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WS-08-1781
Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 sped Inspection Date: 10/30/2008 Inspector: Bruhn, Norman Owner: SIERRA, DELFINA Job Address: 130 97 Street NE Miami Shores Village, FL Project: <NONE> Contractor: Al -TECH CONSTRACTORS CORP Permit Type: Windows /Shutters Inspection Type: Shutter Final Work Classification: Shutters Block: one Number Parcel Number 1132060132530 Lot: Phone: (305)888 -0327 Building Department Comments INSTALLATION OF PANEL SHUTTERS F�® Passed Inspector Comments cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid until Wednesday, October 29, 2008 Page 2 of 2 BUILDING PERMIT APPLICATION OCT FBC 2004 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECENED Permit Type (circle): Roofing a MR Permit No. \M a% - rit ter Permit No. Owner's Name (Fee Simple Titleholder) I Pis.) 5t Phone # 0 /c2 c ® (d l 7 Owner's Address I bD 'E r1 1 `5T. City M J &11\-1 1 61 State FL Zip 3� / .,8 Tenant/Lessee Name f Phone # Job Address (where the work is being done) I.ZD k) a q-1 'ST City Miami Shores Village County Miami -Dade FOLIO / PARCEL # Is Building Historically Designated YES NO X Zip .5-38 g Contractor's Company Name �1. T 5 JD2® ( Contractor's Address 461 E CT hone# ?/S J` c32'l City 14; i j+ State FL. Zip 3 ®L 0 Qualifier Name -,� ' ue G • t Cj ()CZ_ Phone # ' c) /888 - o 2'J State Certificate or Registration No. 62C1 1 Certificate of Competency No. /CS Architect/Engineer's Name (if applicable) iJ /.' Phone # Value of Work For this Permit $ (D ! I � CO , Square / Linear Footage Of Work: L4C4 D 43e Type of Work: DAddition Describe Work: I) 1, 1 rr 4A.1.113 Alteration New ❑ Repair/Replace ❑ Demolition C ******** * * * * * * * * * *** *#****:x**** *** ****Fees******************************************** Submittal Fee $ Permit Fee $ c:, o C/6 -� CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ See Reverse side -4 Bonding Company's Name (if applicable) r 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 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 Own ° or Agent The foregoing instrument was acknowledged before me this day of ' , 20 O , by Dd. `4 Y)6 3 e rrO. ' who is personally known to me or who has produced Pt)L 2141 -0 NOTARY PUBLIC: Sign: Print: J0 As i 0 + • s• o did take an oath. 0010 Nis, ',Notary Public State of Florida • ulio A Martinez Commission DD t1 N Aires 05/01/2012 dt My Commission Expires: My Commission Expires: Contrac or The foregoing instrument was acknowledged before me this day of f/ a , 20 ®�, by ,`VeII�Q 6. Yl �uc who is personally known to me or who has produced Las identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ,30 My Commission E * * * * * * * * * * * * * * * **s:** * * * * * * * * * * * * * * * :: * * * * * * * * * * * * * * :**** *:x* *a:+xs *** ** ******: x: x*: x***** ******* ** **** * *** *** APPLICATION APPROVED BY: (Revised 07/10/07) 6/' Plans Examiner Engineer Zoning Miami Shores Building Department Product Approval Schedule / Comparison Chart Address: 130 E' ST Permit No. Descri •don of'Wiudow or + oor or i Product Ac • tense Product Ap roval m • er + es gn ressure nclo LAX 0E fl, ( +) PSF -)PSF I CJ i2.. a 5 4 t( 2 (a t 0 CrL - OS r- o , t'0 a1 o Openin_ Design ressure ( +) PSF (-) PSF A 1 d)4 1.4d`7 56114 t2 64;7 e14 12-0 6tAci t - OI4►"1 sci.4 two 641 r3c,4 Rough O • enin Shutter Re • mired Mullion Required Ina • act y ES ►(- ).ctOLk) u:)\ rcL0 cs-14 013 t-(, o3 tlo t r cL DL) s1- 0 11, 03 mo 0-C) ( a._� 1 f cuOW L- (DS M e54.1 NIP • .