0 75.0 1 33.000 37.500 -06.4 - 63.5 - 51.8 -50,1 -48.( 97.600 -75 -75 -75 -75 -75 1 33.000 37.500 -75.0 -75.0 -75.0 -74.7 -72.6 55.4 53.5 51.8 60.1 48,9 76.0 75.0 75.0 75.0 76.0 75.0 75.0 75.0 74.7 72.8 1 36.125 97.500 -48.9 -47,5 -45.4 - 43.4 -41.( 1 37.800 -75.0 -76.0 -75.0 -75.0 -75.( 1 38.12b 37.500 -70.0 -07.9 -86.7 -03.1 •60.4 48.9 47.5 45.4 43.4 41.8 75.0 78.0 75.0 76.0 75.0 70.0 87.9 88.7 I. 53.1 80.4 0 X X O 2 22.000 71.760 -75.0 -75.0 -72.5 -70.2 -68.F 1 0 K M 0' 2 / ?2.000 71.780 , -76.0 -76.0 -75.0 -75.0 -75.( ( 0 k M 0 1 2 22.000 71.780 -75.0 -75.0 -76.0 -75.0 -75.0 75.0 75.0 72.5 70.2 58.8 78.0 75.0 75.0 76.0 75.0 76.0 75.0 76.0 76.0 75.0' -74.7 -73.2 -70.8 -08.5 -87.1 . _ -76.0 -76.0 -76.0 -76.0 -75.0 2 28.000 71.760 -75.0 -75.0 -76.0 -75.0 -75.0 74.7 73.2 70.8 68.5 67.1 75.0 75.0 75.0 75.0 75.0 75.0 76.0 75.0 75.0 75.0. 2 30.000 71.750 -84.7 -03.2 -01.0 -69.0 -58.2 2 30.000 71.780 -76.0 -75.0 -75.0 -75.0 -75.0 2 90000 71.750 -75.0 -75.0 -78.0 -75.0 -75.0 84.7 63.2 81.0 59.0 58.2 75.0 75.0 75.0 75.0 75.0 76.0 78.0 75.0 75.0 75.0 2 33.000 71.750 •55.4 -63.5 -51.8 -60.1 -48.9 2 33.000 71.760 -76.0 -75.0 -75.0 -75.0 -75.0 2 33.000 71.780 -75.0 -75.0 -75.0 -74.7 -72.8 65.4 63.5 51.6 50.1 48.9 75.0 75.0 76.0 75.0 75.0 78.0 75.0 75.0 74.7 72.8 -48.9 -47.5 -45.4 - 43.4 -41.8 -76.0 -75.0 -75.0 -75.0 -75.0 2 38.125 71.750 - 70.0 -87.9 -05.7 -03.1 -00.4 48.9 47.6 45.4 43.4 41.8 76.0 75.0 75.0 79.0 75.0 70.0 87.9 85.7 63.1 80.4 COMPARATIVE ANALYSIS TABLE 4. • GLASS OPTION 4 3/18" Heat Strengthened, .090 Inner Layer, 3118" Heat Strengthened Qty. Of 81ds8ts Max. Door Hell hts NOTES: 1. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND Blebs Width Widths 79.750 83.760 87.750 91.760 95.750 GLASS TABLES ASTM E 1300 -98. 1 22.000 37.600 7b.0 -78.0 -76.0 -75.0 -75.0 2. POSTNE DESIGN LOADS BASED ON WATER TEST PRESSURE AND 78.0 75.0 75.0 76.0 76.0 GLASS TABLES ASTM E 1300 -98. 1 28.000 37.500 -75.0 -75.0 -75.0 -76.0 -76.0 3. GENERAL: 0/0 - DAYUGHT OPENING o 75.0 75.0 76.0 75.0 75.0 ® 0/0 HEIGHT - DOOR HEIGHT - 10.875" X 1 30.000 37.600 -75.0 -75.0 -75.0 -75.0 -75.0 0/0 WIDTH SIDEUTE - SIDE LITE WIDTH - 2.750" RONKY samwmo =BMW �� s Awrter 1 latiaj O 75.0 76.0 76.0 75.0 76.0 D/0 WIDTH PANEL = PANEL WIDTH - 12.500" 1 33000 37.600 -75 -76.0 -78.0 -75.0 -76.0 76.0 75.0 75.0 76.0 75.0 1 38.125 37.600 75.0 76.0 -75.0 -75.0 78.0 75.0 75.0 76.0 76.0 76.0 T • • l o e 7/03 - �- o-L100 DOES & ADD IVE 3 Ra"nrnnn 2 22.000 71.750 -75.0 -75.0 -75.0 -75.0 -78.0 v Robert Clark. P.E. PE 039712 Structural F. ( .K. 78.0 76.0 75.0 75.0 75.0 2 28.000 71.750 76.0 -75.0 78.0 76.0 75.0 W F.K. B 0/ _ 4 LETTER 8/17/01 75.0 76.0 75.0 75.0 75.0 j• f 7 ;_ Drum A 7 12/99 0 2 30.000 71.780 -76 75.0 -75.0 75.0 -76.0 76.0 -78.0 75.0 -75.0 75.0 L oe DESIGN PRESSURE TABLES, OXXO & 0X0 2 33.000 71.760 7b.0 7.0 -75.0 75.0 .0 -75.0 75.0 .0 -75.0 76.0 .0 -75.0 6.0 7.0 no7o ECHN OLO oNNC N0KO R 34275 ALUMINUM FRENCH DOOR W/ SIDELITES 2 *125 71.750 - 760 78.0 _ -75.0 75.0 -75.0 75.0 -75.0 75.0 -75.0 75.0 P.O. Sox 134e ►��. n 34274 Fo - 101 same: NTS SHE 2 « 8 DevWp Ns 972 Mr D QQ8 IF 3/18" HEAT STRENGTHENED 3/18' HEAT STRENGTHENED .090 INNER LAYER (SEE NOTE) .090 INNER LAYER (SEE NOTE) 1/8' ANNEALED 1/8" ANNEALED GLAZING OPTION 1 .402 (3/8) LAMINATED 3/18" HEAT STRENGTHENED .090 INNER LAYER (SEE NOTE) 3/18" HEAT STRENGTHENED .437 SIDELITES rn I =I . 437 • SIDELITES GLAZING OPTION 4 7/16" LAMINATED 3/18" HEAT STRENGTHENED .090 INNER LAYER (SEE NOTE) 3 /19" HEAT STRENGTHENED REFERENCE TEST REPORT. F7L -2067 3/18" HEAT STRENGTHENED -..] .090 INNER LAYER (SEE NOTE) 1/8" HEAT STRENGTHENED GLAZING OPTION 2 .402 13/8 ") LAMINATED NOTE INNER LAYER AIRY BE DUPONT BUTACITE PVB OR S4FW( /KEEPSAFE MAXIMUM. Robin L P.E. 12 PE Structural 3/18" MEAT STRENGTHENED .090 INNER LAYER (SEE NOTE) 1/8" HEAT STRENGTHENED SIDELITES PA. 80X 1529 NOKOMIS, FL 34274 Tau IF 3/18" HEAT STRENGTHENED 3/18' HEAT STRENGTHENED .090 INNER LAYER (SEE NOTE) 090 INNER LAYER (SEE NOTE) 3/16" ANNEALED 3/18" ANNEALED GLAZING OPTION 3 7/16" LAMINATED Rand By: Gab: *Aglow F.K. 1/17/03 D -NO CHO THIS SHT Rand By: 0 RaWt n F.K. 919/02 C ADD 7/16 GLASS F. K. B/20/01 8 LEITEe B/17/01 Dream %' Dag.. D.B. 7/12/99 DaaatoRon: GLAZING DETAILS SIDELITES 1070 NOK ' MISiS . FL 342775 ALUMINUM FRENCH DOOR W/ SIDELITES $.1 4bdaE Scalia Shish &pill; Na not FD —tD1 NTS 3 of 8 972 0 EXTERIOR INTERIOR EXTERIOR 1 3.100 n _ alttaff OINNINO AMOR MAX OPOPC ■z INTERIOR HORIZONTAL SECTION HORIZONTAL SECTION .OQ REFERENCE TEST REPORT: FTL -2067 .37.500 OUTSWINQ PANEL 82 G w. 71.750 OUTSWINQ 1.480 L 33 3/8 wx. SEE SHEET 3 FOR ANCHORS ROUGH OPENING .890 Robot L. parr, P.E. PE #39712 Structural --I .830 ROUGH OPENING 96.000 OUTSWINQ 1070 TECHNOLOGY OW NOKONIS, FL 34279 P.O. BOX t529 NORMS, it 34274 SEE SHEET 3 FOR ANCHORS 4.000 4.000 Rood Br 00N: F,K 1f 17/03 Rwm K d � s/. 02 F.K. 3/20/01 Pawn 0.8. r1 2/99 ar.noon.: 0—NO CHG 11118 8117 C —NO CNC 171IS SHT ReNsiony PER LAMA 8/17/01 SIDELITE EE SHEET 3 FOR ANCHORS .250 Max. 71 Shim 1 1.479 5.459 3.000 � I N S 3.100 --4 85 1/8 GAMOW O .750 T- oz.ls SEC TIONS ALUMINUM FRENCH DOOR W/ SIDELITES srn So.r: 5,..t FO -101 NTS 4 of 8 I No. 972 D Robert L P.E. 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I:df•.r•:: IT/A .;:%•Vo:rsa•:a� 'i- ifii►r•tt6�f• M 1! rr• t_:: irnal ..,I1:;021- MAW Miari � * 1) r. :1M1 r::i 1 •:MM•■MINori/lIr-•• +f►:7!i• 1.•1rRid' !••?^— x4414,1=14 7tLRi ?c1�a;'L(1fP11[_��L•► •tI7F91•.aUr T S7: GIt .111177/7.?: : rsMO IL=1L.11 sr r- taurmr.Tkerxm■irmolir ■37E1.a4tl :bLL`!l:»I Giniam TiE mommit`al Gtaer•:SI- ■► 7R: FH 7E7— ts1 111 •M� x..=11 ,7 77417,11Z , 1172E 11E7Gf'f"1t1.:L• u=NZI !%,T.9 WON 6{?5.1- F — :uh.yt:llTa:fy41111 F + •CF>1Fv "•7?!11�►:TLI= brT` :1G"i ii•TI I3 rllrl =GTSn_'7 • 01Y. •• •r t31 FL:C21 /S ..>tl di ' tltt•IEL1 7_T;t71,tay .Winn ILI 1:mgmda■■►I•_t %a E'I.Ire z.:.• r, ,4tlrHiwl MUNI Sl_•Y_l • .1>*i lA[ lkii :F1"J— ; •C1Et1 t.!•:❖ L5y1,:C?[1.itl<e *.4 2t•1A 1°l.!!l1fika.1•r1NIKO/ LFi Vine !•77=16lt4J/1.14EI fL3t!d.Zt7 117 Q011 MEEKliMIa gtr•^aLEI1s 1 7i1174:. r*S •c 17711= - �i■� t:ivmf ..r* 7, t1A71 NOTES; 1. QTY'S IN BRACKETS ARE FOR OX0 CONF7GURATION 2. REFERENCE TEST REPORT: F7L - 2057 1070 7ECNNOLOOY DRIVE NOKOMIS, FL 34275 P.O. BOX 1522 NOKOMIS. FL 34274 Rnad By: Dab: ft. I/17/03 F.K. �. F.K. 8 20/01 011,,, ., a: 0.8. 7/12/99 Rablanar 0 -1410 CHO THIS SHT 9 9/02 7/16L GLASS RivIsIony 1171ER 8/17/01 rionvqr wane Ruldlig e /MAY 7 M1b isilili i1M1i Daamptbn: BILL OF MATERIALS 1Rk: ALUMINUM FRENCH DOOR. W/ SIDELITES crlu /tiodae Sony: SIw FD -101 NTS 5 ar 8 972 0 4.000 O DOOR PANEL HEAD & SILL 6063 -T5 ALUM. 250 -1 L WEATHER STRIP CHANNEL 5 6063 -T5 ALUM. 4 HINGE EX7RUSd0N 6063 -15 ALUM. 4.100 O 2 D00R PANEL JAMB 6063 -T5 ALUM. .125 1.500 —I .750 L- TRUSS CLAMP TT 6063 -T5 ALUM. 4.00 O DOOR PANEL, INTERIOR ASTRAGAL 6063 -15 ALUM. 1.272 1.750 O 7 FRAME HEAD 6063 -T5 ALUM. 4.675 gliPA 11 /6 rt PE 59712 sen,oltsal 4.675 P.O. BOX 1529 NOKOMIS. R .34274 r l.750- 4.100 O DOOR PANEL, EXTERIOR ASTRAGAL 6063 -75 ALUM. O OUTSWING THRESHOLD 6063 -75 ALUM. Roved 9Y• F.K. 3.000 Rand By. Cahn Reviews: F.K. 1/17/03 0 -N0 CHO THIS SHT Cab: RMsrona: i/ 9/02 C -NEW SHT r 1480 m --.050 O FRAME JAMB 606J -T5 ALUM. OW= Paan bD F.K. 9 9/02 EXTR USIONS PROFILES, DOORS rare ri rw�Mjra MsIM tMIM Na 1070 TECHNOLOGY 34275 NOK ALUMINUM FRENCH DOOR W/ SIDELITES Swlq/Mada Saaf: Shook Pawing Na. ✓�S FD —TOT NTS 6 a 8 972 0 3.100 4.586 .062 —ir— I 1.800 --- ---III .075 SIDEUTE BOTTOM RAIL 37 6063 —T5 ALUM. .050 750 2.980 O SIDEUTE JAMB ADAPTER 6063 —T5 ALUM. I --J.f00----1 5.459 .062 —ir- 1.800 O SIDELITE HEADER 6063 -75 ALUM. 075 Robert Clark, P.E. PE /39712 Structural 1.479 I .050 P.O. BOX 1529 NOKOMIS. a 34274 Rem; Eir F.K .062 T� Reed 9r F.K. Drawn DA F.K. 9 9/02 x .8901 1.578 --I 35 SIDEUTE JAMB 6063 —T5 ALUM. Dote: 1/17/03 9 9/02 D —NO CHG THIS SHT Revisions; C —NEW SHT 3.000 isoouvrairevas lie eisobte .Ir 11e4Yy OMAR &iiagiAL: EXTRUSIONS PROFILES, SIDELITES 10 N 34275 ALUMINUM FRENCH DOOR W/ SIDELITES Suh./tlodM: Deo* Snob DraMMn9 No. R..t FD -101 NTS 7 d 8 972 Q 1.500 e. • • ': 14ILL • • ; lx WOOD BUCK (SIX NOTE 3) 1/4" TAPCON (SEE NC1TE 1) TYP. HEAD ma. TYP. JAMB 1/4" TAPCON (sex NOTE I) 1.500 t: •• • I LON. ; TYP. SILL /14 PANNEAD 1 Mitt TYP. SILL .250 MAX. 2x WOOD aVK (SE NOTE 2) 1/4" TAPCON (SEE NOTE I) TYP. JAMB/SIDELITE .250 — . 1 Ix WOOD BUCK MAX. (SEE NOTE 3) TYP. JAMB FIATHEAD JAMB SPACING (SEE NOT E 3 ON SHEET 1) REFERENCE TEST REPORT: F7L 250 MAX. 1.5 • . : ••.4: / Rob rt 1.. Clark. PE /39712 Structural 1/4 TAPCON (SEE NOTE I) TYP. SIDELITE HEAD 1/4" TAPCON (SEE Nom t) • TYP. SIDELITE SILL NOTES; 1. USE ONLY Amm1—a4De courny APPROVED ELCO 0 R mv raecoNs. 2. INSTALLATION Of 2x WOOD BUM TO THE SUBSTRATE ENGINEERED SEPARATELY AND T D BE REVIEW° BY BUILDING OFFICIAL 3. INSTALLATION OF Ix WOOD BUCK 70 THE SUBSTRATE TO BE ENGINEERED SEPARATELY. Rend fly: 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS. Fl. 34274 .250 1.552 F.K. • Arad qr F.K. 8/20/01 ',72/99 ommelmam ANCHORAGE 1 .5 SI. 2x WOOD BUCK (SEE NOTE 2) TYP. SIDELITE SILL Dan 0 141 7/03 t 1104morAN D—NO CHG THIS SHT lhorislorm C—ADD NOTES RovIalone: 8—PEN 1.107R 8/1741 "..1 • ' TYP. SIDELITE HEAD 114 PANHEAD 2x WOOD BUCK (SEE NOTE 2) .250 faue. /14 FLATHEAD ra gimes Awlspiess ALUMINUM FRENCH DOOR W/ SIDELITES &adi Ark awing No. fr)--101 NTS 8 a 8 972 R"6 MIAM BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries P.O. Box 1529 Nokomis, FL 34274 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 1"x Heavy Wall - Aluminum Tube Clipped Million APPROVAL DOCUMENT: Drawing No. 6621, titled "1" Heavy Wall Mullion Arrangement Detail ", sheets 1 through 6 of 6, prepared, signed and sealed by Robert L.Clark, P.E., dated 5/24/01, beating the Miami -Dade County Product Control Revision Stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request e Building Official. This NOA revises NOA # 01 -0323.02 and, consists of this pa ":'. document mentioned above. The submitted documentation was reviewed by Theodore Be ; .� r1 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No 02-0701.09 a Date: June 28, 2006 val Date: July 12, 2002 Page 1 W - Wl+W2 (2) WINDOWS MULLED TOGETHER FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 & 6 MAX OPENING = W OR W1 +W2 MULL LENGTH = H H - H1+H2 (1) WINDOW MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 & 6 MAX OPENING = H OR H1 +H2 MULL LENGTH = W NOTES: 1. FOR ANCHORAGE TYPE, QUANTITY AND LOCATION REFER 10 SHEETS 2, 3, 5 AND 6 2. WINDOWS MAY BE MULLED TO A MAX. OF 5 UNITS 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT 4. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 W -W1+W2 H- H1+i12 (2) WINDOWS MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 & 6 M1) MAX OPENING = H OR H 1 +H2 MULL LENGTH = W OR W1 +W2 M2) MAX OPENING = W OR W1 +W2 MULL LENGTH = H1 I Robert L ,R E. P.E. *19712 dtreeheal H÷v2 1070 =brava ale* ?9S. FL 34275 Mewl 9v: Omni P.J.P. 6 4/29/00 w W - W1 +W2+W3 H - HI+H2 MULTIPLE WINDOWS MULLED WANE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 & 6 M3) MAX OPENING = H OR H1 +H2 MULL LENGTH = W OR W 1 +W2 +W3 M4) MAX OPENING = W 1 +W2 OR W2 +W3 MULL LENGTH = Hi APPROVED A6 COMPLYING MOH THE CODE COMMIX MCI mamma 0 1" HEAVY WALL MULLION ARRANGEMENT DETAIL M dlga �a 752 r MULLS 1 X ` 6621 Rom TYPICAL MULLION TO MUI I (ML 1ANTAT I ATION TYPE A" IMPORTANT: QUANTITY OF ANCHORS SHOWN ARE FOR A PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS PLEASE REFER TO CHARTS AND FIND THE CORRECT MULL SIZE AND PRESSURE REQ'D FOR YOUR SPECIFIC APPLICATION. I --2" OR 4 "� TYPCAL MULLION TO STRUCTURE MTh! WOOD BUCK TYPE "B" X 1. 8 OR MULL SIZE AND QUANTITY OF ANCHORS REQUIRED SEE SHEETS 5 & 6. FOR ANCHOR LOCATIONS SEE SHEET 3. QUANTITY OF ANCHORS FOR MULL —TO —CUP IS THE SAME AS THE QUANTITY OF ANCHORS FROM CUP —TO— OPENING. 2. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 Robert I. f P.B. P.B. 09712 Urinal reueocr Ramer apewelfig•Ws MM. Wag Oak • TYPICAL MULLION TO STRUCTURE WITH WOOD BUCK REMOVED FROM CONC. TYPE "C" Es Dram * P.J.P. OR 4 "--1 r _.2 . OR 4 TYPCAL MULLION TO STRUCTURE WITH WOOD BUCK AND CONC. TYPE "D" a,Aa eh pr« /28/00 Dowalptlow 1 "" HEAVY WALL MULLION & CLIP INSTALLATION DETAIL 1070 TECHNOLOGY DIME N.O. SOX 1520 R"'w A Seas ay,..l: Dro.Ny Ma NOHOW. FL 34275 NOKOAKS, FL 34274 MULLS 1 X 2a6 6621 APPROVED AB COIitYPG Tl) OMBiOR =AMA MIOFRCE AOCEPTMCE M0 pi_e i 2..e: 161PORTANT; QUANIRY OF ANCHORS SHOWN ARE FOR A PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS PLEASE REFER TO CHARTS AND FIND 7HE CORRECT MULL SIZE AND PRESSURE REO'D FOR YOUR SPECIFIC APPUCA77ON. CLIP LENGTH CHART FOR Ix MULL MULL SIZE 1 x 2 x 1 x 21 x j 1 x 2 j x 7 x4x>j 'A' hi 1 MAX TWO (7, ANCHOR 42.1101-DIE EXTRUSION OWO if 1099 MIN. FROM ENDS (TYP) 1 II 1" muL4 pup W/TABS REMOVEQ TWO (2) ANCHOR LOCATIONS EXTRUSION DWG 1 1099 8 MIN. FROM ENDS (TYP) 14 MAX. 1" MULL CLIP THREE (3) ANCHOR LOCATIONS EXTRUSION DWG # 1099 MIN. FROM ENDS (TYP) 1 1 " MULL CJJP W/TABS REMOVED THREE (3) ANCHOR LOCATIONS 28anosbyw166./T4112 EXTRUSION 0*0 1 1099 AWL 1. REFERENCE TEST REPORT FTL - 2902, 290.3 AND 2975 41,77/1 c nx," MIN. FROM �.- ENDS (TYP) -1 MAX. MULL CLIP FOUR (4) ANCHOR LOCATION$ EXTRUSION DWG / 1099 1_ _�. MIN. FROM ENDS (TYP) 1 I" MUL L W/TABS REMOVE() FOUR (4) ANCHOR LOCATIONS ammo" ORG 1 1098 Rove Re IOah: OU:d, rote Rsesics` Dram P.J.P. 1070 TECHNOLOGY ORIYE P.O. BOX 1529 NOIOIB$ R 34275 NOxOIBS, R 34274 MULLS MIN. I--- 4'-- -I 1" MULL CI IP SIX (, ANCHOR LOCATIONS Dawson DYC 1 1099 oat 5/2 MIN. FROM ENDS (TYP) MIN. FROM ENDS (TYP) I I 1 +0-19---&--e- —9-4 i 1" MULE CUP W/TABS REMOVE SIX (6) ANCHOR LOCATION$ DaRUSr0N OMti 44 133MCCIPLYINOVAINTME SW14FSIN CODE pi:m.1%1411E Rio ∎�ass:.+a ANCHOR LOCATIONS TNa: 1" MULLION CLIP s•H•anbdt soft, EMaI: 1 3a6 +>q No 6621 Rw. f 4 8 3 8 NOTE: 1. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 4 � 8 1 x HEAVY WALL MULLS MAT'L: 6063 -T6 ,e/ 3 -� - a e1c.. P.J.P. Robert I. 10 TECHNOLOGY dm P.O. VOX 1529 P.S. 4139712 NOrcaNS. Ft 34275 NoxaRS, Fl 34274 PlitoeucT soma i WWI moasse CHei Br rats: Q 5/22/00 1 3 1" HEAVY WALL MULLION PROFILES see•/L.da scab: shoe: t u.