• ` •.ad ..•ti ••• • • • ..� .....� •• ••pst(s. • r4 ()• • • ,••• ..,41;) ."4"1410 • ES 1Cs •• •• ', • •• •.••• •• •.' t ••.••• • • •••O • • f • • MS !! m MAIM MI'- . viwirw, or . : int .tea 014%. e3. 0 WA • • ••• • . • ••• •• •• • • • •• •• • • • •' • • • • • • • • • • •.• • • • • • • • • • • • • M. • • • • ••• RAMMS EN$INE 2100 W 76 ST. #31 #311:VIIALEA1- e F tE5 Robert S. Monsour, P.E. FI # 11955 DESIGN WIND LOADS :MIA /3QF� • VG; 01C. Kd` =1.00 - • RI dA. 016 FLORIDA BUILDING C CODE 2004 / 0006024 ASCE 7 -02 EXPOSURE C K. •• FOR 146 MPH ZONE • . Interior & Exterior Zones MO Wars) Po itiVe•P?e;sures Exposure C For the 146 mph Wind Zone Height (Maximum) Effective Wind Area (or, Tributary Area) in Square F eet 10 20 30 1 40 50 60 1.00 I 0.95 0.92 1 0.89 0.88 0.86 15 54.7 1 52.3 1 50.8 1 49.8 1 49.0 48.4 20 58.0 I 55.3 53.8 1 52.7 1 51.9 51.2 25 60.5 ; 57.8 1 56.2 1 55.1 . 1 54.2 1 53.5 30 63.1 ! 60.3 58.6 1 57.4 56.5 55.8 40 67.0 64.0 82.2 1 60.9 60.0 592 50 70.2 1 67.0 65.2 1 63.9 62.8 62.0 60 72.8 1 69:5 1 67.6 1 66.2 1 65.2 64.3 Interior Zone (4 - Walls) Negative Pressures Exposure C For the 146 mph Wind Zone - Effective Wind Area (or, Tributary Area) in Square Feet Height 1 10 20 ! 30 1 40 I 50 1 60 (Maximum) 1 -1.10 -1.05 i -1.02 -0.99 1 -0.98 I -0.96 15 1 -59.4 -56.9 .1 -55.5 -54.4 1 -53.6 1 -53.0 20 i -62.9 -60.3 -58.7 -57.6 -56.8 1 -56.1 25 i -65.7 -62.9 -61.3 -60.2 i -59.3 ° j -58.6 30 i -68.5 -65.6 1 -63.9 1 -62.8 ! -61.9 • 1 -61.1 40 i -72.6 -69.6 1 -67.9 -66.6 1 -65.6 1 -64.8 50 i -76.1 i -73.0 1 - 71.1 -69.8 1 -68.8 1 -68.0 60 i -78.9 -75.7 -73.7 i -72.4 1 -71.3 1 -70.5 Exterior Zones (5 - Wails) Negative Pressures . Exposure C For the 146 mph Wind Zone • , - Height (Maximum) Effective Wind Area (or, Tributary Area) in Square Feet 10 1 20 30 1 40 1 50 60 -1.40 1 -1.29 -1.23 1 -1.19 -1.15 -1.13 15 -73.3 1 -68.4 1 -65.5 1 - 63.4 -61.8 . -60.5 20 -77.6 -72.4 l -69.3 1 -67.2 - 65.5 -64.1 25 -81.0 -75.6 -72.4 1 -70.1 - 68.4 -66.9 30 -84.5 -78.8 -75.5 1 -73.1 -71.3 - 69.$ti, " 40 - 89.7 - 83.6 -80.1 -77.6 -75.7 741 50 -94.0 - 87.7 - 84.0 -81.3 -79.3 -77.6 - 60 -97.4 -90.9 - 87.0 - 84.3 -822 . -80i r 4 .. Length of End Zone: 10% of least building width or .4h, whichever is smaller but not lest than 3 feet. (h = mean roof height in feet )._ These Tables are not to be reproduced without written permission by Robert Monsour,E o FLAT AN 8 /o REDUCTION OF LOADS SHOWN ABOVE MAY BE FOR LA ": 1 t i ;° << 1. 75" x 52" +54.7psf - 59.4psf 2. 113" x 52" +54.7psf - 59.4psf 3. 47" X 35" +54.7psf - 59.4psf 4. 32" X 82" +54.7psf - 59.4psf 5. 20" X 39" +54.7psf - 59.4psf 6. 38" X 39" +54.7psf - 59.4psf 7. 