*q ■b. MULLS 1x 4w61 6621 APPROVED AS COMPLYING MTH ME same e;#141.. rnwa000[ MELDING ANcENo •1- es 1x2.75x.375 3/4 Anchors OPENING WIDTH IN INCHES 130 1f 170 50 60 70 80 90 100 110 120 a 83HONJ NI H.ON31 THIN 42 170:170 170170 170170 170170 170 +170 170170 170170 1701170 170170 48 1701170 1701170 1611170 1541170 1501170 1491170 1491170 1491170 1491170 50.64 170 1614170 1481170 1401170 138 1341170 134 134170 1341170 54 1661170 147 135;165 126;153 1211146 119;142 1181141 1181141 118 ;141 118;141 60 1451152 1271131 1161116 1011107 1001100 98 196 93 193 921 92 92 192 92 192 63131;131 1121112 99199 90 490 8484 80/80 77;77 76;76 76;76 78 ;76_ 63 163 44 36 136 66 1131113 97 197 85l85 77177 72172 68 t68 65 165 64 184 63163 72 86186 73 173 65 :65 58 458 54154 50 150 48 148 48 146 45145 37 137 76 73173 62162 54 154 49149 45145 42 142 40t40 38138 78 67 167 57157 50 40;40 45 35;35 41 141 32132 38 1 38 30;30 36136 28;28 351 35 27_127 33 26126 32 132 24 1 24 84 54 451_45 90 43 43 37 37 32 132 28128 26 2 6 2 4 2 4 22 22 21 121 20 20 19 19 96 36 25 36 25 30 21 30 21 26 426 18 1 18 23123 16 1 16 21 " 21 - 19 " 19 " 18 - 18 " 17117 " 1 " 18 " 16 " 15 " 16 " 108 111 23 23 19 19 1 7 1 1 7 16 " - " " " " 1 " - " - - t- - 144 - -,- - -1- -:- - - - - - - - -1 - - - 1x2x.375 OPENING WIDTH IN INCHES 48 50.625 54 60 63 66 72 76 78 84 90 96 108 111 144 2 Anchors O 42 5 z 50 142 116 100 81 58 49 43 32 27 130 100 82 64 44 37 32 24 20 134 107 91 73 51 44 38 29 24 155 129 115 94 67 58 50 38 32 30 24 19 16 60 25 20 16 70 22 17 . 80 130 102 85 68 47 40 34 26 22 16 90 100 110 130 99 80 62 41 34 28 20 17 130 99 80 63 42 35 30 22 18 18 17 130 99 80 62 41 34 29 21 17 16 120 15 NOTES: 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. 2. DESIGN IS BASED ON OPENING WIDTH. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET 3. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 130 15 130 99 80 62 41 34 28 20 16 160 130 99 so 62 41 34 28 20 16 Vertical Mull Opening_ Width Mull Length Horizontal Mull Opening With Mutt Length — ' Multiple Mulled Units Mull Length 1 \Opening Width R er rate; oar P.J.P. 4 /2 1 8/00 1070 TE'C*#.al.00Y DRIVE P.O. BOX 1529 NOXOwS R 34275 NOKOM . FL 24274 MULLS Revisions: sx w: th at: NTS r 5 .r 6 O RME)AOCOMPLYOGWHM SOUM ,.� OURIDwR0001 I (NOON ammo CODE COMMICB OFFICE ACCSIMICE NCL2, 1 - OSt 5.J PRESSURE CHARTS IRA: 1" HEAVY WALL MULLION Drawing Am. 6621 Ron lx4x.375 418 Anchors OPENING WIDTH IN INCHES 50 70 80 90 100 110 120 130 160 O 83H3N1 NI H1.JN31 linW 42 1701170 1701170 170 170,170 1701170 1701170 1701170 1701170 1701170 1701170 1701170 1701170 1701170 48 1701170 1701170 1701170 1701170 1701170 170:170 1701170 50.625 170 170 170 1701170 17 170 170 169 170 162 170 158 170 157 170 157 170 157 170 157 54 60 1701170 1701170 1541170 1431170 1361170 1311170 1281170 1271170 1271170 1271170 63 170 170:170 159 1501170 1441170 1351170 133 1251170 1261170 1171168 1211170 1121156 1171169 108:150 116'186 1061145 116 1051144 1161165 105:144 66 72 1541170 1441170 1341170 1251160 120 1121140 110 1021128 103113698 95 1118 1127 901108 94 1120 881102 91 1 115 83198 891112 81 195 88 1 111 79193 76 78 140 121 1081129 991116 92 1 106 87 1 99 77177 83 1 93 73173 80 1 89 69189 78 1 87 68186 75 62182 84 1281138 1111117 98_1102 90 83 1 NMI; 1 ; 112111295195 92 92 64 i 54 if111t0 54 154 82182 87 87 47 147 74174 60 60 42 142 54 54 37137 62162 50 50 34:34 58158 ' 47 32132 SIR 52152 48148 42 142 28 128 384 38 25 125 111 59159 50150 43143 38138 34 31131 29129 271127 26126 23 1 1 23 144 27 127 22 122 191 19 17 1 17 15 115 1 1 I I 1 • 1x2.75x.650 3/4 Anchors O W 5 42 48 50.625 54 60 63 1701170 1381158 125 1121128 94 1107 1701170 1701170 166!170 1521 170 1331152 1251143 66 72 76 78 84 90 96 108 1 144 50 OPENING WIDTH IN INCHES 70 80 90 100 110 120 130 160 170!170 1411161 129 1161133 99 1113 92 ;105 118:135 10611108 91 191 84 67 167 54154 44144 31 29 . 29 1701170 1601170 148 1351155 1171134 1101126 103:118 92 192 77177 71 57 1 57 46148 38138 261126 24.24 170 1371157 123!141 1 83 195 170170 1481169 136 1241142 1061122 99 1114 93 :107 81 68,68 63 50 ; 50 40140 33133 23123 21 1 21 170 1371157 1231 141 88197 73 73 61 : 61 56 4 L 36136 29129 20120 18!18 87 199 81 190 871167 581 58 51 1 51 40 140 32132 26 26 18 , 18 1711 17 77185 83 1 83 52152 48 37137 30130 24 124 17 117 151 15 1081124 881101 81 1 93 75182 60 49149 45 1 45 35;35 28128 23 1 23 15 115 - I NOTES: 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. 2. DESIGN IS BASED ON OPENING WIDTH. FOR MULTIPLE UNITS, 170 1371157 123 1081124 88 1100 80191 73180 581158 47147 43 33133 26 126 21121 -11- 170!170 1701157 154 1081124 88 1100 801 73179 58 46 148 42 1 42 321132 25125 20120 - 1 - - 1 - I 170 1701157 123 108 88 1100 80 191 73179 56 1 58 45145 40 30130 23123 181 18 - 1 - „v,_ CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET 1. s /,A 3. REFERENCE TEST REPORT FTL -2902, 2903 AND 2975 tee •� '�- s77i4 Vertical Mull Width Mull Length Horizontal Mull Opening 7 th Mull Length — ' Multiple Mulled Units r \Opening Width Mull Length 1 ENW Lb rho Organ P.J.P. it 1070 TECHNOLOGY OHNE P.O. 130.2 1329 Srrtr/1to NOKOMIS, FL 24275 NOKCMS. FL 34274 MULLS MODS: Wow 4/28/00 nr.awrm: Gents NTS OW. APPROVED AS COIPLMNOWRNM SCUM COOS amok 9UU NO onceCOIPt1MaORCO AMMAN IIO 01 - 01*2.0a PRESSURE CHARTS Ms: 1” HEAVY WALL MULLION "Mort Aw6q N0. 6 a 6 6621 Ran Description: Michael Meyer Residence Analysis by: EMM User Input Data Structure Type Basic Wind Speed (V) Structural Category Exposure Struc Nat Frequency (n1) Slope of Roof (Theta) Type of Roof Kd (Directonality Factor) Eave Height (Eht) Ridge Height (RHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (B) Width Paral. To Wind Dir (L) Damping Ratio (beta) Building 146 I I C 1 20 Hipped 0.85 22.00 28.00 25.00 62.00 30.00 0.01 m Hz Deg Red values should be changed only through "Main Menu" Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure 0.83 No Copyright 2002 - MECA Enterprises, Inc. WIND98 v3 -02 • Wind Load Design per ASCE 7 -98 www.mecaconsulting.com Calculated Parameters Importance Factor 1 1 Hurricane Prone Region (V>100 mph) Table C6-4 Values 9.500 900.000 Alpha = zg = At = Bt = Am = Bm = CC = = Epsilon = Zmin = 0.105 1.000 0.154 0.650 0.200 500.00 0.200 ft 15.00 ft 4/4/2004 Page No. 1 of 4 Gust Factor Category I: Rigid Structures - Simplified Method Gust1 lFor rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.851 Gust Factor Category ll: Rigid Structures - Complete Analysis Zm lzm Lzm 0.6* Ht _ 15.00 ft Cc * (33 /z) ^0.167 — — 0.2281 427.06 ft I *(zm /33) ^Epsilon Q (1/(1 +0.63 *((Min(B,L) +Ht) /Lzm) ^0.63)) ^0.5 _ 0.9232 - Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8846 Gust Factor Summary . G 'Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 Description: Michael Meyer Residence Analysis by: EMM User Input Data Structure Type Basic Wind Speed (V) Structural Category Exposure Struc Nat Frequency (n1) Slope of Roof (Theta) Type of Roof Kd (Directonality Factor) Eave Height (Eht) Ridge Height (RHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (B) Width Paral. To Wind Dir (L) Damping Ratio (beta) Building 146 I I C 1 20 Hipped 0.85 22.00 28.00 25.00 62.00 30.00 0.01 m Hz Deg Red values should be changed only through "Main Menu" Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure 0.83 No Copyright 2002 - MECA Enterprises, Inc. WIND98 v3 -02 • Wind Load Design per ASCE 7 -98 www.mecaconsulting.com Calculated Parameters Importance Factor 1 1 Hurricane Prone Region (V>100 mph) Table C6-4 Values 9.500 900.000 Alpha = zg = At = Bt = Am = Bm = CC = = Epsilon = Zmin = 0.105 1.000 0.154 0.650 0.200 500.00 0.200 ft 15.00 ft 4/4/2004 Page No. 1 of 4 Elev ft Kz Kzt qz Ib /ftA2 Pressure (Ib/ftA2) Windward Wall* +GCpi -GCpi 28 0.97 1.00 _ 44.90 22.64 38.43 25 0.95 1.00 43.84 21.92 37.71 22 0.92 1.00 42.68 21.13 , 36.91 20 0.90 1.00 41.83 20.55 36.34 ' 15 0.85 1.00 39.37 18.88 34.67 Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 WIND98 v3 -02 Wind Load Design per ASCE 7 -98 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights (Non - flexible) Table 6 -7 Internal Pressure Coefficients for Buildings, Gcpi Copyright 2002 - MECA Enterprises, Inc. 4/4/2004 www.mecaconsulting.com Page No. 2 of 4 Variable 1 Formula Value Units Calculations for Wind Normal to 62 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (psf) +GCpi ' - GCpi Leeward Walls (Wind Dir Normal to 62 ft wall) -0.50 -26.53 -10.74 Side Walls -0.70 -33.98 -18.20 Roof - Wind Normal to Ridge (Theta > =10) - for Wind Normal to 62 ft face Qhcc Windward - Max Negative -0.60 -30.25 -14.47 Leeward Normal to Ridge -0.60 -30.25 -14.47 Overhang Top (Windward) -0.60 -22.36 -22.36 Overhang Top (Leeward) -0.60 -22.36 -22.36 Overhang Bottom (Applicable on Windward only) 0.80 29.02 29.02 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 62 ft face Dist from Windward Edge: 0 ft to 12.5 ft -1.17 -51.37 -35.59 Dist from Windward Edge: 12.5 ft to 25 ft -0.77 -36.46 -20.68 • Variable 1 Formula Value Units Kh 2.01*(Ht/zg) ^(2/Alpha) 0.95_ 1.00 Kht Topographic factor (Fig 6 -2) Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 43.84 psf Khcc Comp & Clad: Table 6 -5 Case 2 0.95 Qhcc .00256 *V ^21*Khcc`Kht`Kd 43.84 psf Wall Pressure Coefficients, Cp Surface C p Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 B WIND98 v3 -02 Wind Load Design per ASCE 7 -98 Figure 6 -3 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems !I N N II1 14 N N M Z • 14 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Horizontal distance from windwa 14 L 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 4/4/2004 Page No. 3 of 4 Component Width (ft) Span (ft) Area (ft Zone GCp Wind Press (Ib /ft"2) Max Min Max r Min Truss 1 30 30 30 15 15 300.00 0.30. • -0.80 21.05 -42.97 Truss 1 Truss 1 300.00 300.00 75.00 75.00 I N IM �;NI -- 0.30 -1.40 21.05 -69.27 0.30 -1.40 21.05 ._ -69.27 Truss 2 0.32 -0.81 22.14 -43.52 Truss 2 0.32 -1.49 22.14 4 -73.11 Truss 2 icy 15 13 10 75.00 0.32 -1.49 22.14 -73.11 masonry 1 56.33 33.33 0.00 0.00 0.87 -0.97 45.92 t -50.31 masonry 2 I 0.91 -1.01 47.69 -52.07 a= 3 WIND98 v3 -02 Wind Load Design per ASCE 7 -98 = => 3.00 ft Hipped Roof 10 < Theta <= 30 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com 4/4/2004 3S p5F Page No. 4 of 4 NET jPU F T 35 Ps ti 1-1Z s_9 Op LIFT / 5 T -o G= 1,035 � G = 4.2-613 2,(.7t G= 1,8 G= 2,351 K I L K v= Z.Lft"` 15' EUSEBIO M. MORA _-Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 G O,7ZZK v= 0,4kbo i G= I,i7G- v= U,74 I5' Project: 1 \ 4 1 5 1? ees. Sheet #: 5 Date: " 51 4 fA / TRUS51 �'> PEA - P.5Ac.riONs DL rcr LL ,30 ?F \NI= 3g ps5 (NET U zoNEO) 1?-Pe-g- 0,0 EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 SEE v'o r\U' PAGE GRA4IT1- (3 q.Xy.,5) c- s) (55-)= gzob Ib ut2Li = (311 C4,$)(- (3 = 2 70 Ib5 "re 150-rA s' -A V 1 r y = (I 9) (,(-1-, s) (, S) ( 5) = 2:551 W s UI'Ll = 09) ('t,$) ( 1 \LS ., iRpE 7,S) 5 . 3 's r G�AVIry_ ( ?15-)C -7,5")C 5") (5- = 7ZZ. Ibs U ?L-I FT = (3,5) (7, s) (is) (35) _ �“,o Ibs USE HALF of G I UD Ee,Cj GRAvirl = Z35I (,S) = II 7 , Ids b = )49c) (,$) = t`fb Lbs Project: M I; `I' - a .. Sheet #: (o Date: il i s/ U q CA LC, sip Us E Z 1}15 UPLIFT — OF a M..pE � ga0e (. L+4) = 165L Z(.78 pH.) 1.17g Ibs of 2351 ("t4) _ 103 S /J2 (, 4 Lt) _ 6,5 /k7 s EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 - 5185 Project: /VI 1= YES. R-E Sheet #: 7 Date: Si O y C C� r� CJ T E S LAB EUSEBIO M. MORA _architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 .L= 87,5 PsF SpL= 25 psF LL = 40 175F @ APAzrivi eNITs 60 Y p,LGo^�IES AsK i n^ u nA = 15 A P A cr E✓ r ✓T -1" 51-A5 Project: M e y 5e E. E.5. Sheet #: fS Date: 4f S!U 25 +- (i-fo) = 2 ac {'sr (APAgrivir 1. s +ZS) -{-1,7 260 P-5F (AL1) z 2_2(, `/s) X3 56 I (v -fr GoJ -r-is, a t c.: 3 Ks I �o c- — , = 5.1 ?-1 <51 (5,T+) o, a61 �sF 45. \\s:----0,31"-\'/Fr t ( 1 $ EAi \ I - 13ro I 8 K_ (oo L DADS S I co u' 1= LooL . j LAB 27,5 (s) = 700 SDL ZS (8) — Zoo 11 /rr LL = 3a IVrr S17 �t� ( -" cam) DL 125 (B,5") IVrr . LL --- 44° (8. - 31+o ''kr EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 (t ;) + 1,1 ( 3 4 0) ao vo I %t 16� bl _ Zo (26 (`+) '„) 25505 Ilos M 6,s' Fgowl g} 411 5up9og,r vkEP-r S F} o (� = 1770 5(5,g)- v8 8,S) r __76 08 Ib- F r Z b _ J d, ZI,S" I-- =3 KL1 ��: KsI R, a,00L/78 A , o476(ZI D Z...4.6? 13orr. 4, a Tor 2 3 elo" O, C,.'1 I S. Project: M fses, Sheet #: Date: A/ IA (200.-loo+ 200)4- 2054 lb /Fr e.084(10+.7_0(, 6( - 239 17105 Ibs Z MP\x, SPAK.= 15' lox `1 USE Mitt, R.EirIF 33 (zi,5)(16 0,71 11Ni U5E 2.4t T 4- 13- 4- 4k31()" `r rES. x Z- 0 EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 LOA P$ 161 i 19 / r ScurNID FL LAB _ 07.5 (8) = 700 16 4 r �� {b .CPL � Z Z /Fr 1 4 - 0 - 0 �A�L Coo (10) - &vc, 1b /r ZvoF IL /Er L L 0j s (3(7) = 26.5 r v -} -boo +Z38) -A-1,7(`-[°() t- ��`'= I�tC��7+ 7� + oc z 345 3Z V\ = v\1 = 332- 12) X69 -1� 119/ r S 8 cU= 17,5" , c o f ! e_____ 0,o0 747 As o07 = 1,04 It- 207 1 241 °T i.3 (ar0" -1-155 • Project: M E j l;z„ Sheet #: 1p Date: 2bC) I— gM4 dxZo Marc sp N II' EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 -1-H16 15 A 3 SPAN corr, 13 EA 10 \.I( SANS ( II 10 SINGE LoP,D, �PAR1 <-1) ppa.T (ut\JP►TtoIN/ T t3utAe.i ES 61 P E Less. THAI /— �M3 l�S E 24'6 T 8, v\y4t3 6" T(Es -13015 u' E s p ,rte / N1F - 1 - 1-t V ' 1304 Li -gM( I-0 I -Sr''I � 1 -$r�9/ Z -gM ? 12� ?_ /3/1 / � 5 Scr+Ey�� fo. ‘17.5 �. �E i►J �Sr% MIN, ��i�� �� Project: M YE 1= Sheet #: // Date: WALL j0TIN1G EUSEBIO M. MORA Architect Fla. Lic. # AR0011732 6761 Southwest 68th Terrace, Miami, Fl 33165 Telephone: (305) 740 -5185 L U�F s F- 0F _ .c (ii) 11 '/r lS (a3) R = Y+9 /Fr V�ALL 1? „ co r.k.2 - — � (e7,Sa25 +`0) 1" sari �JG oz_xZL}) 300 ( /Fr sv L loo I l ' /F T 31T-1 117/.r v\liprH e — UIe.e - 3_ 7`f Z.Uv,O ALI-0,_,aAPL5 -o it - E S Q E Q E UsE A 1Z—x2`+ CoK1T, rooT„ \ic 4i-5" cover, Project: M EyE(L.. $, Sheet #: I F.- Date: Io t_P% L D roOT nI v\i/c#C 5,A WA/ r orr, OLE A3 -6 ' X3Ux M. NET LoP cF u-ruA 000 — 2ZS— 110 = 20/00o (65 �, s (3, s) � z l C ‘Foo.rii46 Sol L. tAi w�I��IT M 14. Co Tom. - I-4AD 1 g M 1 1 N T S I a �F� - ►o ►J NA.: 23 103 16 N1 rg-OM 13, C. \LC r SE>= PA6• Np ` rc c ro �.E a LvA D. P= 2 3 03 . 11,073 Ids < 2oo0oiLs 0 1K May 5, 2004 Mr. Curtis Craig Miami Shores Village Hall Building Department 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Re: Meyers Residence 530 NE 96 Street Miami Shores, Fla. Inspection of reinforced masonry Dear Mr. Craig: This letter will serve as confirmation that we will perform the inspection for the reinforced masonry at the above referenced residence. These inspections will be performed by the architect of record. If we can be of further assistance, please do not hesitate to contact us. Eusebio M. Mora, R.A. Fl. Lic #0011732 6761 Southwest 68 Terrace o Miami, Florida. 33143 ° (305) 740 -5185 E. M. Mora — Architects, Inc. Eusebio M. Mora ARCHITECT Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Parr_al ft PAPC fVld_q 1 Building Permit Permit Number: BP2004 -210 Printed: 6/30/2004 Page 1 of 2 Applicant: MICHAEL MEYER Owner: MEYER MICHAEL JOB ADDRESS: 530 N.E. 96TH ST. ST. Contractor DIEZ CONSTRUCTION CORP. Contractor's Address: 4800 S. W. 114 AVE. Local Phone: 786- 236 -2041 Total Fee 8,33 Total Receipts: $0.00 'JUL 0 6 PAID es and regulations pertaining thereto and in strict pting this permit I assume responisibility for all work Signed: (Contractor or Builder) BY: BUILDING PERMIT APPLICATIO FBC 2001 City Tenant/Lessee Name $ Value of Work For this Permit Type of Work: ['Addition [f lteration Total Fee Now Due $ 2. (C2 . (05 (Continued on opposite side) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Te • • 7 5.2204 Fax: (305) 756.8972 SEP Permit Type (circle): Building Electr I Plumbing v Mechanical Roofing Owner's Name (Fee le Titleholder) ( C/ Y 1 ► C q'l.Pf� one # Owner's Address ciCz Qualifier State Certificate or Registration No. � C 0S gccci Permit No. Master Permit No. 1359 State Zip Phone # Job Address (where the work is being done) 3 J ". I (4 - r City Miami Shores Villa:e County Miami -Dade Zig Is Building Historically Designated YES NO ��� � � 2-S 8a Contractor's Company Name 1C/ IWEE.12.049 C toArs TUtTtp.J SA . - T Phone # ! &to - SS ®ar. Contractor's Address 3 2 ' + &L/ Z'5 �T 1 City State Zip 33 tfJ Architect/Engineer's Name (if applicable) Phone # [New Describe Work: "JI\S T t- A"fl Of 1 r&ZS 25 07.0(x.eio Certificate of Competency No. Square Footage Of Work: ❑ Repair/Replace ❑ Demolition * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ ZS ✓ CCF $ I • 80 CO /CC Notary $ - Training/Education Fee $ l/ • Co0 Technology Fee $ 7 Scanning $ 3. 00 Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ D_L.]' . !'F 1' LI J --e o•••• nrua [ vC"j7A�[G[rUr'[pC•pp•, (te 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. i Signature Signature + 'l ►`J APPLICATION APPROVED BY: Chc 10/14/03 APPLICATION APPROVED BY: fla [....,...r,,. •..,.,.r _. chc 05/13/03 Owner or Agent Contractor The foregoing instrument was acknowledged before me this The forejo_ ing instrument was acknowledged before me this IZ day of , 20 , by , of a 2 b > day �� by who is personally known to me or who has produced who i . personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: 1 Print: Print: y mai 28 My Commission Expires: My Commission Expires: A Torres _ ,� p � , rlmis` � (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. Plans Examiner Engineer Zoning NOTARY PUBLIC: NOTARY PUBLIC: Sign: i Sign: Print: — V f � n Print: My Commission Expires: My Commission Expires: ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *s * * * * * * ** * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning MIAMIJCP VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date Type Insp'n chot le r5 Permit No. PP 1 ?2 Name H l 9er Address 53c Nt' c Company CIA.; Phone # Inspection Date C i� Approved ❑ Correction Re- Insp'n Fee ❑ d C'�6 S L/h A-K2 ) c) /tiS 14 4,O/ v A /0 c,L Ais 5 h -04.1 D,) 774-e. time.) ic(40 hfruA-7 ht-ou,o1 er,c) Akcee_ ox) S C� MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 P Building Inspection Request Date 9 Type Insp'n Permit No. 1 7 Q - ZO Name e.1 E2 Address T GCD S+ Company() V■i1 a Phone # Inspection Date — I Approved Correction Re- Insp'n Fee 2005 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 9/19/2005 Applicant: MICHAEL Owner: MEYER JOB ADDRESS: 530 NE 96 Contractor ENGINEERING & CONSTRUCTION SA COR Contractor's Address: 3684 SW 23 ST Local Phone: Parcel # PARC2004 - 3 Legal Description: Fees: FEE2005 -12620 FEE2005 -12621 FEE2005 -12622 FEE2005 -12623 FEE2005 -12624 FEE2005 -12625 Description Building Fee CCF Notary Fee Training and Education Fee Technology Fee Scanning Fee Total Fees: Amount $250.00 $1.80 $5.00 $0.60 $6.25 $3.00 $266.65 Total Fees: $266.65 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 3/15/2006 Construction Value: $2,300.00 Work: INSTALLATION OF SHUTTERS Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) Building Permit Permit Number: BP2005 -1359 MEYER MICHAEL ST BY: Page 1 of 1 s x ? 3 y> pAch#0 7 6 ? Y Srm lc Se, /2 9 Miami Shores Building Department Product Approval Schedule / Comparison Chart Address: Permit No. Opening Description of Window Product Acceptance Number Product Approval Design Pressure • ( +) PSF ( -) PSF Opening Design Pressure _ ( +) PSF ( -) PSF Rough Opening Size ' 3 / ( /F Shutter Required Yes / No \r te " 1 Mullion Required Yes / No Impact Yes / N / `� f I® ID or Door or Mullion / S 'L uSS'� r/i+ 7 0�✓1`r4- c _ I/2o 7 o t: t , -_ C3X //R 3 °7Z- - 7 51 5 gr 5 ? 22- (- 7 Z) 37 Sv A" /of 7 > c ( ° r ) ? >c)7 /2 S?XCz) / 3 ,a2X' .) 7 /cf crxP.(.. /..i 3 FX3-(--- (C 511 C /? ? ,ey.s A 7),ryV Zo ?o/-2 0 z/ 4 ,21 xyo Z2 37x 3k 2 3 5 k Y a ?h. 1 -7 ly s ?<"X, Florida Storm Panels 14475 N.W. 26 Avenue • Opalocka, FL 33054.685- 9990.685 -9000 • FAX 685 -7511 SHUTTER PRODUCT APPROVAL AUTHORIZATION FORM Building Official Dear Mr. Building Official: We are Dade County Notice of Acceptance holder for the 22gauge panels under number 02- 1120.02 This letter authorizes to use our 22ga. Panels under number 02- 1120.02 to be used at the following job: Sincerely, Victor V. C uz President Enrique Revilla or Vice- President 1. This form must accompany the application for building permit and shall become part of the permit documents. 2. The authorized signature must bear the raised corporate seal of the company holding the Dade County Notice of Acceptance. NOS BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Florida Storm Panels, Inc. 14475 N.W. 26 Avenue Opa- Lo¢ka, Florida 33054 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.029" (min.) Galvanized Steel Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 02 -868 -111, titled " 22 ga Galvanized Steel Storm Panels ", sheets 1 through 4 of 4, prepared by Frank L. Bennardo, P.E., dated November 18, 2002, last revision dated January 02, 2003 bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E. NOA No 02- 1120.02 Expiration Date: 01/23/2008 Approval Date: 01/23/2003 Page 1 HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED ELCO TAPCON Tcap (lb) = 218.00 Vcap (Ib) = 398.00 39 45 55 39 45 55 65 72 16.0" 16.0" 11.0" 6.4" 5.0" 16.0" 16.0" 16.0" 14.6" 132' 7.5" 5.2" 3.4" ;;; ` %:;:7'i %; , 15.5" 13.4" 11.0" 9.7" 9.7" I HOLLOW.CONC B 1/4 "x7/8" EMBED 4.9" 39 16.0" 16.0" 12.4" 16.0" ALL - POINTS SOLID - SET 5.0" 45 16.0" 16.0" 8.5" 16.0" LEAD SHIELD ANCHOR * 55 16.0" 16.0" 5.5" 16.0" Tcap (lb) = 358 LEAD SHIELD ANCHOR * 65 10.5" 16.0" 4.4" 15.9" Vcap (Ib) = 249 65 72 8.2" 16.0" 4.4" 15.9" 1/4" x 1 -1/4" EMBED 8.9" 39 16.0" 16.0" 7.1" 14.5" ELCO PANELMATE 8.0" 45 16.0" 16.0" 4.8" 12.6" 6.9" * 55 10.3" 16.0" 3.2" 10.3" Tcap (Ib) = 204.75 3.6" 65 6.0" 13.7" ' % -?' 9.1" Vcap (lb) = 233.50 Vcap (lb) = 198.50 72 4.7" 12.4" ` %: %', 9.1" HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED ELCO TAPCON 39 45 55 12.6" 10.9" 8.9" 8.2" 7.1" 5.8" 8.0" 6.9" 5.7" 5.2" 4.5" 3.7" Tcap (lb) = 174.00 65 7.5" 4.9" 5.0" 3.3" Vcap (lb) = 318.00 72 6.8" 4.5" 5.0" 3.3" 1/4 "x7/8" EMBED 39 16.0" 12.3" 10.4" 7.8" ALL- POINTS SOLID -SET 45 14.2" 10.7" 9.0" 6.8" LEAD SHIELD ANCHOR * 55 11.7" 8.7" 7.4" 5.5" Tcap (lb) = 358 65 9.9" 7.4" 6.5" 4.9" Vcap (lb) = 249 72 8.9" 6.7" 6.5" 4.9" 1/4" x 1 -1/4" EMBED 39 11.2" 8.0" 7.1" 5.1" ELCO PANELMATE 45 9.7" 6.9" 6.2" 4.4" * 55 7.9" 5.6" 5.0" 3.6" Tcap (lb) = 201.50 65 . • 6.7" 4.8" 4.4" . 3.2" Vcap (lb) = 198.50 72 6:1" 4.3" 4.4" 3.2" ANC-1O tR SPACING SCHEDULE 1/4" x 1 -1/4' EMBED ELCO TAPCON 39 49 58 Tcap (lb) = 218.00 72 Vcap (Ib) = 398.00 130 1/4 "x7/8" EMBED 39 ALL POINTS SOUD - SET 49 LEAD SHIELD ANCHOR * 58 Tcap (Ib) = 358 72 Vcap (Ib) = 249 130 1/4" x 1 -1/4" EMBED ELCO PANELMATE Tcap (Ib) = 204.75 Vcap (Ib) = 233.50 39 49 * 58 72 130 12.5" 16.0" 16.0" 15.8" 12.5" 16.0" 12.7" 12.5" 12.5" 16.0" 8.7" 10.5" 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 16.0" 16.0" 12.2" 12.5" 16.0" 11.9" 9.7" 12.5" 15.4" 8.2" 8.1" 6.25" 12.4" 5.5" 6:5" 6.25" 9.1" 3.4" 4.7" 12.5" 15.5" 7.8" 9.9" 6.25" 12.3" 5.2" 7.7" 6.25" 10.4" 4.0" 6.5" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 14.5" 7.3" 7.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.8" 3.8" 5.1" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 12.5" 12.6" 5.4" 7.9" 625" 10.0" 3.8" 6.2" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 8.8" 8.3" 12.5" 16.0" 6.2" 6.6" 12.5" 15.9" • 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 6.25" 11:8" 5.1" 6.2" 6.25" 9.4" 3.6" 4.9" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" ANCHOR NOTES: I. SPANS AND LOADS SHOW HERE AfZ= FOR DETERM NING ANCHOR SPACING. ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCIFDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN _OAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GRATER THAN OR EQUAL TO SHUTTER SPA"& 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 7 1 3 FOR IDENTF:ICATION OF CONNECTION TYPE). 4. ANCHORS SHALL E_ INSTALLED N ACCORDANCE WITH MANUFACTURERS' RECOf mENDATION5. 9. WHE E EXISTING- STRJCTUf 15 WOOD FRAMING-, EXISTING CONDITION5 MAY VARY. FIELD VERIFY THAT =AsTENER5 AR= INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. FASTENING TG PLYWOOD 15 ACCEPTABLE ONLY FOR 5IDE CLOSURE PIECES. FRANK L. BENNARDO. PE. 'PE0046549 03 W ow o w Q � ZZ z W Z -1� Z � Q 0 E 0° U O z _ Z w Q� z W W z Z w m W z . ED " J LL` tit w z W d 0_ O J) 0 J LL RE v151ON5 DESCRIPTION! DATE C41NCT ca pTs 1•2/02 SCALE: NT °. • DRAWN BY: CHECK. L b'•': F Lo PtIN. DAT =: TV18 /Oz DIIY- 07 -868 -III ANCHOR SPACING SCHEDULE (INSIDE MOUNT 'PANELS, WALL MOUNT) 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (lb) = 359.53 65 Vcap (Ib) = 82.97 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (lb) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 10.6" 16.0" 8.2" 16.0" DISTANCE 12.4" 8.5" 5.6" 4.4" 4.4" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 16.0" 15.7" 14.2" 8.1" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 16.0" 14.2" 11.7" 10.3" 10.3" 6. Ui1ERE LAG- SCRWS FASTEN T7 NARROW FACE OF STUD FRAMING, FASTENER 51-1ALL BE LOCATED N CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD ( EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G• OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR SEX HEAD. 1. * DESIGNATES R LE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. a MACHINE SCREWS SHALL HAVE MINIMUM OFF 4;' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAT NAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) UN.O. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. In DESIGNATES ANCHOR CONDITIONS Ur.41CH ARE NOT ACCEPTABLE FOR USE. ANCHOR Sr ACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) 0 0 1/4" x 2" THREAD PENETR. LAG SCREW 39 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97' 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE DISTANCE 7.5" 6.5" 5,3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" 3.5" 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5" 5.0" 4.9" 4.2" 3.4" 3.0" 3.0" 3.9" 3.4" 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" Approved complying v$111 it Florida Sri 2-3 Co tec Dale NOAII Miam) Dade ?rcd5; Co;trnf By SEE T : 4 OF 4 HOLLOW CONC BLOCK 2.0" EDGE DISTANCE ( 2.5" EDGE DIST. 2.5" EDGE DISTANCE EXIST. STRUCT. o LOAD (psf) SPANS UP TO 5.50 ft CONN TYPE SPANS UP TO 8.67 ft CONN TYPE SPANS UP 5.50 ft TO SPANS UP TO 8.67 ft SPANS UP TO 10.67 ft i, ct ANCHOR 1/4" x 1 -3/4" EMBED . LOAD CONN TYPE 16.0" CONN TYPE 16.0" CONN TYPE 45 w u 16.0" 11.4" (psf) C1 C2 C3 C4 C1 C2 C3 C4 C1 C2 C3 C4 Tcap (lb) = 483.00 1/4" x 1 - 3/4" EMBED 14.2" 39 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 11.9" 13.5" 6.0" ELCO TAPCON 1/4 "x7/8" EMBED 49 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 11.6" 13.3" 12.5" 16.0" 8.4" 10.7" 16.0" (MIN 3320 PSI CONC) 10.1" 58 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 8.9" 11.1" 12.5" 16.0" 8.0" 10.3" Tcap (lb) = 428 Tcap (Ib) = 483.00 12.6" 72 12.5" 16.0" 13.0" 14.3" 12.5" 16.0" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" 5.3" Vcap (Ib) = 475.00 1/4" x 2" EMBED 130 12.5" 16.0" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" w 1/4 "x7/8" EMBED 8.8" 39 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 15.2" 15.0" 12.5" 16.0" 10.6" 12.1" W ALL POINTS SOLID - SET 11.0" 49 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 10.2" 11.6" 12.5" 16.0" 7.5" 9.5" 0 LEAD SHIELD ANCHOR * 58 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 7.9" 9.9" 12.5" 16.0" 7.1" 9.2" Z Tcap (Ib) = 428 72 72 12.5" 16.0" 11.5" 12.7" 12.5" 16.0" 7:1" 9.2" 12.5" 16.0" 7.1" 9.2" 0 Vcap (Ib) = 429 130 12.5" 16.0" 7.1" 9.2" 12.5" 16.0" 7.1" 9.2" 12.5" 16.0" 7.1" 9.2" 10.4" 1/4" x 2" EMBED / 39 12.5" 16.0" 16:0" 16.0" 12.5" 16.0" 13.3" 15.7" 12.5" 16.0" 9.2" 12.6" 16.0" ELCO PANELMATE 12.5" 49 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 8.9" 12.4" 12.5" 16.0" 6.5" 9.9" (MIN 3350 PSI CONC) * 58 12.5" 16.0" 14.9" 16.0" 12.5" 16.0" 6.9 10.4" 12.5" 16.0" 6.2" 9.6" 10.6 ".,4.0" Tcap (Ib) = 372.00 1/4 - 20 SCREW 72 12.5" 16.0" 10.0" 13.3" 12.5" 16.0" 6.2" 9.6" 12.5" 16.0" 6.2" 9.6" 4.3" _ Vcap (lb) = 565.00 6.25" 130 _12.5" 16.0" 6.2" 9.6" 12.5" 16.0" 6.2" 9.6" 12.5" 16.0" 6.2" 9.6" ANC-1O tR SPACING SCHEDULE 1/4" x 1 -1/4' EMBED ELCO TAPCON 39 49 58 Tcap (lb) = 218.00 72 Vcap (Ib) = 398.00 130 1/4 "x7/8" EMBED 39 ALL POINTS SOUD - SET 49 LEAD SHIELD ANCHOR * 58 Tcap (Ib) = 358 72 Vcap (Ib) = 249 130 1/4" x 1 -1/4" EMBED ELCO PANELMATE Tcap (Ib) = 204.75 Vcap (Ib) = 233.50 39 49 * 58 72 130 12.5" 16.0" 16.0" 15.8" 12.5" 16.0" 12.7" 12.5" 12.5" 16.0" 8.7" 10.5" 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 16.0" 16.0" 12.2" 12.5" 16.0" 11.9" 9.7" 12.5" 15.4" 8.2" 8.1" 6.25" 12.4" 5.5" 6:5" 6.25" 9.1" 3.4" 4.7" 12.5" 15.5" 7.8" 9.9" 6.25" 12.3" 5.2" 7.7" 6.25" 10.4" 4.0" 6.5" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 14.5" 7.3" 7.