38" X 52" +54.7psf - 59.4psf 8. 170" X 60" +54.7psf - 73.3p5f 9. 39" X 60" +54.7psf - 73.3psf 10. 39" X 60" +54.7psf - 59.4psf • • • • • • •• •••• •.•• • •••• •• • • • • •• • • • *0 13 • •• •• • • •••• •••• • •••• •... • .... .,1.. • • .••• • •• •. • 11. 40" X 39" +54.7psf - 59.4psf 12. 75" X 52" +54.7psf - 59.4psf 13. 75" X 52" +54.7psf - 59.4psf 14. 75" X 52" +54.7psf - 59.4psf 9 Mean Roof Height: 15' 8 Back Door - Not Part of This ~- Permit Delfina Sierra 130 NE 97 Street Miami Shores, Florida 1 Note: All Openings to be covered with 22 ga. Galvanized Steel Panels under NOA No. 07- 0817.03 2 Front Door - Not Part of This Permit - Florida Storm Panels • . ... • • • ... . .. . .. •.... • le . • • • • • • • ...... .. • • • • • .. ...... • • .... • • ... • • • • O. • • • • • • 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.mariibef07M171B This letter-authorizes I- 11-0+ CONT12J ..TO OS, _ to • 22ga. Panels under number 07- 0817.03 to be used at the following job: 1, a S l? i 12o rd D si12 ' H i i\j► 6 Res . . Sincerely, Enrique Revilla • President 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 t °be rthe' raised °e rapes.. seal...of..the company holding the Dade County Notice of Acceptance. • • • •• • • • • • • • • • • • ••• • • • • • • • • ••• • • • ••• • • • • • •• • • •• • • • • • • • • • • • • • ••• BUILDING CODE COMPLIANCF•OFFiCE (BGCO) • • PRODUCT CONTROL DIVISION: • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • NOTICE OF ACCEPTANCE (NOA) Florida. Storm. Panels, Inc. • • • • • • • 14475 N.W. 26th Avenue Opa- Locka, 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 www.miamidade.gov • • • • • ••• •• • • • • • • • ••• •• 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, signed and sealed by Frank L. Bennardo, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by Miami =Dade ebunty'Prod'ttct 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 renews NOA # 02- 1120.02 and consists of this page 1, evidence submitted page E -1 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA . - . Expiration DateNo: 07 01!23/201081703 3 / Approval Date: 11/01/2007 l O %/v '7 Pagel • • ••• . . • ••• .. .. • • • • .. .. • Florida Storm Panels, Ina. • • • •.. • • • • • • • • . .... NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED ••• • • .. .. .. • • • • • 1. EVIDENCE SUIIM1T:$If tlIES;OUS APPROVAL #02- 1120.02 A. DRAWINGS "' • • • • • 1. Drawing No. 02 -868 -111, titled " 22 ga Galvanized Steel Storm Panels ", sheets 1 through 4 of 4,.prepaiec 7 'm 21.R72.•B'ennardo, P.E., dated November 18, 2002, last revision dated Jai@utzr Q2;2V03,:signect and sealed by Frank L. Bennardo, P.E. •• • • • • • ••• •• B. TESTS 1 Test report on: Uniform Static Air Pressure Test, Large Missile Impact Test and Cyclic Wind Pressure Test prepared by Construction Testing Corporation, Report Mk 02 =041 dated- November r8; '2UO2; signed and sealed by Yamil G. Kuri, P.E. 2. Test report on fastener by Construction Testing Corporation, Report No. 02 -007A, dated May 06, 2002, signed and sealed by Yamil G. .Kuri, P.E. 3. Test report on Wood Bushings by Construction Testing Corporation, Report No. 02- 038, dated October 07, 2002, signed and sealed by Yamil G. Kuri, RE. C. CALCULATIONS 1. 