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.8" 3.8" 5.1" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 12.5" 12.6" 5.4" 7.9" 625" 10.0" 3.8" 6.2" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 8.8" 8.3" 12.5" 16.0" 6.2" 6.6" 12.5" 15.9" • 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 6.25" 11:8" 5.1" 6.2" 6.25" 9.4" 3.6" 4.9" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" ANCHOR NOTES: I. SPANS AND LOADS SHOW HERE AfZ= FOR DETERM NING ANCHOR SPACING. ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCIFDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN _OAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GRATER THAN OR EQUAL TO SHUTTER SPA"& 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 7 1 3 FOR IDENTF:ICATION OF CONNECTION TYPE). 4. ANCHORS SHALL E_ INSTALLED N ACCORDANCE WITH MANUFACTURERS' RECOf mENDATION5. 9. WHE E EXISTING- STRJCTUf 15 WOOD FRAMING-, EXISTING CONDITION5 MAY VARY. FIELD VERIFY THAT =AsTENER5 AR= INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. FASTENING TG PLYWOOD 15 ACCEPTABLE ONLY FOR 5IDE CLOSURE PIECES. FRANK L. BENNARDO. PE. 'PE0046549 03 W ow o w Q � ZZ z W Z -1� Z � Q 0 E 0° U O z _ Z w Q� z W W z Z w m W z . ED " J LL` tit w z W d 0_ O J) 0 J LL RE v151ON5 DESCRIPTION! DATE C41NCT ca pTs 1•2/02 SCALE: NT °. • DRAWN BY: CHECK. L b'•': F Lo PtIN. DAT =: TV18 /Oz DIIY- 07 -868 -III ANCHOR SPACING SCHEDULE (INSIDE MOUNT 'PANELS, WALL MOUNT) 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (lb) = 359.53 65 Vcap (Ib) = 82.97 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (lb) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 10.6" 16.0" 8.2" 16.0" DISTANCE 12.4" 8.5" 5.6" 4.4" 4.4" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 16.0" 15.7" 14.2" 8.1" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 16.0" 14.2" 11.7" 10.3" 10.3" 6. Ui1ERE LAG- SCRWS FASTEN T7 NARROW FACE OF STUD FRAMING, FASTENER 51-1ALL BE LOCATED N CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD ( EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G• OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR SEX HEAD. 1. * DESIGNATES R LE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. a MACHINE SCREWS SHALL HAVE MINIMUM OFF 4;' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAT NAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) UN.O. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. In DESIGNATES ANCHOR CONDITIONS Ur.41CH ARE NOT ACCEPTABLE FOR USE. ANCHOR Sr ACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) 0 0 1/4" x 2" THREAD PENETR. LAG SCREW 39 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97' 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE DISTANCE 7.5" 6.5" 5,3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" 3.5" 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5" 5.0" 4.9" 4.2" 3.4" 3.0" 3.0" 3.9" 3.4" 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" Approved complying v$111 it Florida Sri 2-3 Co tec Dale NOAII Miam) Dade ?rcd5; Co;trnf By SEE T : 4 OF 4 HOLLOW CONC BLOCK 2.0" EDGE DISTANCE ( 2.5" EDGE DIST. ANCHOR EXIST. STRUCT. • ANCHOR • LOAD (psf) SPANS UP TO 5.50 ft CONN TYPE SPANS UP TO 8.67 ft CONN TYPE C5 C6 C5 C6 CONCRETE 1/4" x 1 -3/4" EMBED . 39 16.0" 16.0" 16.0" 16.0" ELCO TAPCON 45 16.0" 16.0" 11.4" 16.0" MN 3320 PSI CONC) 55 16.0" 16.0 7.5" 16.0" Tcap (lb) = 483.00 65 14.2" 16.0" 6.0" 16.0" Vcap Qb) = 475.00 72 11.0" 16.0" 6.0" 16.0" 1/4 "x7/8" EMBED 39 16.0" 16.0" 14.8" 16.0" ALL - POINTS SOLID -SET 45 16.0" 16.0" 10.1" 16.0" LEAD SHIELD ANCHOR * 55 16.0" 16.0" 6.6" 16.0" Tcap (lb) = 428 65 12.6" 16.0" 5.3 " 16.0" Vcap (lb) = 429 72 9.8" 16.0" 5.3" 16.0" 1/4" x 2" EMBED 39 16.0" 16.0" 12.9" 16.0" ELCO PANELMATE 45 16.0" 16.0" 8.8" 16.0" MN 3350 PSI CONC) . * 55 16.0" 16.0" 5.8" 16.0" Tcap (lb) = 372.00 65 11.0" 16.0" 4.6" 16.0" Vcap Qb) = 565.00 . 72 8.5" 16.0" 4.6" 16.0" ANC-1O tR SPACING SCHEDULE 1/4" x 1 -1/4' EMBED ELCO TAPCON 39 49 58 Tcap (lb) = 218.00 72 Vcap (Ib) = 398.00 130 1/4 "x7/8" EMBED 39 ALL POINTS SOUD - SET 49 LEAD SHIELD ANCHOR * 58 Tcap (Ib) = 358 72 Vcap (Ib) = 249 130 1/4" x 1 -1/4" EMBED ELCO PANELMATE Tcap (Ib) = 204.75 Vcap (Ib) = 233.50 39 49 * 58 72 130 12.5" 16.0" 16.0" 15.8" 12.5" 16.0" 12.7" 12.5" 12.5" 16.0" 8.7" 10.5" 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 16.0" 16.0" 12.2" 12.5" 16.0" 11.9" 9.7" 12.5" 15.4" 8.2" 8.1" 6.25" 12.4" 5.5" 6:5" 6.25" 9.1" 3.4" 4.7" 12.5" 15.5" 7.8" 9.9" 6.25" 12.3" 5.2" 7.7" 6.25" 10.4" 4.0" 6.5" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 14.5" 7.3" 7.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.8" 3.8" 5.1" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 12.5" 12.6" 5.4" 7.9" 625" 10.0" 3.8" 6.2" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 8.8" 8.3" 12.5" 16.0" 6.2" 6.6" 12.5" 15.9" • 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 6.25" 11:8" 5.1" 6.2" 6.25" 9.4" 3.6" 4.9" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" ANCHOR NOTES: I. SPANS AND LOADS SHOW HERE AfZ= FOR DETERM NING ANCHOR SPACING. ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCIFDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN _OAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GRATER THAN OR EQUAL TO SHUTTER SPA"& 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 7 1 3 FOR IDENTF:ICATION OF CONNECTION TYPE). 4. ANCHORS SHALL E_ INSTALLED N ACCORDANCE WITH MANUFACTURERS' RECOf mENDATION5. 9. WHE E EXISTING- STRJCTUf 15 WOOD FRAMING-, EXISTING CONDITION5 MAY VARY. FIELD VERIFY THAT =AsTENER5 AR= INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. FASTENING TG PLYWOOD 15 ACCEPTABLE ONLY FOR 5IDE CLOSURE PIECES. FRANK L. BENNARDO. PE. 'PE0046549 03 W ow o w Q � ZZ z W Z -1� Z � Q 0 E 0° U O z _ Z w Q� z W W z Z w m W z . ED " J LL` tit w z W d 0_ O J) 0 J LL RE v151ON5 DESCRIPTION! DATE C41NCT ca pTs 1•2/02 SCALE: NT °. • DRAWN BY: CHECK. L b'•': F Lo PtIN. DAT =: TV18 /Oz DIIY- 07 -868 -III ANCHOR SPACING SCHEDULE (INSIDE MOUNT 'PANELS, WALL MOUNT) 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (lb) = 359.53 65 Vcap (Ib) = 82.97 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (lb) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 10.6" 16.0" 8.2" 16.0" DISTANCE 12.4" 8.5" 5.6" 4.4" 4.4" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 16.0" 15.7" 14.2" 8.1" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 16.0" 14.2" 11.7" 10.3" 10.3" 6. Ui1ERE LAG- SCRWS FASTEN T7 NARROW FACE OF STUD FRAMING, FASTENER 51-1ALL BE LOCATED N CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD ( EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G• OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR SEX HEAD. 1. * DESIGNATES R LE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. a MACHINE SCREWS SHALL HAVE MINIMUM OFF 4;' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAT NAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) UN.O. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. In DESIGNATES ANCHOR CONDITIONS Ur.41CH ARE NOT ACCEPTABLE FOR USE. ANCHOR Sr ACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) 0 0 1/4" x 2" THREAD PENETR. LAG SCREW 39 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97' 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE DISTANCE 7.5" 6.5" 5,3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" 3.5" 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5" 5.0" 4.9" 4.2" 3.4" 3.0" 3.0" 3.9" 3.4" 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" Approved complying v$111 it Florida Sri 2-3 Co tec Dale NOAII Miam) Dade ?rcd5; Co;trnf By SEE T : 4 OF 4 HOLLOW CONC BLOCK 2.0" EDGE DISTANCE ( EXIST. STRUCT. ANCHOR LOAD (psf) SPANS UP TO 5.50 ft CONN TYPE C7 C8 SPANS UP Ter 8.67 ft CONN TYPE C7 C8 CONCRETE 1/4" x 1 -3/4" EMBED 39 16.0" 15.3" 13.6" 9.7" ELCO TAPCON 45 16.0" 13.2" 11.8" 8.4" (MIN 3320 PSI CONC) 55 15.2" 10.8" 9.6" 6.9" Tcap (Ib) = 386.40 65 12.9" 9.2" 8.5" 6.0" Vcap (Ib) = 380.00 72 11.6" 8.3" 8.5" 6.0" 1/4 "x7/8" EMBED 39 16.0" 16.0" 15.2" 10.8" ALL - POINTS SOLID -SET 45 16.0" 14.7" 13.2" 9.3" LEAD SHIELD ANCHOR * 55 16.0" 12.0" 10.8" 7.6" Tcap (lb) = 428 65 14.4" 10.2" 9.5" 6.7" Vcap (lb) = 429 72 13.0" 9.2" 9.5" 6.7" 1/4" x 2" EMBED 39 16.0" 11.6" 10.3" 7.4" ELCO PANELMATE 45 14.1" 10.1" 8.9" 6.4" (MIN 3350 PSI CONC) * 55 11.5" 8.2" 7.3" 5.2" Tcap (lb) = 297.60 65 9.7" 7.0" 6.4" 4.6" Vcap (lb) = 282.50 72 _ 8.8" 6.3" _ 6.4" 4.6" ANC-1O tR SPACING SCHEDULE 1/4" x 1 -1/4' EMBED ELCO TAPCON 39 49 58 Tcap (lb) = 218.00 72 Vcap (Ib) = 398.00 130 1/4 "x7/8" EMBED 39 ALL POINTS SOUD - SET 49 LEAD SHIELD ANCHOR * 58 Tcap (Ib) = 358 72 Vcap (Ib) = 249 130 1/4" x 1 -1/4" EMBED ELCO PANELMATE Tcap (Ib) = 204.75 Vcap (Ib) = 233.50 39 49 * 58 72 130 12.5" 16.0" 16.0" 15.8" 12.5" 16.0" 12.7" 12.5" 12.5" 16.0" 8.7" 10.5" 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 16.0" 16.0" 12.2" 12.5" 16.0" 11.9" 9.7" 12.5" 15.4" 8.2" 8.1" 6.25" 12.4" 5.5" 6:5" 6.25" 9.1" 3.4" 4.7" 12.5" 15.5" 7.8" 9.9" 6.25" 12.3" 5.2" 7.7" 6.25" 10.4" 4.0" 6.5" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 14.5" 7.3" 7.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.8" 3.8" 5.1" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 12.5" 12.6" 5.4" 7.9" 625" 10.0" 3.8" 6.2" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 8.8" 8.3" 12.5" 16.0" 6.2" 6.6" 12.5" 15.9" • 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 6.25" 11:8" 5.1" 6.2" 6.25" 9.4" 3.6" 4.9" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" ANCHOR NOTES: I. SPANS AND LOADS SHOW HERE AfZ= FOR DETERM NING ANCHOR SPACING. ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCIFDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN _OAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GRATER THAN OR EQUAL TO SHUTTER SPA"& 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 7 1 3 FOR IDENTF:ICATION OF CONNECTION TYPE). 4. ANCHORS SHALL E_ INSTALLED N ACCORDANCE WITH MANUFACTURERS' RECOf mENDATION5. 9. WHE E EXISTING- STRJCTUf 15 WOOD FRAMING-, EXISTING CONDITION5 MAY VARY. FIELD VERIFY THAT =AsTENER5 AR= INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. FASTENING TG PLYWOOD 15 ACCEPTABLE ONLY FOR 5IDE CLOSURE PIECES. FRANK L. BENNARDO. PE. 'PE0046549 03 W ow o w Q � ZZ z W Z -1� Z � Q 0 E 0° U O z _ Z w Q� z W W z Z w m W z . ED " J LL` tit w z W d 0_ O J) 0 J LL RE v151ON5 DESCRIPTION! DATE C41NCT ca pTs 1•2/02 SCALE: NT °. • DRAWN BY: CHECK. L b'•': F Lo PtIN. DAT =: TV18 /Oz DIIY- 07 -868 -III ANCHOR SPACING SCHEDULE (INSIDE MOUNT 'PANELS, WALL MOUNT) 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (lb) = 359.53 65 Vcap (Ib) = 82.97 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (lb) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 10.6" 16.0" 8.2" 16.0" DISTANCE 12.4" 8.5" 5.6" 4.4" 4.4" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 16.0" 15.7" 14.2" 8.1" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 16.0" 14.2" 11.7" 10.3" 10.3" 6. Ui1ERE LAG- SCRWS FASTEN T7 NARROW FACE OF STUD FRAMING, FASTENER 51-1ALL BE LOCATED N CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD ( EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G• OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR SEX HEAD. 1. * DESIGNATES R LE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. a MACHINE SCREWS SHALL HAVE MINIMUM OFF 4;' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAT NAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) UN.O. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. In DESIGNATES ANCHOR CONDITIONS Ur.41CH ARE NOT ACCEPTABLE FOR USE. ANCHOR Sr ACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) 0 0 1/4" x 2" THREAD PENETR. LAG SCREW 39 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97' 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE DISTANCE 7.5" 6.5" 5,3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" 3.5" 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5" 5.0" 4.9" 4.2" 3.4" 3.0" 3.0" 3.9" 3.4" 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" Approved complying v$111 it Florida Sri 2-3 Co tec Dale NOAII Miam) Dade ?rcd5; Co;trnf By SEE T : 4 OF 4 HOLLOW CONC BLOCK 0.75" EDGE DISTANCE ' 00 1/4" x2" THREAD 39 12.5" 16.0" 16.0" 7.5" 12.5" 16.0" 12.8" 4.8" 12.5" 16.0" 8.9" 3.9" PENETR. LAG SCREW 49 12.5" 16.0" 16.0" 6.0" 12.5" 16.0" 8.6" 3.8" 12.5" 16.0" 6.3" 3.1" 58 12.5" 16.0" 14.4" 5.1" 12.5" 16.0" 6.6" 3.2" 12.5" 16.0" 6.0" Tcap (Ib) = 359.53 72 12.5" 16.0" 9.6" 4.1" 12.5" 16.0" 6.0" 12.5" 16.0" 6.17 Vcap (lb) = 82.97 130 12.5" 16.0" 6.0" aNgq 12.5" 16.0" 6.0" 12.5" 16.0" 6.0 #14 x 1 - 12" THREAD 39 12.5" 16.0" 16.0" 7.7" 12.5" 16.0" 8.3" 4.8" 12.5" 13.5" 5.8" 3.9" PENETR. WOOD SCREW 49 12.5" 16.0" 13.6" 6.1" 12.5" 13.2" 5.6" 3.8" 625" 10.7" 4.1" 3.1" 58 12.5" 16.0" 9.3" 5.1" 6.25" 11.2" 4.3" 3.2" 6.25" 10.4" 3.9" Vii;'; Tcap (lb) = 234.00 72 12.5" 14.2" 6.3" 4.1" 625" 10.4" 3.9" %; / 625" 10.4" 3.9" Vcap (Ib) = 96.74 130 625" 10.4" 3.9" 6.25" 10.4" 3.9" / 6.25" 10.4" 3.9" % ' %< 7/16" x 5/8" EMBED 39 12.5" 16.0" 16.0" 13.0" 12.5" 16.0" 8.3" 8.1" 12.5" 13.4" 5.7" 6.6" BRASS BUSHING & 49 12.5" 16.0" 13.5" 10.3" 12.5" 13.1" 5.5" 6.4" 6.25" 10.6 ".,4.0" 5.2" 1/4 - 20 SCREW * 58 12.5" 16.0" 9.2" 8.7" 6.25" 11.1" 4.3" 5.4" 6.25" 10.3" 3.8" 5.0" Tcap (Ib) = 231.50 72 12.5" 14.0" 6.2" 6.9" 6.25" 10.3" 3.8" 5.0" 6.25" 10.3" 3.8" 5.0" Vcap (Ib) = 232.50 130 6.25" 10.3" 3.8" 5.0" 6.25" 10.3" 3.8" 5.0" 6.25" 10.3" 3.6" 5.0" ANC-1O tR SPACING SCHEDULE 1/4" x 1 -1/4' EMBED ELCO TAPCON 39 49 58 Tcap (lb) = 218.00 72 Vcap (Ib) = 398.00 130 1/4 "x7/8" EMBED 39 ALL POINTS SOUD - SET 49 LEAD SHIELD ANCHOR * 58 Tcap (Ib) = 358 72 Vcap (Ib) = 249 130 1/4" x 1 -1/4" EMBED ELCO PANELMATE Tcap (Ib) = 204.75 Vcap (Ib) = 233.50 39 49 * 58 72 130 12.5" 16.0" 16.0" 15.8" 12.5" 16.0" 12.7" 12.5" 12.5" 16.0" 8.7" 10.5" 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 16.0" 16.0" 12.2" 12.5" 16.0" 11.9" 9.7" 12.5" 15.4" 8.2" 8.1" 6.25" 12.4" 5.5" 6:5" 6.25" 9.1" 3.4" 4.7" 12.5" 15.5" 7.8" 9.9" 6.25" 12.3" 5.2" 7.7" 6.25" 10.4" 4.0" 6.5" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 14.5" 7.3" 7.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.8" 3.8" 5.1" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 12.5" 12.6" 5.4" 7.9" 625" 10.0" 3.8" 6.2" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 12.5" 16.0" 8.8" 8.3" 12.5" 16.0" 6.2" 6.6" 12.5" 15.9" • 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 6.25" 11:8" 5.1" 6.2" 6.25" 9.4" 3.6" 4.9" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" ANCHOR NOTES: I. SPANS AND LOADS SHOW HERE AfZ= FOR DETERM NING ANCHOR SPACING. ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCIFDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN _OAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GRATER THAN OR EQUAL TO SHUTTER SPA"& 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 7 1 3 FOR IDENTF:ICATION OF CONNECTION TYPE). 4. ANCHORS SHALL E_ INSTALLED N ACCORDANCE WITH MANUFACTURERS' RECOf mENDATION5. 9. WHE E EXISTING- STRJCTUf 15 WOOD FRAMING-, EXISTING CONDITION5 MAY VARY. FIELD VERIFY THAT =AsTENER5 AR= INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. FASTENING TG PLYWOOD 15 ACCEPTABLE ONLY FOR 5IDE CLOSURE PIECES. FRANK L. BENNARDO. PE. 'PE0046549 03 W ow o w Q � ZZ z W Z -1� Z � Q 0 E 0° U O z _ Z w Q� z W W z Z w m W z . ED " J LL` tit w z W d 0_ O J) 0 J LL RE v151ON5 DESCRIPTION! DATE C41NCT ca pTs 1•2/02 SCALE: NT °. • DRAWN BY: CHECK. L b'•': F Lo PtIN. DAT =: TV18 /Oz DIIY- 07 -868 -III ANCHOR SPACING SCHEDULE (INSIDE MOUNT 'PANELS, WALL MOUNT) 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (lb) = 359.53 65 Vcap (Ib) = 82.97 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (lb) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 10.6" 16.0" 8.2" 16.0" DISTANCE 12.4" 8.5" 5.6" 4.4" 4.4" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 16.0" 15.7" 14.2" 8.1" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 16.0" 14.2" 11.7" 10.3" 10.3" 6. Ui1ERE LAG- SCRWS FASTEN T7 NARROW FACE OF STUD FRAMING, FASTENER 51-1ALL BE LOCATED N CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD ( EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G• OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR SEX HEAD. 1. * DESIGNATES R LE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. a MACHINE SCREWS SHALL HAVE MINIMUM OFF 4;' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAT NAVE EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) UN.O. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. In DESIGNATES ANCHOR CONDITIONS Ur.41CH ARE NOT ACCEPTABLE FOR USE. ANCHOR Sr ACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) 0 0 1/4" x 2" THREAD PENETR. LAG SCREW 39 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97' 72 #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 231.50 Vcap (Ib) = 232.50 39 45 * 55 65 72 0.75" EDGE DISTANCE 7.5" 6.5" 5,3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" 3.5" 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5" 5.0" 4.9" 4.2" 3.4" 3.0" 3.0" 3.9" 3.4" 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" Approved complying v$111 it Florida Sri 2-3 Co tec Dale NOAII Miam) Dade ?rcd5; Co;trnf By SEE T : 4 OF 4 HOLLOW CONC BLOCK r- FOR 114X ALLC Wa LC PANEL LENGTHS (vERT. OR WORM) a BOTTOM J Z ncINT a W r 1 t TPE t AS RECD) laMil G MAX GAP ry / ° • °1. / / OCATT = '` (COMN.ifPE J AS cD) x11 . Ja s. OBSTRUCTION FRANC L. 5ENNARDO, p=. 'PE0m46545 3 QT _0) to IL in in • 0 =Q t0 tt ff 0 • • U • 0 • e O 8 Usti Z • w Z W z W Z J Z 1L W � zz W " 1 LL u, � 9w REV 15IGN5 SCALE: 3 = I' DRAWN 5Y: CL SWEET: OF 4 DATE DESCRIPTION cawrr car¢NTS C-1 CK.tzL cT:FLE PRINT U)AFE- 11 /Ib /E2 our, •: 02- 86841 l 1 °RODUUC,. MARKING (LOCATION OPTIONAL) -{1312' r ROLL BACK F- 1.181' -20 x �! 5.5. STUD E 1 0.125' I IS00 L TYP. --11 -11.315' t fG4LvANI ED � 1315' r STORM PANEL 0 T - 1312' I 1.181' -i L1.181 12500' PANEL COVERAGE 14.438' PANEL LENGTH MAX O STUDDED ANGLE ® BUILDOUT /CLOSURE ANGLE GENERAL NOTES: 0.125' TYP. I } 1.00 MIN. 5.000' MAX I. T1415 SHUTTER SYSTEM HAS BEEN DESIGNED AND TESTED AS A LARGE MISSILE IMPACT PROTECTIVE SYSTEM IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2001 AND PROTOCOLS TA5 201 FOR LARGE MISSILE IMPACT, TA5 202 FOR UNIFORM STATIC AIR PRESSURE AND TAS 203 FOR CYCLIC WIND LOADING. 2. NO 333% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THE ANCHOR SPACING- TABLES. 3. POSITIVE AND NEGATIVE'DESIGN P255UR5 TO BE USED WITH THESE DRAWINGS SHALL BE DETERMINED BY OTHERS ON A JOB- SPECIFIC BA515 IN ACCORDANCE WITH TI4E GOVERNING CODE. ILA-EN ASCE 1 -95 15 USED TO CALCULATE PRESSUR=ES FOR USE U)T14 TI-115 PRODUCT, THE USE OF A DIRECTIONALITY FACTOR Kol 085 15 ALLOWED. 4. THE SHUTTER SYSTEM DETAILED HEREIN 15 GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. IF SITE CONDITIONS DEVIATE FROM THE CONDITIONS DETAILED HEREIN. A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS TO 58 USED IN CONJUNCTION WITH THI5 DOCUMENT. 5. PERMIT HOLDER SHALL VERIFY THE ADEC{JACY OF THE EXISTING 5TRIJCTURE TO WITHSTAND ADDITIONAL IMPOSED LOADS. 6. STORM PANELS SHALL BE 229a STEEL (GALVANIZED TtdCKNESS t =0 .029' MM) CONFORMING TO 45TH 4653. STRUCTURAL QUALITY, GRADE 80. C-90 GALV. COATING WITH A MIN. Fv =92.0 K5I. ALL EXTRUSIONS SHALL BE 6063 -76 ALUMINUM ALLOY, UN.O. 1. PANELS SHALL BE PERMANENTLY LABELED WITH A MiNIMUM' ONE MARKING PER PANEL AS FOLLOWS: FLORIDA STORM PANELS, INC. OPA- LOCK4. FLORIDA MIAMI -DADE COUNTY PROD. CONTROL Ar'rr OVED 8. STOUT, T PANELS NAVE BEEN DESIGNED AND TESTED TO 7.4E MAXIMUM SPANS AND LOADS SHOWN ON THESE DRAWINGS. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC), OF MIAMI. FL, TEST REPORT Na. 02 -041. 10. TOP 1 BOTTOM DETAILS SI -IOWA MAY 58 INTERC:+ANG-ED AS FIELD CONDITIONS DICTATE. PANELS MAY 58 MOUNTED HORIZONTALLY WHERE APPLICABLE. EXCEPT FOR NounTING CONDITIONS INCLUDING 'H' OR 'U' HEADERS. II. ALL BOLTS t WASHERS SHALL 5E ZINC COATED. G ALvANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENG-T. -I OF 6C K51. PRODUCT MARKING (LOCATION OPTIONAL) ROLL DAOK -1 1312 r 1 / 1.00 I l 18ga TYP (t =0.0516• [GALV STEEL. GRADE 50) 1.00' MIN. 5 .000' MAX. O J -PAN CLOSURE r 2.043' � -1815' 0.093 0 .015 .063' 13 TOP 'N' TRACK 1 4 -20 5S. SIDEWALK OR MACHINE DOLT t WASHERED WINO -NUT o 24' O.C. TYP. 18 GA. GALV. STEEL BENT PLATE (00418' BM. THUG) OR 7'x2'x.123' 6063 - ALUM. ANGLE BUILD -OUT DISTANCE EXISTING CONC HOLLOW BLOCK OR WOOD FRAMING. x- 2062'- 0.062' 1 0250' I.1BI' F- 1.181' -I 4 HEADER O 2 .061' 0.063' } 1935 0 s s 1 0 .062 • TYP 0350' [ 025,p1 f r_m.050. 0 .085• j +1 + 0250' I 0865' 10 WASHERED WINGNUT (zAMAC 3 ALLOT) 0.063' ' ( 0.093' I.00• .$I.. -- 0.093' 14 BOTTOM •H' TRACK t O U' HEADER 0.125' -1 4' MAX. cxISTING WINDOW O CORNER CLOSURE DETAIL \o ALLL' ANGLE ® OR J -PAN CLOSURE PIECE 09 (SEE DETAILS ABOVE). LEG DIRECTION MAY BE REVERSE: FASTENER 4 5' O.C. FOR DESIGN LOADS LE55 THAN OR ECJAL TO Sips( (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) FOR DESIGN LOADS GR EATER THAN Slpsr, USE ALIl-I ANGLE CLOSURE 1 PIECE ONLY WITH ANCHORS c 10' O.C. O BUILD -OUT MOUNT CLOSURE DETAIL N.S. 025' MAX 67\ KEYHOLE WASHER GAL V. STEEL GRADE S0 (USE 15 OPTIONAL, REQUIRED ONLY FOR U5E URTU TREYS • WAD ANC-ORS • OALK -OU 5313' 0.093' 3 49' 0.063' OVERLAP WALL BEYOND WINDOW DISTANCE GRATER THAN OR EaML TO 1.5 TIMES BUILD -OUT DISTANCE (200I FBC SECT. 2413.13) t =0 .015'MIN. .063' 1.531' 3315' MAX. - 0315dr 3l5 0.189' 15 TOP 'U' TRACK O BUILD-OUT 'F' TRACK 80158' 80301' 025' MAX. } Tt EXIST. CONC, HOLLOW BLOCK OR WOOD FRAMIT. . 5050' TYP 0320' 0.410' 0.650' r,I I I 0.063' 0.125' 0388' 0.191' 4 .000' 1.000' 0.125' I 1 0.215' [ 0.452' r 0 .655' 7} } 111 TYP. O F' TRACK 1000' 0 0 .063' I 12 HEADER END CAP also" DEEP TYPICAL TYP Q L931'1 O063• } v 1 0z53.--- . ) } 0.093' -II- I 5313' 0093. I6 BOTTOM U' TRACK MAX EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING • O WALL MOUNT CLOSURE DETAIL N.T.S. 0500' OVERLAP MINIMUM EMBE TRAP MOUNT CLOSURE DETAIL F N.T.S. BOTTOM MOUNT (COI• l TYPE AS REOP) ALUM. ANGLE ® J -PAN CLOSURE PIECE 90 (SEE DETAILS ABOVE). LEG DIRECTION MAY BE REVERSED. FASTENER e 15' O.G. FOR DESIG - N LOADS LESS THAN OR EQUAL TO Sips( (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). FOR DESIGN LOADS GREATER THAN Slps!. USE ALUM ANGLE CLOSURE PIECE ONLY WITH ANCHORS i 10 O.C. WIDTU UNLII1ITED (PERP. TO PANEL SPAN) TOP MOUNT (COW TYPE AS REOD) i OPTIONAL 1 4.20 5111041 BOLTS WITH w45 IUNGNUTS F • OVERLAPS a MIDSPAN (US APPR SPAN TABLE) 1 I 1 „ �„� lllllluhIII ■ PLAN E W RD31)' O TYPICAL MOUNT ELEVATION N.TS. TOP MOUNT (CONN TYPE AS 10'0) 025' MAX EXISTING CONCRETE. HOLLOW BLOCK OR FRAMING TYP. SECTIONS \ 1 \ \ R0.150- MAT be AT ToP • eoTTC• LAST PANEL TYPICAL PALL A9OvE BEFORE PANEL OBSTRUCTION OBSTRUCTION- OVERLAP -) TYPICAL TYPICAL MOUNT ELEVATION AROUND OBSTRUCTION © NTS. 0315' MPL EDGE DIST. O F 0 BOTTOM maxi' CGNN ` -TYP. PANEL OVERLAP TYPE AS RECD) OPTIONAL 1 . - STITCH BOLTS WITU WA51F.D WNGNJTS F ASTENED o OVERLAPS MIDSPAN (USE APPROPR.ATE SPAN TABLE) Approved as coE P!yso€ with the Florida Bui ing C do Dote 0 2 2003 Miami Dxdt Product Castro: Bit'isio Ey Positive Load (pst) Span Less Than: Separation (inches) at <= 30' Separation (inches) at > 30' 5 It bbbbb>btototototot ` h F-totoin "v "r 6' - 0" 2.75" 1.22" 30 8' - 8" 2.75" 1.94" 10' - 5" 3.00" 3.00" 6' - 0" 2.75" 125" 35 8' - 8" 2.75" 2.10" 8 10' - 0" 3.00" 3.00" co bo b 2.75" 129" 40 2.75" 2.26" 6' - 9" 3.00" 3.00" 6' - 0" 2.75" 1.32" 45 8' - 8" 2.75" 2.41" 9' - 4" 2.92" 2.92" 50 6' - 0" 2.75" 1.36" 8' - 10" 2.75" 2.73" 60 6' - 0" 2.75" 1.43" 8' - 1" 2.75" 2.44" 70 6' - 0" 2.75" 1.51" 7' - 6" 2.75 224 Load W ( No Stitch Bolts LMax (ft) Stitch Bolts At Midspan LMax (ft) 5 It bbbbb>btototototot ` h F-totoin "v "r 10' - 7" 10' - 5" 10' - 0" 9'- 9" 9' -8" 9' - 5" 9' - 3" 9' - 2" 8' - 11" 8' - 10" 8 8 ' - 9 " 8'- 3" T - 8" T - 6" T -2" 6' - 9" 6' -0" 5' - 4" 4' - 10" 4'- 6" 4' - 1" E 0 0 z W W z Z W LL 3 3 U TY w w z w m J e z . 4 u. ji Q Lu w U Z W t Z W W m Z > cal 1.1__ LL 0 0 1 r 0 J � WZ N Q t iv 4 0 t (0 �W CV W CV H J) REv15ION5 DESCRIPTION DATE V2/03 SCALE: ' _ • DRAWN Y) C_ Pr21N� JAiE: II 5/02 DUG 02 -865 -111 4, O tu 5 EXISTING CONCRTE. HOLLOW BLOCK OR WOOD FRAMING (SEE ANCHOR SCHEDULE 13 BASED ON TYPE CF STRICTURE) TING GLAZING EMBED tu w 0 REQ'D SEPARATION FROM GLASS (REF. TABLE T2) •Id TEK SCREW OR '4 -20 MACHINE SCREW ( NUT • I6' 0.C. (TYP ALL 5m. COM>ECTIONS G3 CONNECTION TYPE REFER ANCHOR SCHEDULE 13 FOR MAX. ` -SHORT LEG MAY BE REVERSED TOWARDS THE OPEEN1NC 0.500' EO EO CONNECTION TYpr ANCHORS TO BE AT 125' OR 625' O.C. (REFERENCE ANCHOR SCHEDULE 13 FOR MAX SPACING). USE R ANCHORS ONLY EDGE DIST. EXISTING GLAZING EXISTING CONCITE. HOLLOW BLOCK OR WOOD FRAMING-. SEE ANCHOR SCHED. BASED ON TYPE OF STRJCTWc REQ'D SEPARATION FROM GLASS (REF. TABLE T2) 0 600' g CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING O BUILD -OUT MOUNT SECTION N.TS. 0.25' I/4 -20 X S.S. MACHINE SGZEW 9 175' O:C. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. EASED ON TYPE OF 5TRJCTU 1 4-20 x 5.6. MACHINE SCREWS F 125• C.C. `C2 CONNECTION TYp• REFERENCE ANCHOR SCHEDULE 13 FOR MAX. SPACING TRACK/OIRECT MOUNT SECTI 02 CONNECTION TYPE REFE ANCHOR SCHEDULE 13 FOR MAX. SPACING STUD ANGLE DIRECTION MAY BE REVERSED. AS SWOI N g2 CONNECTION TYPE REFE ANCHOR SCHEDULE T3 FOR MAX. SPACING OPTIONAL BUILDOUT MOUNTING: CONFIGURATIONS (AT HEADER OR SILL) EXISTING CONCRETE, HOLLOW BLOCK OR W00D FRAMING. SEE ANCHOR SOWED. BASED ON TYPE OF STRUCTURE EXISTING GLAZING REO'D GLASS SEPAR DIST. (SEE TABLE T2 FOR MN.) REQ'D SEPARATION FROM C -LASS (REF. TABLE T2) EXISTING GLAZING 0_ 0 w EMBED. EMBED. O WALL MOUNT SECTION N.TS. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAI SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTUR . EMBED '4 -20 MACHINE SCREEWS 125' G.C. I LEG DIR MAY BE REVERSE', 025' AX 025' MAX. O CEILING/FLOOR MOUNT SECTION NTS. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR 5C1•ED. BASED ON TYPE OF STRJCTURE. C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE 13 FOR MAX. SPACING. r 0500' 1 r 0250' 025' % -20 X 3 4' SS. MACHINE SCREW W/ WINGnUT 9125' OC. C2 CONNECTION T•PE REFERENCE ANCHOR SCHEDULE 13 FOR MAX. SPACING PA CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING P4 CONNECTOQ r. p= REFERENCE ANCHOR SCHEDULE 73 FOR MAX SPAC ING MAXIMUM ALLOWABLE SPAN SCHEDULE SPAN SCHEDULE NOTES: 1. ENTER SPAN SCHEDULE WITH NEGATIVE DESIGN LOAD TO DETERMINE MAXIMUM ALLOWABLE STORM PANEL SPAN. SCHEDULE 15 ACCEPTABLE FOR USE WITH POSITIVE LOADS LESS THAN OR EQUAL TO NEGATIVE DESIGN LOADS. 2. INTERPOLATION BETWEEN LOADS 15 ACCEPTABLE. OTHERWISE USE NEXT HIGHER LOAD. rrEXISTING WOOD TRUSSES t o 24' O.G. MAX. EXISTING GLAZING RECD SEPARATION FROM GLASS (REEF. TABLE 1 O TRU55 MOUNT SECTION N ?5. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. EXISTING GLAZING L OFFSET WALL MOUNT SECTION N.75 MINIMUM SEPARATION FROM GLASS SCHEDULE TABLE T2 NOTES: I. ENTER SPAN SCHEDULE WITH POSITIVE DESIGN LOAD 70 DETERMINE MINIMLU1 ALLOWABLE STORM PANEL SEPARATION FROM GLASS OR DOOR TO 5E PROTECTED. SCHEDULE IS REQUIRED FOR USE WITH POSITIVE LOADS ONLY. 2. INTERPOLATION BETUEEN LOADS 15 ACCEPTABLE, OTHERWISE USE NEXT HIGHER LOAD. EXTERIOR WALL FINISH STEEL TUBE TO SOTTOM TRUSS CI40RD5 U/ (3)'4"x2' EMBED LAG SCREWS • EACH TR:5S (24' O.C. MAX) 4'x1/2'xO.0415' MIN STEEL TUBE 'U' HEADER TO ROLLED STEEL TUBE W/ CENTER LAC- (A5 DESCRIBED ABOVE) o TRJ5$E5 ( •14 5.M.5 TO PLATE 4 6' O.C. BETWEEN TRUSSES Lmax 5' - 0' (MAX SPAN) MAX DESIGN LOAD = -60 psf EMBED -ALUM OR GALV STEEL SPACER AS REQ D. EXTERIOR WALL FINIS, PROTRUDING FROM MOUNTING SUR'FAC'E CI CONNECTION TYPE ANCHORS TO BE AT 125' OR 625' O.C. (REFE ANCHOR SCHEDULE 13 FOR MAX. SPACING). USE REMOVABLE ANCH S ONL7 SHEET: 2 OF 4 EXISTING GLAZING REQ'D GLASS SEP. DIST. (SEE TABLE T2 FOR MINIMUM) PENETRATION OR EMBED. EXISTING GLAZING EXISTING CCN HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRICTU WALL MOtNT SECTION WALL ruler TRACKS. N.T.E. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. 0500' C5 CCNI TYPF, REFERENCE ANCHOR SCHEDULE T4 FOR MAX. SPACING 0500' EXISTING CONCRETE. HOLLOW BLOCK OR WOG> FRAMING. SEE ANCHOR SCHED. BASED CH TYPE CF STRUCTU C6 CONNECTION TYPE IPPERENCE ANCHOR SCHEDULE T4 FOR MAX. SPACING. 1365 1365' 1365' CE) CONN T P F RE. ANCHOR SCHED. T4 FOR MAX. SPACING G D GLASS SEP. DIST. (SEE TABLE T2 FOR MINIMUM) Cl CONK•1 TYPE REF. ANCHOR SCHED. T4 FOR MAX. SPACING O WE AIDE FZ/SI LL MOUNT SECTION TRAP MOV4T TRACKS ON A`KG -LE. N.T.S. LEG MAT BE BENT TO 30deg MAX -LEG MAY SE SENT TO 306eg MAX OPTIONAL INTERIOR MOUNT INSTALLATION DETAILS EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING-. SEE ANCHOR SGHED. BASED oN TYPE OF STRUCTURE. uI 050' MAX REQ•D GLASS -SEP. DIST. (SEE TABLE T2 FOR MINIMUM) 050' MAX w 4 O EDGE DIST. EXISTING GLAZING 67 CEILING/FLOOR MOUNT SECTION TRAP NO{NT TRACKS. PENETRATION OR EMBED. • 0 o •t1IN0.011BliE Jog 0 g O in w � EMBED. 110 R GLASS SEP. DIST. (SEE TABLE TZ aI 1c I AZIC FOR MINIMU EXISTING M) EXISTING CONCR HOLLOW BLOCK OR WOOD FRA`1ING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE DIRECT WALL MGUNT SECTION BOTTOM DIRECT WALL MO.NT (KT DETAIL 'S•K. N.T5. Cl CONNECTION TYPE - 1E NrC410R SCHEDULE 14 FOR MAX. SPACING EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING SEE ANCHOR SCHED. BASED 01 TYPE OF STRUCTURE. P5 CQ+IECTION rPE RE ANCHOR SCHEDULE TA FOR MAX SPACING 1 0500• G1 CONNECTION TYPIR REFER ANCHOR SCHEDULE 14 FOR MAX. SPACING 1.00 MAX FASTEN EACH PANEL ADJACENT TO LAST PANEL a BOTTOM W/ (2) ELCO PANELMATES (1) POWERS CALK -IN. ALTERNATIVELY, USE (3) PANELMATES AND NOTCH SOTT011 CORNERS OF LAST PANEL TO ;IT OvER INNEF3105T ANCHORS. 1- IEADER TRACK ISOMETRIC TOP TRACK, N.T5. CLIP LOCKS END PANEL FLUSH AGAINST TOP TRAQG (1) HEADER END CAP oEND W/(2).145M5 TO TRACK OPTION A: (3) 1 4' ELCO PANELMATES AT BOTTOM OF ADJACENT PANEL ADJACENT PANEL TYP 125' COVERAGE (2) 1 4 -20 S.S. STITCH BOLTS W/ WINGNUTS EACH SIDE OF LAST PANEL I TOP 'H' -TRACK OR TOP U -TRACK (FASTEN TO STRUCTURE PER SECTIONS TO LEFT) OPTIONAL PLASTIC KNO6, TO EASE PANEL SLIDING (NON-STRUCTURAL, SEE ' 0010 DETAIL TO LEFT) 1•x030' PERFORATIONS AT MIDSPAN FOR USE WITH REMOVABLE HANDLE AND /OR PLASTIC KNOBS -'H'- HEADER c TOP , PER DETAIL - P''. T 6• MAX r TYPICAL • M AX TYPICAL OPT. A: 2'x2' MAX NOTCH IN LAST PANEL AROUND WINGNUT O DIRECT WALL MOUNT EXTERIOR ELEVATION BOTTOM DIRCT WALL MC✓+T (op 'P'). •?S. U Z W i Z Z > O TRACK. 1L SILL TRAC ISOMETRIC S BOTTOM TRACK, TLTS. Apprnv'ed as cot plying >rihh t9)K Florida E' iu C e N Hatt Al 22 vc3 O NOAH p 11? .0• o2 Mi IMI Dade Prod*ct Contra, Q look �1.- �O 1L LAST PANEL MOUNTED FROM INSIDE OF BLDG TYPICAL OVERLAP ADJACENT PANE L (I) 1'x2'x0.092'x1 ANGLE o END W/ (2) 94 SM5 TO TRACK BOTTOM 'H' TRACK OR BOTTOM V' TRACK (FASTEN TO STRUCTURE PER DETAILS M, N 10 TO LEFT) OPTION E (2) '4 ELC0 PANELMATES AT BOTTOM OF ADJACENT PANELS OPT. 6: (0 POWERS CALK -IN, CLOSEST TO LA5T PANEL (NO NOTCH RECD) W ow o w ZZ z w ea z J �. Z D Q 0 u_ U REVISIONS DE SCRIPT ION ,AMT' COM'IEK(TS O u U Zw Q Z w Z w W Oft Q J LL � J W WZ Q z 0 E ik 1 0 92 CV W DATE I/7/03 SCALE: y (mo.) DRAWN BY: cL L HEGKCLI CT : F - PRINT DA I C: II 02 DWr ': 02- E6b -III 5 SHEET: 3 OF 4 _� 111111111111111111t 111111111111111g1111 1111 411 coisla k.!/ (0"X (0",) 101 1414M 4 ft" 21 11 Gi g - la* . i A Ntr, , I2 @: NiciF t2EwEHc r 51hY ��lD ►mil °1& 5T MBA Neu v/1+41 6761 Southwest 68th Terrace o South Miami, FL 33143 o 305.740.5185 o moroorch@bcllsou`.':':.ncf 6 February 7, 2005 Miami Shores Village Hall Building Department 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Re: Meyers Residence 530 N.E. 96 Street Miami Shores, Fla. Inspection of front entry concrete slab Gentlemen: This letter will serve as confirmation that we have inspected the non bearing concrete slab at the covered entrance, at the above referenced residence. This covered entry slab is of a non structural nature. There is a perimeter thickened edge of approximately 22 inches wide by 22 inches deep with three number 5 reinforcing bars at the perimeter and with a wired 6 in. x 6 in., 10 /10 wire welded mesh on top. Since this slab is non- structural, the thickened edge, concrete thickness and reinforcements exceed the minimum requirements as set forth in the Florida Building Code. If we can be of further assistance, please do not hesitate to contact us. Eusebio M. Mora, R.A. FL Lic #0011732 C.C. Attachment of sketch ' ^\ t i` ::. 1or s tt 2 L J 6761 Southwest 68th Terrace o South Miami, FL 33143 o ,x05.740.5185 o moraarch©bellscutn.net December 27, 2004 Miami Shores Village Hall Building Department 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Re: Meyers Residence 530 Northeast 96th Street Miami Shores, Fla. Substitution of Wood Studs for Metal Partitions Building Permit No. BP -04210 Gentlemen : Should you have any questions, please do not hesitate to contact us. Sincerely, Eusebio M. Mora Architect #0011732 6P0-1- 9 ) rmaJoK M. Mora Arc! This letter shall serve as confirmation that the substitution of wood studs for the interior non - structural partitions instead of the specified metal studs is acceptable and in accordance with the permitted construction documents and with the minimum requirements of the Florida Building Code. 47A.1 C.. 1 4.1-s•ioc+ Math Torrnino o C... rik AAi.-,mi CI 171 Al o 7(1c 7Afl S1>1C o mesrnivrn4,6;1hc11onli #V. n..4 a v .ECE� wl SlU2 Nov 1 2 2004 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circl Submittal Fee $ 3 Notary $ Scanning $ 1 Code Enforcement $ Owner's Name (Fee Simple Titleholder) Owner's Address City Tenant/Lessee Name 1 rU,S,Ses, Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Electrical �IC�I1�L Type of Work: ❑Addition ❑Alteration IRINew Describe Work: Permit No. I/ ©5 - .JO Master Permit No. /EP OV 3/6 Plumbing Mechanical Roofing q Ft.ine- Phone # � 06 a / State Zip Phone # Job Address (where the work is being done) 6 Q Nth .) S7" City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name z � rJC7724/Cr1 Phone # Contractor's Address City State Qualifier State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Square Footage Of Work: * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 5 Permit Fee $ Training/Education Fee $ Radon $ Stru tural PI ta 0 , V Zip El Repair/Replace CCF Technology Fee $ Total Fee Now Due $ (Continued on opposite si a ._ e� O�1"� v CO /CC ❑ Demolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made 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 separaW 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 will 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 Signature Owner or Agent. Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 05/13/03 i_) 7 h'4 3 ' fr14 t ^ Plans Examiner t • \ ? Cf Engineer Zoning Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Permit Number: BP2004 -886 Printed: 6/30/2004 Applicant: MICHAEL MEYER Owner: MEYER MICHAEL JOB ADDRESS: 530 N.E. 96TH ST. ST. Contractor DIEZ CONSTRUCTION CORP. Contractor's Address: 4800 S. W. 114 AVE. Local Phone: 786- 236 -2041 Parcel # PARC2004 -3 Legal Description: Building Permit Fees: Description Amount FEE2004 -6522 Building Fee $165.00 FEE2004 -6523 CCF $1.80 FEE2004 -6524 Training and Education Fee $0.60 FEE2004 -6525 Technology Fee $4.13 FEE2004 -6526 Scanning Fee $12.00 Total Fees: $183.53 Total Fees: $183.53 Total Receipts; 0.00 133 Permit Status: APPROVED Permit Expiration: 12/25/2004 Construction Value: $2,200.00 Work: SHUTTERS FOR NEW HOUSE Signed: (INSPECTOR) Page 1 of 1 'JUL 0 6 ND In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: 1U 282O4 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple 1 Owner's Address 53 0 A1 . C L City TA. . 5 State F Tenant/Lessee Name Job Address (where the work is being done) 63'..) A`C City Miami Shores Village County Miami -D e Is Building Historically Designated YES NO Contractor's Company Name ZD/ �� °v1 �S �G7i c A./ Contractor's Address St // 1 7 4 q✓C City /14/-9 / State< �L Qualifier _� Q `' ci /7%./ 7 �� State Certificate or Registration No.G� / s° �� Z ' ° Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Perm ,2 2626- G c) Type of Worki,.d �` "` Qty ration Describe Work: „ ;> :,s+d:a� -� ... "IF 9 "^ Total Fee Now Due $ 13 (Continued on opposite side) • 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Miami Shores Village Building Department Permit Fee $ lbS New Permit Not V 'b t. Master Permit No Phone # Zip 33 1 \' Phone # Zip Phone # 7cS(° Z3 � Zip Square Footage Of Work: * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ❑ Repair/Replace ❑ Demolition . 44- (1 - Submittal Fee $..50, `' CCF $ 1, 80 //N� /CC Notary $ ' Training/Education Fee $ f t 60 Technology Fee $ 77 /3 Scanning $ /?, Radon $ Zoning Bond $ Code Enforcement $ .-�� Structural Plan Review. 8 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made 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 AF14IDAVIT: I certify that all the foregoing information is accurate and that all work will 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 coy mencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In t • absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent My Commission Expires: D zoo The foregoing instrument was acknowledged before me this The foreg• ng instrument was acknowledged before me s,?Sat day of , 20 _, by , day of /, �. _ _ 20 0 54 by `/Q/4a(f % dj D% who is personally known to me or who has produced who is ► - rsonally known to me or who has produced A# % vs-e__ As identification and who did take an oath. IkArilS6 as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC Sign: Sign: Print: Print: My Comm **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Plans Examiner Engineer Zoning Chc 05/13/03 O .S Contractor u N 0 0 E SEE MIN. SEPARATIO FROM GLASS SCHEDULE (TABLE 2) GLASS • OR DOOR GLASS OR DOOR 07/31/02 15:34 SEE MIN. SEPARATION FROM GLASS SCHEDULE (TABLE 2) W000 STUDS (p1 1,15/e" 24" O.C. MAX. SCALE = 3" = 1• -0" EXISTING CONCRETE HOLLOW BLOCK OR W000 FRAMING FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION ' TYPE 2 FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION 'TYPE1' EXISTING CONCRETE HOLLOW BLOCK OR • 'W000 FRAMING • ANGLE TO WALL DETAIL O WALL MOUNT SECTION A SCALE : 3" = 1' -0" M14 S.M.S. 10" O.C. 2 - 1/4 "m x 4 -1/2" S.S. LAG SCREW @ 24" O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS 1" x 4" x .125" OR 2 "x 4" x .125" AL. MAX. TUBE OR 2" x 6" P.T. W000 W/ 1 /4 "m LAG SCREWS @ 12" O.C. W/ 1 -1/2" EMBEDMENT FOR CONNECTION WITH STUO ANGLE x THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. PANEL TO ANGLE DETAIL NOTE: USE OF THIS DETAIL IS LIMITED TO = 72 PSF. WALL MOUNT SECTION (BOTTOM) 0 OR 0 1/4" MAX. 1/4 -20 MACHINE BOLT L WINGNUT CI @ 6 -1/4" 0.C. OR 12 -1/2" O.C. USE STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING (SEE TABLE 1) EXISTING WOOD. CONC. OR HOLLOW BLOCK STRUCTURE (TYP.) 1/4 -20 MACHINE BOLT L WINGNUT ® 6 -1/4" O.C. OR 12 -1/2" O.C. USE STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING (SEE TABLE 1) SEE MIN. SEPARATION FROM GLASS SCHEDULE (TABLE 2) GLASS OR 000R ©CONT. GLASS OR 000R SEE MIN. SEPARATION FROM GLASS SCHEDULE (TABLE 2) SCALE : 3" = 1' -0" co L OGE DIST./ 5/8" MAX. SCALE : 3" = V - 0" FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION ' TYPE 3• EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING 1/4 -20 MACHINE BOLT & WINGNUT 9Q (IO 6 -1/4" O.C. OR 12 -1/2" O.C. USE STORM PANEL LENGTH CORRESPONOING TO STUDS SPACING (SEE TABLE 1) FASTENER. SEE ANCHOR SCHEDULE. REFERENCE CONNECTION ' TYPE 3• --- EXISTING CONCRETE CEILING /INSIDE MOUNT SECTION REMOVABLE FASTENER @ 6 -1/4" 0.C. MAX. FOR SYSTEMS 1 OR 2 ANO @ 12 -1/2" 0.C. MAX. FOR SYSTEM 3. BUT 00 NOT EXCEED SCHEDULE SPACING. SEE ANCHOR SCHEDULE REFERENCE CONNECTION • TYPE 1 •. USE 1/4 -20 STAINLESS STEEL TRUSS HEAD BOLTS WITH KEYHOLE WASHER ©. ENGAGE BOLT HEAD IN NARROW PORTION OF KEYHOLE WASHER O WALL MOUNT SECTION E (DIRECT MOUNT) HOLLOW BLOCK OR WOOD FRAMING • 1/4" MAX. 1/4 "01 ELCO MALE WITH WASHERED WINGNUT CA 6 -1/4" O.C. MAX. FOR SYSTEMS 1 OR 2 ANO CB 12 -1/2" 0.C. MAX. FOR SYSTEM 3. BUT 00 NOT EXCEED SCHEDULE SPACING. SEE ANCHOR SCHEDULE REFERENCE CONNECTION .TYPE 1 ' . EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING GLASS OR DOOR EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING FROM GLASS SCHEDULE (TABLE 2) 5/8 MAX. EMBED (TYP.) SEE MIN. SEPARATION FROM FASTENER. SEE ANCHOR SCHEDULE, REFERENCE CONNECTION ' TYPE 1 /8" TYP. OPTIONAL LEG DIRECTION FASTENER. SEE ANCHOR SCHEDULE, REFERENCE CONNECTION 'TYPE1' © BUILD —OUT MOUNT SECTION SCALE : 3" = 1' -0" OR1 "x4 "x.125" AL. TUBE (OPTIONAL) NOTE : USE OF THIS DETAIL IS LIMITED TO -x72 PSF. F SOFFIT MOUNT DETAIL SCALE : 3" = 1' -0" 1/4 -20 MACHINE BOLT & WINGNUT CA 12" 0.C. TYP. TOP L BOTTOM OR 30 It1/2" /4" FOR COMPOP 2 ANO 3/4" F R OMPONENT( ENT Q 1/4 -20 MACHINE BOLT L WINGNUT (h 6 -1/4" 0.C. OR 12 -1/2" 0.C. USE STORM PANEL LENGTH CORRESPONOING TO STUOS SPACING (SEE TABLE 1) NOTE :USE OF THIS DETAIL IS LIMITED TO 172 PSF THREE 1/4 "0 WOOD SCREWS W/ 2" MIN. EMBEDMENT OR THREE WOOD BUSHINGS W/ 1" MIN. EMBEDMENT (TYP. AT EACH JOIST, TRUSS OR RAFTER LB 24" O.C. MAX.) 2 x WOOD JOIST. TRUSS OR RAFTER *12 SMS BETWEEN TRUSSES @ 10" 0.C. MAX. 1/4" MAX. 1/4" MAX. PRODUCT RENEWED r complying witb the Florida Betiding Code Acceptance No OZ- 0 26 . Eiplradloa Date BY Miami I ' J - Coatral Division 7 8 W NZ Za nO N �W N1 • 0 Z Z F W • V1 1- W V 1— 0 <° _O V � 0 . 1. N V1 CC < W 2 2 W V LI W H N n Live. Z ]C U7 n 2 U) W 0 (0 OU_ <28 0 N - LL Q §1 W ZUo CC z 0 _9CD J LA v a s LL L) 0 C7 L CL e • • • • 3 = 0 a. In z S 0 1• 1- 0 0 N 0 O 2 0 O z d 2 2 date 07/19/99, (scale AS NOTED {design by ` V JK drawn by MC (checked byj . vJKI drawing ne. j 99 -097 sheet 2 of 4 . STORM PANEL SCHEDULE "NEGATIVE DESIGN LOAD (W) (P.S.F.) SYSTEM 1 SYSTEM 2 SYSTEM 3 OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. TOP MOUNTS SHALL BE "h" OR U" HEADERS. BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH STUDS @ 6 -1/4" O.C. OR DIRECT MOUNTS WITH ANCHORS @ 6 -1/4" 0.C. OVERLAP FASTENERS OR REINFORCING. TUBE REQUIRED. TOP & BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH STUDS @ 6 -1/4" O.C. OR DIRECT MOUNTS WITH ANCHORS @ 6 -1/4" 0.C. NO OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. TOP & BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH STUDS @ 12 -1/2" O.C. OR DIRECT MOUNTS WITH ANCHORS @ 12 -1/2" 0.C. MAX. PANEL LENGTH (FT. - IN.) MAX. PANEL LENGTH (FT. - IN,) MAX. PANEL LENGTH (FT. - IN.) 30.0 11 -0 11 -0 8 -8 40.0 11 -0 11 -0 8 -8 50.0 10 -6 10 -6 8 - 8 60.0 70.0 10 -1 9 -8 10 -1 9 -9 8 -8 8 -8 80.0 8 -7 9 -5 8 -1 90.0 100.0 7 -8 6 -10 9 -1 8 -9 7 -2 6 -6 110.0 6- 3 8- 4 5- 10 120.0 5 -9 - 7 -11 5 -5 130.0 5 -3 7 -8 5 -0 140.0 150.0 4- 11 4- 7 7- 4 7- 1 .4 -7 4- 3 160.0 • 4 -3 6 -11 4 -0 170.0 180.0 4 -0 3 -10 6 -8 • 6 -6 3 -9 3 -7 190.0 3 -7 6 -3 3 -5 200.0 3 -5 5 -11 3 -3 210.0 3- 3 5- 8 3- 1 220.0 030.0 3 -2 3 -0 5 -5 5 -2 2 -11 2 -9 7 Cr 0 0 FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTION • TYPE 1 • EXISTING CONCRETE HOLLOW BLOCK OR W000 FRAMING O ALT. BUILD -OUT G MOUNT SECTION EXISTING CONCRETE HOLLOW BLOCK OR W000 FRAMING WIRE LATH MAY BE USED AS TYPICAL REINFORCEMENT OVER LEG OF "F" TRACK 07/31/02 15:35 SCALE : 3" = 1' -0" ALUM. OR GALV. STEEL SPACERS AS REO•O FASTENER. SEE ANCHOR SCHEOULE, REFERENCE CONNECTION 'TYPE 1 • H IA O 0 0 Q SCALE : 3" a ..vLww OLOCK OR WOOD FRAMING FASTENER, SEE ANCHOR SCHEDULE, REFERENCE CONNECTION• TYPE 1 1/4 -20 MACHINE BOLT L NUT (A 12" O.C. (TYP. TOP L BOT QUAL 1/4" MAX. 0 1/4 -20 MAC INE BOLT L WINGNUT e b 6 -1/4" 0.C. OR 12 -1/2" O.C. USE STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING (SEE TABLE 1) EXISTING CONCRETE HOLLOW BLOCK OR W000 FR AMIN FASTENER. SEE ANCHOR SCHEDULE, REFERENCE CONNECTION 'TYPE 1 • "Tr k 1a11e' `� -- SEE MIN. li SEPARATION FROM GLASS SCHEDULE (TABLE 2) STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING O (SEE TABLE 11 TYP, I TOP & BOTTOM ALUM. OR GALV. STEEL SPACERS AS REO'D FASTENER, SEE ANCHOR SCHEDULE, REFERENCE CONNECTION • TYPE 1 • O J ALT. "F" TRACK CONNECTION TO NEW STRUCTURE DETAIL SEE MIN. SEPARATION FROM GLASS SCHEDULE (TABLE 21 SCALE : 3" = FASTENER, SEE ANCHOR SCHEDULE. REFERENCE CONNECTIO • TYPE 1 • SEE MIN. SEPARATION FROM 1/4 -20 MACHINE GLASS SCHEDULE BOLT L WINGNUT (2 ) (TABLE 2) to 6 -1/4" O.C. OR 12 -1/2" O.C. USE � 0 "F" TRACK CONNECTION TO NEW STRUCTURE DETAIL SCALE : 3" 0 1' -0" 1/4 - 20 MACHINE BOLT i WINGNUT (it 6 -1/4" O.C. OR 12 -1/2" O.C. USE STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING (SEE TABLE 11 ANGLE MAY VARY "P' TRACK CONNECTION TO EXISTING STRUCTURE DETAIL 1/4 -20 MAC NNE BOLT & WINGNUT (A 6 -1/4' O.C. OR 12 -1/2" 0.C. USE STORM PANEL LENGTH CORRESPONOING TO STUDS SPACING (SEE TABLE 1) IN 5/8" STUCCO FINISH (LEG MAY BE REVERSED) WIRE LATH MAY BE USED AS TYPICAL REINFORCEMENT OVER LEG OF "F" TRACK O ALT. CORNER DETAIL K SCALE : 3" a V -0" 5' 0 T A B L E 1 2" x 2" x .125' MIN. CONT. 3105 -H14 OR 6063 -T6 ALUMINUM ALLOY OR 18 GAGE GALV. STEEL ANGLE INTERIOR FASTENING ANGLE ASSEMBLY SCALE : 1 -1/2" = 1' -0" 1/4 -20 5.5. BOLTS L WINGNUTS® (A MIDPOINT OF PANEL SPAN OR 51" 0.C. MAX. (TYPI OPTIONAL HANDLE LOCATION 3/8"a HOLE FOR FASTENING PANEL x 3" x 1/4" x 1' - 1 - 1/2" ALUMNUM ANGLE 0 1 - 1/2" x 1 - 1/2" AL. STUD ANGLE 3/4" 1/4 Lei 1 -1/2" PUNCH HOLES IN ADJACENT PANELS TO RECEIVE THIS 1/4 -20 BOLT. PLACE PANEL OVER EACH AOJACENT PANEL ANO FASTEN WINGNUTS FROM THE INSIOE. (MAY BE 1 OR 2 PANELS WIDE) 8" x 3" x 1/4" x 1' - 1 -1/2" ALUMNUM ANGLE 1/4 -20 STUD W/ NUT O STORM PANEL INTERIOR FASTENING (ISOMETRIC) SCALE : 1 -1/2 1' -0" 1/4 "a/ POWERS CALK -IN W/ 7/8" MIN. EMBED. IN CONC. QI 3" O.C. OR 1/4 - 0 POWERS STEEL DROP -IN W/ 1" MIN. EMBED. IN CONCRETE (p33 "O.C. INTERIOR FASTENING ANGLE ASSEMBLY (SECTION A) SCALE : N.T.S. NOTE : USE OF THIS DETAIL IS LIMITED TO s72 PSF AND A MAX.. PANEL LENGTH OF 11' -0 ". PRODUCT RENEWED the CO �MI! Florida Atomism No0 2 - o $ Z6.07 Expiration .ration Date LU LU W N Qa <O f� WJ W W fV t VJ. K NEZEVICH PROFESSIONAL ENGMEER R. Ucana ' • 1081I3 1 2002 • • a. • ✓ • 9 2 3 a O a D. o. 0 e z 0 1. 0 0 a • • a 3 z 0 N ti Oft n 0 0 dare 07/19/99) SCa1e AS NOTSO design by VJK 'drawn by MC (checked by t VJK drawing no. 99 -097 L sheet 3 of 4 ANCHOR SCHEDULE F ASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS 1 • EXISTING STRUCTURE ANCHOR TYPE LOAD (W) P SF MAX. (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3" EDGE DISTANCE SPANS UP TO 5' -6 (SEE NOTE 1) SPANS UP TO 8' -7" (SEE NOTE 1) SPANS UP TO 11• -0" (SEE NOTE 1) SPANS UP TO 5' -6" (SEE NOTE 1) SPANS LIP TC 8'-7" (SEE NOTE 1) SPANS UP TO 1V -0" (SEE NOTE 1) CONNECTION 1 TYPE 2 13 CONNECTION 1 TYPE 2 3 CONNECTION 1 TYPE 2 3 ONNECTION 1 TYPE 2 3 CONNECTION 1 TYPE 2 3 CONNECTION 1 TYPE 2 3 MIN 3.000 P.S.I. CONCRETE 62 48 12.S 12.5 12.5 12.5 9 8 12.5 5 6.25 12.5 12.5 12.5 12.5 11 12.5 12.5 7 11 : EJ 1111111111111111111111111111111 ; 62 12.5 12.5 10 12.S 5 6.25 125 3 S 12.5 12.5 12.5 12.5 7 10 12.5 4. 8 1/4"0 ITW TAPCON W/ 1 -1/2" MIN. EMBEDMENT 72 12.5 10 9 12.5 4 5 12 3 4 12.5 12.5 12.5 12.5 5 9 12.5 3 7 92 12.5 6.25 7 12 3 4. 9 3 12.5 7 11 12.5 3 7 12 6 5 230 8 4 3 8 4 3 8 4 3 10 � 4 10 4 10 4 1/4 "0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 -1/4 MIN. EMBEDMENT WITH 1/4 -20 MACHINE SCREW OR WINGNUT 48 12.5 12.S 11 12.5 6 7 12 5 12.5 12.5 12.5 12.5 6.25 8 12.5 6.25 62 12.5 10 8 12 3 5 9 / 4 12.5 10 10 12 3 6.25 9 / 5 72 12.5 7 7 10 4 8 3 12.5 7 8 10 3 5 8 4 92 12.5 4 6 8 3 6.25A Al2.5 4 6.25 8 A 4 6.254 3 230 5 lejElVAI��,�'MEI 12.5 12.5 10 12.5 8 12.5 12.5 12.5 12.5 12.5 12.5 Zr • 12.5 48 12.5 62 12.5 12.5 12.5 8 12.5 6.25 12.5 12.5 12.5 12.5 • 12.5 12.5 10 1/4 "o POWERS CALK - IN w/ 7/8" EMBEDMENT & 1/4 - 20 STAINLESS STEEL MACHINE SCREW, 72 12.5 11 12.5 • 7 12.5 5 12.5 12.5 12.5 12.5 11 12.5 9 92 12.5 : 8 12.5 5 12.5 4 12.5 10 12.5 12.5 8 12.5 7 230 11 3 11 3 11 3 12.5 3 6 12.5 6 12.5 6 48 6.25 • 6.25 6.25 • 6.25 6.25 6.25 6.25 6.25 6.25 6.25 • 6.25 6.25 6.25 62 6.25 • 6.25 6.25 6.25 6.25 5 6.25 6.25 6.25 6.25 6.25 6.25/ 6 0 ) 1/4"m POWERS ZAMAC NAIL -IN W/ 1 -1/8" MIN. EMBEDMENT 72 6.25 • 6.25 6.25 5 6.25% 4 6.25 6.25 6.25 6.25 6.25 6.25( 5 92 6.25 6.25 6.25 / 4 6. 25 3 6.25 4 6.25 6.25 5 6.25 // 4 230 5 / r , / ,‘ 5% � , 5 %' 6 / 3 6 3 6 3 HOLLOW CONCRETE BLOCK I�I111114111111114111411111111ke ,:- 1/4"o 1TW TAPCON W/ 1 -1/4" MIN. EMBEDMENT 48 12.5 7 9 4 7 12.5 12.5 10 11 6.25 9 5 62 11 5 7 / 5 7 4 72 10 4 6.2S 3 5 A %/ 12 5 7 7 O 4 6 3 92 7 ♦ 3 5 �rABErA�f�%MSEV i � /� 7 12 /////� 9 12.5 3 /��r/�� 12.5 5 12.5 6 12.5 4 3 8 4 12.5 9 86.25 / o 5 230 3 r le NEIMIDIMM• 1 /4 " MALE/ NE FEMALE -PANE LMATE" W/ 1 -1/4 MIN. EMBEDMENT WITH 1/4 -20 MACHINE SCREW OR WINGNUT 48 12.5 12.5 11 12.5 62 12.5 10 8 12 5 9 / 12.5 10 10 12 6.25 72 12.5 7 7 10 / 4 8 0 12.5 7 8 10 . 5 8 4 92 12.5 4 6 8/ 3 6.2S� 12 4 6.25 8 / 4 625 !/. ar 3 230 5 Wan i� t�,/ M �Ac• ' 48 12.5 12.5 9 12.5 6 10 p 4 12.5 12.5 12.512. 9 12.5 7 62 12.5 9 7 10 4 8 3 12.5 11 11 12." 4 7 10 5 1/4'0 POWERS CALK - IN W /1/7 /8" EMBEDMENT & 4 - 20 STAINLESS • STEEL MACHINE SCREW 72 12.5 6 6.25 9 A 4 7 A 3 12.5 7 9 11 3 6 8 4 92 1 1 3 5 7 3 5. � // FA 125 4 7 8 r A 4 7 r 3 230 4 /, 4 �� 4 / ' 5 // 3 5 3 S 3 48 6.25 • 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 5 6.25 6.25 6 62 6.25 • 6.25 6.25 5 6.25 / 6.25 6 25 6.25 6.25 3 6 0 0 -) 6.25 4 6.25 4 1/4"o POWERS ZAMAC NAIL-IN W/ 1 -1/8" " MIN. N. EMBEDMENT 62 6.25 6.25 6.25 4 4 6 4 6.25 5 6.25 6.25 5 72 6 5 5 / 3 F A A6.25 3 6.256.25 4 5 3 i 230 4 or A NIMGEWairma' ANCHOR SCHEDULE F ASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS EXISTING STRUCTURE ANCHOR TYPE LOAD P S F MAX. (SEE NOTE 1) MIN. 3/4• EDGE DISTANCE SPANS UP TO 5 -6" (SEE NOTE 1) SPANS UP TO 8' -7" (SEE NOTE 1) SPANS UP TO 11-0" (SEE NOTE 1) CONNECTION TYPE CONN CONN 1 2 3 1 2 3 1 2 3 OOOM ` 48 11 11 11 11 11 7 11 8 5 I11t ►1t� 62 11 11 8 11 7 5 11 5 4 1/4 "0 W000 LAG W/ 1 -3/4" MIN. THREAD PENETRATION SHEAR PARALLEL OR PERP. TO WOOD GRAIN 72 11 11 7 11 6 4 11 4 3 92 11 8 6 11 4 3 11 3 10 - 1 230 11 r / r// 11 / re 11 r r e` 5/16 "0 W000 1/4 -20 SIDEWALK (3/4 1" MIN. 3 48 6.25 • 6.25 6.25 6 6.25 4 111111, {�' 0.0. BRASS BUSHING W/ BOLT HEADI W/ EMBEDMENT 62 6.25 • 6.25 6.25 4 6.25 3 72 6.25 6.25 6.25 4 6 3 92 6.25 4 6 3 4 4 230 4 ' r/ 4 , /4 4/ �j I I-- et N MIN. SEPARATION FROM GLASS SCHEDULE POSITIVE DESIGN LOAD (W) (P.S.F.) MAX. PANEL LENGTH (FT. - IN.) MIN. SEPARATION FOR INSTALLATIONS • LESS THAN 30' ABOVE GRADE (IN.) MIN. SEPARATION FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (IN.) SYSTEMS 1 & 2 SYSTEM 3 MIOSPAN TUBE M(DSPAN BOLTS NO MIOSPAN BOLTS OR TUBE REQUIRED ALL CONDITIONS 40.0 1 5- 7 2 -1/4 2 -3/8 3 -1/2 1 -1/8 8- 5 2-1/4 2 -3/8 3 -1/2 1 -5/8 8- 8 3 3 3 -1/2 1 -3/4 11 - 0 3 3 N/ A 2 -7/8 50.0 5- 7 8 =5---- 8 - 8 2 -1/4 _..__2 -1/4 3 2 -3/8 2 -3/8 3 3 -1/2 3 -1/2 3 -1/2 1 -1/4 1 -7/8 1 -7/8 10 - 6 3 3 N/ A 3 60.0 5- 7 2 - 1/4 2 -3/8 3 -1/2 1 -1/4 8- 5 '2 -1/4 2 -3/8 3 -1/2 2 8- 8 3 3 3 -1/2 2 -1/8 10 - 1 3 3 N/ A 3 70.0 5- 7 8- 5 8- 8 2 -1/4 2 -1/4 2 -3/8 2 -3/8 3 -1/2 3 -1/2 3 -1/2 1 -1/4 2 -1/8 2 - 3 3 9- 9 3 3 N/ A 3 N O 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS W000 FRAMING. WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) W000 STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR W000 FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE-EITHER A PAN HEAD. TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9 DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 10.*DESIGNATES ANCHORS WHICH ARE REMOVABLE BY REMOVING MACHINE SCREW. NUT OR WASHERED WINGNUT. N / A DESIGNATES CONDITIONS WHICH ARE NQT ACCEPTABLE USES. PRODUCT RENEWED as comply* with the Modli t� o0Z- 0 Expire D.teot e + teo By Dt.isiott VJ.IUIEZEVICH R License 10313 M re Y a 2 [date 07/19/991 1. scale AS NOTED ( drawn by MC checked Cs (Design b 1( ( wx ( OrawInq n o. 99 -0 sheet 4 of 07/31/02 15:35 ANCHOR NOTES: 1. SPANS 8. LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 3. E o . 0 let 1) 0 N .o Csi O n O N 7 CT 0' 0 01 m N N 01 rn 0 01 -J rn E 0 (/1 01 0 O 0 0 0 � .325" 250" 0 1 0 SCALE : 3" . 1' -0" 07/31/02 15:33 1.50" 093" TYP. 1 /4" S.S. STUD 6 -1/4" O.C. OR 12 -1/2" O.C. (SEE ETAILS FOR SPACING) 1 1.50- 1 STUDDED ANGLE PRODUCT MARKING LOCATION (OPTIONAL LOCATION) PRODUCT MARKING 1.50" 14.50" O STORM PANEL SCALE : 3" . 1' -0" .090" (TYP) .188" O "F" TRACK O SCALE : HALF SIZE 12.50" COVERAGE .085 O WINGNUT SCALE HALF GENERAL NOTES: 1. THESE APPROVAL DOCUMENTS REPRESENT A SHUTTER SYSTEM ANALYZED WITH THE PROVISION SET FOR THE ISSUANCE OF A NOTICE OF ACCEPTANCE (NOA) BY MIAMI -OAOE COUNTY PRODUCT CONTROL DIVISION FOR THE HIGH VELOCITY HURRICANE ZONE (HVHZ) OF THE FLORIDA BUILDING CODE. 2. TO VERIFY THAT THE ANCHORS AS TESTED, ARE NOT OVERSTRESSED IN THESE APPROVAL DOCUMENTS. A 33% INCREASE IN ALLOWABLE STRESS WAS USED IN THE FASTENER ANALYSIS. 3. DETERMINE THE POSITIVE AND NEGATIVE DESIGN LOADS TO USE WHEN REFERENCING THESE DOCUMENTS IN ACCORDANCE WITH THE GOVERNING CODE AND GOVERNING WIND VELOCITY. FOR WIND LOAD CALCULATIONS IN ACCORDANCE WITH ASCE 7 -98, A DIRECTIONALITY FACTOR OF Kd =1.0 SHALL BE USED. 4. THESE APPROVAL DOCUMENTS ARE GENERIC AND OO NOT INCLUDE INFORMATION FOR SITE - SPECIFIC APPLICATION OF THIS SHUTTER SYSTEM. 5. THESE APPROVAL DOCUMENTS COMPLY WITH CHAPTER 61G15 -23 OF THE FLORIDA ADMINISTRATIVE CODE. 6. THESE APPROVAL DOCUMENTS, ARE SUITABLE TO BE APPLIED BY THE CONTRACTOR PROVIDED THE CONTRACTOR DOES NOT DEVIATE FROM THE CONDITIONS DETAILED HEREIN ANO THE CONTRACTOR VERIFIES THAT THE EXISTING STRUCTURE DOES NOT DEVIATE IN EITHER FORM OR MATERIAL FROM THE STRUCTURAL SUBSTRATES DETAILED HEREIN. WHEN THE SITE CONDITION DEVIATIONS OCCUR WITHIN THE HIGH VELOCITY HURRICANE ZONE AREAS ONLY OPTION " B " SHALL BE ACCEPTED BY THE BUILDING OFFICIAL. 9. STORM PANELS SHALL BE 20 GAUGE STEEL (• = .035 "1 CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 40, G 60 GALVANIZED COATING, WITH A MINIMUM Fy= 46.7 10. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MINIMUM OF ONE MARKING PER PANEL AND SHALL BE PERMANENTLY LABELED AS FOLLOWS: FLORIDA STORM PANELS, INC. OPA LOCKA, FLORIDA MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 11. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K51. 12. ALL EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY, U.O.N 13. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. EXCEPT FOR "h" AND "U" HEADER MOUNTING CONDITIONS. 14. PANELS UTILIZING A STEEL TUBE SHALL BE FASTENED TO OVERLAPS AT MIDSPAN TO A 1" x 1" x 16 GAGE STEEL TUBE USING 1/4 -20 x 3 -1/2" BOLTS W DI CAST ALUMINUM WASHERED WINGNUTS OR JACKNUTS (SEE TYPICAL ELEVATION & d ). PANELS NOT UTILIZING STEEL TUBE SHALL BE FASTENED AT MIDSPAN W/ 1/4- 0 x BOLTS W TH IE CAST ALUMINUM WASHERED WINGNUTS OR JACKNUTS (SEE TYPICAL ELEVATIONt > FOR PANEL SPANS LESS THAN 33" OVERLAP FASTENERS & TUBE ARE NOT REQIIIIIIIIIIIIIR NO STEEL TUBE ANO OR FASTENERS ARE REQUIRED FOR TYPICAL ELEVATION 0. 15. AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY OF THE COMPONENTS OF THE STORM PANELS SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORCING BOLTS AND /OR STRAPS ARE PROPERLY INSTALLED WHEN REQUIRED. WARNING LABEL SHALL BE FASTENED WITH PERMANENT ADHESIVE OR MECHANICALLY. "h" HEADER SCALE : 3" = 1' -0" SIZE 10 1/4" MAX. 1.00" c -� O 3.500" SCALE : HALF SIZE EXISTING CONCRETE, HOLLOW BLOCK OR W000 FRAMING WIDTH UNLIMITED SCALE : 3" = 1' -0" r-- 16 GAGE GALV. STEEL GRADE 50 1.00" r —� OPTIONAL LEG DIRECTION STANDARD CHANNEL Illffr w 1/4" MAX PRODUCT RENEWED as complying with t%e Florida Balding Code Acceptance No O 2.- o :2 to O By Miami Division niduct Cestroi b •07 11 a Z O N 0 0 0 0 J 4 1- o .(PERP. TO PANEL SPAN) SECTION �.J PLAN VIEW 7. ANY MODIFICATIONS OR ADDITIONS TO THESE APPROVAL DOCUMENTS WILL VOID THE APPROVAL DOCUMENTS. 8 WHEN THE SITE CONDITIONS DEVIATE FROM THESE APPROVAL DOCUMENTS, THE BUILDING OFFICIAL MAY ELECT ONE OF THE FOLLOWING OPTIONS: A) REQUIRE THAT SITE SPECIFIC DOCUMENTS BE PREPARED, SIGNED, DATED ANO SEALED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT, WHICH DETAIL AND JUSTIFY THE DEVIATION. SAID DOCUMENTS SHALL BE SUBMITTED TO THE PRODUCT ENGINEER FOR REVIEW AS A CONDITION TO THE BUILDING OFFICIAL GRANTING HIS /HER APPROVAL. BOTTOM MOUNT B) REQUIRE THAT A ONE -TIME SITE SPECIFIC APPROVAL BE APPLIED FOR AND 6 -1/4" (TYP) O® OR DIRECT SECURED FROM THE MIAMI -DADE COUNTY PRODUCT CONTROL DIVISION USE 1" x 1" x 16 GA STEEL TUBE WHERE APPLICABLE SEE NOTE 14 L TYPI AL ELEVATIONS 15 & 16 ITYP.1 2 0 05 TOP MOUNT ago "U" HEADER SCALE : 3" 5.00" 16 GAGE GALV. STEEL GRADE 50 0 N OPTIONAL LEG DIRECTION — 75' .75' SOFFIT CHANNEL SCALE : HALF SIZE 1" x 1" 1UBE, MAY BE USED WHERE REDUCED SEPARATION FROM GLASS I5 REQLIREO. SEE SEPARATION FROM GLASS SCHEDULE, SHEET 4. AND PLAN VIEW & NOTE 14 SHEET 1 VERLAP FASTENERS (SEE PLAN VIEW L NOTE 14) O 12 WIDTH UNLIMITED (PERP. TO PANEL SPANI SECTION 0 A a W 0 0 tn I0 J W Z a a cc E 0 0 el N W N 6 -1/4" (TYP) TYPICAL ELEVATION (SYSTEM 1 MOUNT n 'TYPICAL ELEVATION 1 -3/4" OVERLAP MIN. @U. GAGE GALV. STEEL ANGLE CLOSURE PIECE FASTENER @1 12" O.C. FOR DESIGN LOAOS LESS THAN OR ;OVAL TO 100 PSF AND 8" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF. )SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) PLAN VIEW SCALE: 1 -1/2" = 1' -0" 16 GAGE GALV. STEEL 1.00" r EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING 2 ", 3 ". 4" OR S' ANGLE SCALE : 3" = 1' -0" F555 GAGE GALV. STEEL 5.00" MAX. CLOSURE SCALE : 3" = 1' -0" (SYSTEM 2) EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING MIN. 0 0 N = J t -4 0 Z WQ J_N 0 ZS <a ao X-J E 1- 0: o LL> .125" 6063 -T6 ALUMINUM 5" MAX. ANGLE SCALE : 3" = 1' -0" TOP MOUNT OO 8O OR DIRECT % MOUNT W o W O 4 in J J J W W Z< < a a E X o F E ul 0: W V1 1 /L'• MAX. a USE 1" x 1" x 16 GA STEEL TUBE WHERE APPLICABLE SEE NOTE 14 TYPI AL ELEVATIONS05 L 16 (TYP.) EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING © USE 1" x 1•' x 16 GA STEEL TUBE WHERE APPLICABLE SEE NOTE 14 TYPI AL ELEVATIONS 15 L 16 (TYP.) FASTENER (0 12" 0.C. FOR DESIGN LOADS LESS THAN OR EOUAL TO 100 PSF ANO 8" 0.C. FOR DESIGN LOADS GREATER THAN 100 PSF. (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR) 0 N GALV. STEEL GRADE 50 OR ALUM. t . MIN..085" KEYHOLE WASHER 14 SCALE : HALF SIZE BOTTOM MOUNT cc OR DIRECT 1 12- /2" I MOUNT (TYP) C TYPICAL ELEVATION .093" TYP. I 1.50" I ANGLE SCALE + 3" = 1' -0" WIDTH UNLIMITED (PERP. TO PANEL SPAN) SECTION STEEL TUBE SCALE : 3" . 1 -0" "—BOTTOM MOUNT CO OR DIRECT (SYSTEM 3) MOUNT OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. \/ OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. NO OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. TOP MOUNTS SHALL BE "h" OR "U" HEADERS. BOTTOM TOP & BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED TOP & BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH ANGLES WITH STUDS @ 6 -1/4" 0.C. OR DIRECT MOUNTS ANGLES WITH STUDS @ 12 -1/2" 0.C. OR DIRECT MOUNTS STUDS @ 6 - 1/4" 0.C. OR DIRECT MOUNTS WITH ANCHORS WITH ANCHORS (lb 6 -1/4" 0.C. WITH ANCHORS @ 12 -1/2" O.C. (nl 6 -1/4" 0.C. 1/4 -20 x 3 -1/2 BOLT WITH WASHEREO WINGNUTS (A 12 -1/2" O.C. (TYP) OVERLAP FASTENERS TYP. (SEE NOTE kt 14 O 16 GAGE GALV. STEEL ANGLE CLOSURE PIECE: 1" x 2" MIN. TO 2" x 5" MAX. t ° 0tD16 GA. 0J W NZ Za cr <(^0 Vy w W 01— V date 07/19/99 scale AS NoTEO (design by 1 ` VJK (drawn by 1. MC checked by WK drawing no. 99 -097 sheet 1 of 4 M IA M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DMSION NOTICE OF ACCEPTANCE (NOA) Florida Storm Panels, Inc. 14475 N. W. 26 Avenue Opa Locka, Florida 33054 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed y the Authority Having Jurisdiction (AHJ). by This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Contr Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade Coun of have this product or material tested for quality assurance ty) reserve the right to the accepted manner, the manufacturer will incur the expense purposes. of such testing and thetAHJ f may t immedia el revoke, modify, or suspend the use of such product or.material within their jurisdiction. BORA reserves the right product or to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this rodu Y material fails to meet the requirements of the applicable building code. g This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.035" (min.) Galvanized Steel Storm Panels Shutter APPROVAL DOCUI:ENT Drawing No. 99 -097, titled " 20 Ga. Galvanized Steel Storm Panel ", sheets through 4 of 4, prepared by Knezevich & Associates, Inc., dated July 19, 1999, last revision #4 dated Ju 1 ly 31, 2002, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATJ TG: Large and Small Missile Impact LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. the RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been change in the applicable building code negatively affecting the performance of this product. no TERMINATION of this NOA will occur after the expiration date or if there has been a revision or chan e materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement g m the product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed the expiration date may be displayed in advertising literature. If any by be done in its entirety. y portion of the NOA is displayed, then it shall INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its dis and shall be available for inspection at the job site at the re tnbutors This NOA renews NOA # 02- 0531.02 and consists of thi The submitted documentation was revi MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 est of the Building Official. 1 as well as approval document mentioned above. ar. P.E. NOA No 02- 0826.07 Expiration Date: 01/04/2008 Approval Date: 09/19/2002 Page 1 I Q / 0 0 Z V 0 CO er 6 P ■ F.I.P. 01/2" NO ID. 150. 0 0' F.I.P. 01 /2" NO ID. 0 11) (V 1 0.04' 0.10' NE. 96th STREET (EASTBOUND) 22' PAVEMENT 15.5' 50.00' GARAGE F.E. =8.97' FOUNDATION SLAB F.E. =9.63' 1 10.11 ' 2.6' ' 11.5' 4.6' a1 o.E. — 50.00 8.4' PAVEMENT 7-15' ALLEY 7 F. R NO / F.I.P. 01/2" NO ID. D. PROPERTY ADDRESS: 530 NE. 96th STREET, MIAMI , FLORIDA LOT 9 OF MIAMI SHORES SECTION 2 ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10 _ , AT PAGE 37 _ A OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. z A. SCALE: 1 "= 20' • / /6 1Z /1 /9 6 5 4 17 13 24 Z % SO /4 /0 /5 /6 /3 /415/6 B 17 7 /8 6 13 19 s 20 4 L1 3 1 2Z 13 ci /7 01,72 Z3 W 1z 13 /4 /0 FIORE /617 /227 • /48.15 . ::5131I YB %9I2 LEGAL DESCRIPTION Ik NOTES: - LANDS SHOWN HEREON WERE NOT ABSTRACTED. THEREFORE THIS SURVEY IS SUBJECT TO EASEMENTS. RIGHT OF WAYS. AND OTHERS MATTERS WHICH MIGHT BE REFLECTED IN A SEARCH OF TITLE TO THE SUBJECT LANDS. - NO ATTEMPT WAS MADE TO LOCATE UNDERGROUND FOOTINGS OF ANY STRUCTURE. - THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITY (ENTITIES) NAMED HEREON IN THE CERTIFICATION AND DOES NOT EXTEND TO A ANY UNNAMED PARTY. - THIS DRAWING 15 THE PROPERTY OF A. FIORE AND ASSOCIATES, INC. AND SHALL NOT BE USED OR REPRODUCED IN %MOLE OR IN PART WITHOUT PERMISSION OF A. FIORE AND ASSOCIATES, INC. - ELEVATIONS ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM (1929) MIAMI -DADE COUNTY BENCHMARK No.N- 603-R; LOCATOR No.3250SW; ELEVATION.- /1 /L ii Jo 1 111111 /B" 10 .. j LOCATION SKETCH N.T.S. AND ASSOCIATES, 2 4 ti VI FLOOD ELEVATION INFORMATION: DATE OF FIRM: 07 -17 -95 COMMUNITY No: 120652 PANEL: 0093 SUFFIX: J ZONE: N /A BASE FLOOD ELEVATION: X INC. LAND SURVEYORS LAND 921 S.W. 122nd Avenue, Miami, Florida PH. (305) 221-3040 I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY OF THE PROPERTY DESCRIBED HEREON IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION. THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61017 -6 FLORIDA ADMINISTRATIVE CODE. PURSUANT TO SECTION 427.027 FLORIDA STATUTES. I DRAWN BY: F.A.L. 'REFERENCE: PLANNERS 33184-2406 , IN BLOCK 54 ANTONIO FIORE, PRESIDENT PROFESSIONAL SURVEYOR AND MAPPER No. 5184 STATE OF FLORIDA N w J N I FIELD BOOK: 04 -0E30 1 DATE: . • • 0 . • • • A z ng o 6. a s pa( "g WO g i pith151 3 doannnnnid VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SAL OF THE ATTEST.N5 LAND SURVEYOR 0 -18 -04 PERMIT NO. STATE OF FLORIDA: COUNTY OF DADE .THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided In thls Notice of Commencement. 1. Legal description of property and street address: / : ' l `f d /fit, 64_4 Sk ore S f ' 8 i 0 f. 3 � CSC N C . `1(c) S+ �tti cu1~� � lti�►�eS ►� • 3:3 (3 8 2. Description of improvement: jUe-t^- 5 . � )e - tr - , I L tezS 3. Owner(s) rwne and address: � ke— ,Fine e/ r tk, et-6w1 �Y� S / L. 3 3 /3 S Interest in property: D w Name and address of fee simple titleholder: .N ( A 4. Contractor's name and address: 00V � � v �. C� t� S � 1 / 4 : 111 ` - `1 1/ ` _D00 S lW H l '� �L1, c� c,� ; r- 33 (� S' 5. Surety:(Payment bond required by owner from contractor, if any) Name and address: Ni IA Amount of bond $ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: k) DYV -- .. 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Uenor's Notice as provided in Section 713.13(1)(b), Florida Statutes. • Name and address: Al ov1 --.- 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different data is speatfied) sIgnsassd Print Owners Name V C— e— 1 tk e-y Sworn to and subscribed before me this 23 day of Notary Public Print Notary's N My Commission Expires: NOTICE: OF COMMENCEMENT. " 2 0 TAX FOLIO NO. „ . 0 F'' 0(9 oiv ci / ycomm. expires January 16, 2006 No. DD 084954 STATE OF FLORIDA, COUNTY CF DADE ' HEREBY CERTIFY iha! o,' al Ned in th :s off∎ +.eon 1 TNESS my band anc' � HARV • .. J CLER; . c, n;y ours D.C. 111 11111110111111011011111111 IIIiiuiiiiiii"iaiii1 cFhf 2004-R05 1.4-2 OR Bk ?2424 Pe 11591 gas/ RECORDED 06/24/2004 14147 ;42 HARVEY RUVINt CLERK OF COURT '7 MIAMI -DADE COUNT'fr FLORIDA LAST PAGE /O Z`Sd s Prepared by: i` )-)Al t ckuc.( Address: Z3o N e . NV= S � AN ;641 i S l YC. 33'i.3 5 0 a lz ., 1/ I O i 6 1 1 5 4 3 Sd i 538E f ti 4 - v • 1J / 4 / 5 , . 6 I/ la 0 ,•o ;21 zz ?5 NOM •••• •• • ••• • ••• • •.• • • Survey of Lot: 9 Block: 54 Subdivision: MIAMI SHORES SECTION NO 2 ccording to the Plat thereof as recorded in the Plat Book No. 10 at Page No. 37 of the public records of MIAMI -DADE County, Florida. Pr'ol5erty Address: 530 NE 96 ST, MIAMI SHORES, FL 33138 For: MICHAEL MEYERS . • ..• • • •• X20- 3171 ` X84 -0229 DRAW BY: peg • • • • • • •••.r •••• •• ;•• •151,1{ •• rq - 4T 11 I ., f .. I ,. 1 ,. 00000 •• •• • • • .•.• d 60 • • •1111. ..•••• • • • • • • •••• •• • • AJIBREVIAT • • • A. ARC 1 • • • F.F.E. • • • • A/C -.MIT SONDITIONER • • F.N.D.• • �. 2pjN1lJiA t,EAREOF FR. A ALDAi1N� ROOF. FT. A/S. ALUMINIUM SHED. FNIP.- ASPH.- ASPHALT. B.C.• BLOCK CORNER. F.N.. BLDG• BUILDING. H.. B.M. - BENCH MARK IN.dcEG- B.0.11- BASS OF BEARINGS. C. CALCULATED LP- C.8- CATCH BASIN. LF.E- C.B.S- CONCRETE BLOCK STRUCTURELM.E- CBW- CONCRETE BLOCK WALL '• CH- CHORD. M.- • CH.B.. cL- C.LF.- C.M.E- CONC.. C.P.. C.S. D.E. • ORIVE- E• ELEV.• ENCR- F.H.• F.I.P.- F.I.R.. M/L- N.A.P.. NGVD. N.• N.T.S. - �-NG- 0/5- 0.H.- 0VN- MAT. PAD p L. P. C�.- P.C.• PT.• POC.• P08.. LEGAL NOTES TO ACCOMPANY SKETCH OF THERE MAY BE EASEMENTS RECORDED IN THE CHORD BEARING. CLEAR CHAIN UNK FENCE. CEAASSEEMMENTTS. IENANCE CONCRETE CONC. PORCH. CONCRETE SLAB. DRAINAGE EASEMENT . DRAINAGE MAINTENANCE EASEMENTS DRIVEWAY DEGREES EAST. ELECTRIC TRANSFORMER ELEVATION. ENCROACHMENT. FIRE HYDRANT. FOUND IRON PIPE FOUND IRON ROD. EXAMINATIONS OF THE ABSTRACT OF TITLE YELL R VE TO BE MADE TO DETERMINE INSTRUMENTS, F ANY. AFFECTING THE PROPERTY. 'MIS SURVEY IS SUBJECT TO UMITATI NS, RESTRIC1)OIS. RESERVATIONS OR TS OF RECORD. LEGAL PROVIDED BY CUENT OR ATTESTING TITLE COMP . BOUNDARY SURVEY MEANS A DRAWING AND/ CR A GRAPHIC REPRESENTATION OF PERFORMED IN THE FIELD. COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO EASEMENTS AS SHOW ARE PER PLAT BOOK, UNLESS OTNERNISE SNOW. THE TEAM 'ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND EICROACMMEN ARCHITECTS SHALL VERIFY ZONING REGULATIONS. RESTRICTIONS AND SETBACKS BE RESPONSIBLE OF SUBMITTING PLOT PLANS WITH NNE CORRECT INFORMATION APPROVAL FOR AUTHOR ZA110N TO AUTHORITIES IN A NEW CONSTRUCTIONS. NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDA FENCE OWNERSHIP NOT DETERMINED. THIS PUN CF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE EN HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE FNP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE Nova 'urtrequr$ �11r. L LAND St�;2VEYORS LOCATION SKETCH 9 r 1-1 TS T .. I' Scale 1"= NT.S. ST I O N A N D M E A N I N G FINISHED FLOOR ELEVATION. P.R.C.. POINT OF REVERSE FOUND NAIL & DISK . CURVE FRAME. P.B.• PLAT BOOK. FEET. PG.- PAGE. FEDERAL NATIONAL PWY- PARKWAY. INSURANCE PM= PERMANENT REFERENCE FOUND NAIL MONUMENT. HIGH (HEIGHT) P.LS.- PROFESSIONAL LAND INGRESS AND EGRESS SURVEYOR. EASEMENT. R.• RECORDED DISTANCE UGHT POLE RR RAIL ROAD. LOWEST FLOOR ELEVATION. RES• RESIDENCE LAKE MAINTENANCE EASEMENT R/W- RIGHT -CF -WAY. MINUTES. RAD.• RADIUS OF RADIAL MEASURED DISTANCE MANHOLE. MONUMENT UNE NOT A PART OF. NATIONAL GEODETIC VERTICAL DATUM. NORTH. NOT TO SCALE. NUMBER. OFFSET. OVERHEAD OVERHEAD UIIUTY UNES OVERHANG PAVEMENT. PLANTER. PROPERTY UNE. POINT CF COMPOUND CURVE POINT OF CURVE. NT OF TANGENCY. NT OF COMMENCEMENT. PAINT OF BEGINNING RVEY (SURVEY): RECORDS NOT SHOWN ON THIS SURVEY R.P.. RADIUS POINT. RGE- RANGE. SEC.. SECTION. STY.. STORY. SW. SIDEWALX. SI.P.. SET IRON PIPE LB. /8044. S- SOUTH. - SECONDS T- TANGENT. TAP■TOWNSHIP. U11L- UTIUTY. U.P.. UTILTY POLE. W.M.- WATER MEIER. W.F. - WOOD FENCE W.S.• WOOD SHED. W,1- WOOD ROOF. a - CENTRAL ANGLE. CENTER UNE i ?". e�;re• ct SEC `Li 4Z e >> ytr 1 I .S� j,,l 0791 M IL 1 } Q .i 7 L E G E N D T Y P I C A L - N - It CLF= CHAIN LINK FENCE ZZZZ C B S. WALL (CBW) -0-0- IF -IRON FENCE -014- OVERHEAD UTILITY LINES 7 WF =WOOD FENCE ■0.O0 = EXISTING ELEVATIONS. = PROPOSED ELEVATIONS. SURVEYORS'S NOTES: 1). IF 94011N, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN. BY SAID PLAT IN THE DESCRIPAON OF DE PROPERTY. F NOT. THIN BEARINGS ARE REFERRED TO COUNTY. TOWNSHIP MAPS. 2). IF 910IMN . ELEVATIONS ARE REFERRED TO Roe coo t/ "i 811/ N6632. EuV. 6 // FEET. OF N.O.V.D. OF 1929. 3). THIS I5 A SPECIFIC PURPOSE SURVEY. ituated in Zone: X Community /Panel /Suffix: 120652 - 0093 -J ate of Firm: 07/17/1995 Base Flood Elevation: ertified to: MICHAEL MEYERS :: UR VEY 40, SHEET No. / OF • Date: 02/10/2004 4). THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 1 HEREBY CERTIFY: THAT THIS 'BOUNDARY SURVEY OF THE PROPERTY DESCRIBED HEREON. AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPUES WITH THE MINIMUM TECHINICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESIONAL LAND SURVEYORS IN CHAPTER 61G17 -6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027. FLORIDA STATUTES. BY: .EZ)4. IBARRA (DATE OF HELD WORK) r.'.PROFESSIONAL LAND SURVEYOR NO. �5'T STATE OF FLORIDA (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). II rr i, 4 q , 0 Q.y E 9 I f 11 S M/2 Nk 129 DRAW BY: VIVIAN 51 Bic : -- F.I.P 1/2" NO CAP LOT-10 BLOCK -54 l'iutt guru fjor8 nr. LAND St'7VEYQRS BOUNDARY SURVEY F.I.P 1/2" o 1.50.00'... NO. GAP ti 0.25'CL 0.40'CL Lr l F.1.P I/ NO CAP otx 12.40' 12.40' 5' CLF • U/P O N O ui 12' MEDIAN 7' PWY V 0 LOT -9 BLOCK -54 24.00 24.00 +^ -9 Oo y � `SS,'% 5' CLF rr SCALE = 1" 2(1' • U/P r 1q ott ---- i--- J -' 50.00 -1 F.I.P 1/2" NO CAP • • . ''' ON PL • • • 0.10'CL .•••• • •••• ON PL 5' CBW 0.10'CL 1/2" NO CAP 5'. CONC SWK • • • • •. • • .. • . . • • .. • . . ••S•.. •. •••• ..•.•. ••. . . SURVEYOR'S NOTE: There may be Easements recorded in the Public Records not shown on this Survey r.•. • • •••• • • • •• • • •• • • • • • .• ••.• • •••• •••• • LOt -1§ • • BLOGtt -54 •••• •••• . . • . • • •• •• .•. ••. • ••• • a . • •.• • • • .. • •. • • • 1. • • • • • •