22 ga. Galvanized Steel Storm Panels and Anchor Calculations, sheets 1 through 26 of_.26,.. dated November 18,. 2002, prepared by Frank L. Bennardo, P.E., signed and sealed by Frank L. Bennardo, P.E. 2. Anchor Calculations, 9 pages, dated November 18, 2002, prepared by Frank L. Bennardo, P.E., signed and sealed by Frank L. Bennardo, P.E. D. MATERIAL CERTIFICATIONS 1. Mitt-Certified Inspection Report. 2. Certified Tensile Test Report issued by Certified Testing Laboratory, Report Number 1098H, dated October 29, 2002, signed and sealed by Ramesh Patel, P.E. 2. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. E -1 tl my A. Makar, P.E., M.S. Product Control Examiner NOA No. 07- 0817.03 Expiration Date: 01/23/2013 Approval Date: 11/01/2007 • • ••• • • • ••• . PRocaicT n4400,* 1315' 22ga: t =0.02x• 131�•s �' • P uAIITARANNG • 1 • • (L 101f OPIVONAL) (LOCATION OPTIONAL) �GALvANIZEQ • • • • • • . ,. RO a at1( 0 • � r � 1312' r --I 1312' }- • • •�• • I Loa._ - 1.181' N- L181'•.. • • • .' ROLL BACK • • 125 W 00' PANEL E ER1ACsE 14.438' PANEL LENGTH 1312' C .000' r•- 2.062' -- 0.062' ••• • 0 • • •1 • • • for-. 0 • • - •I180- -I • - • • • "• al • • • • • • •I r • • • • • • • •j j • • O STORM PANEL • • • • • • • • • • • • '4-20 x 34t ' 5.5. STUD 1 1 • 0.150' I_ r MIN s E j_ TYP. 1-;:-7.175'3 - , - TYP. MAX O STUDDED ANGLE 0 BUILDOUT /CLOSURE ANGLE 0.125' •• ••• •• • • • • • • • • • •• • • • • • 1- (1. = TYP (1. =00516' [GALV STEEL, GRADE 50) t 100' MIN. _ 5.000' MAX. GENERAL NOTES: 1. T1-1I5 SHUTTER SYSTEM 1445 BEEN DESIGNED AND TESTED 45 A LARGE MISSILE IMPACT PROTECTIVE SYSTEM IN ACCORDANCE WITH THE'FLORIDA BUILDING CODE 2001 AND PROTOCOLS TAS 201 FOR LARGE MISSILE IMPACT, TAS 202 FOR UNIFORM STATIC AIR PRESSURE AND TAS 203 FOR CYCLIC WIND LOADING. 2. NO 333% INCREASE IN ALLOWABLE STRESS H45 BEEN USED IN THE DESIGN OF THE ANCHOR SPACING TABLES. 3. POSITIVE AND NEGATIVE DESIGN PRESSURES TO BE USED WITH THESE DRAWINGS SHALL BE DETERMINED BY OTHERS ON A JOB- SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE. WHEN ASCE 1 -98 15 USED TO CALCULATE PRESSURES FOR USE WITH THIS PRODUCT, THE USE OF A DIRECTIONALITY FACTOR Kd =0.85 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 51-IALL PREPARE SITE SPECIFIC DOCUMENTS TO BE USED IN CONJUNCTION WITH TI-115 DOCUMENT. 5. PERMIT HOLDER 51-IALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO WITHSTAND ADDITIONAL IMPOSED LOADS. 6. STORM-PANELS SHALL BE 22ga STEEL (GALVANIZED THICKNESS 1,=0.029' MIN) CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 80. G90 GALV. COATING WITH A MIN. Fy =92.0 KSI. ALL EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY, UN.O. 1. PANELS SHALL BE PERMANENTLY LABELED WITH A MINIMUM OF ONE MARKING PER PANEL AS FOLLOWS: FLORIDA STORM PANELS, INC. OPA- LOCKA, FLORIDA :.-.MIAMI-DADE COUNTY PROD. CONTROL APPROVED 8. STORM PANELS HAVE BEEN DESIGNED AND TESTED TO •. -.THE MAXIMUM SPANS AND LOADS 5l- 40WN -ON THESE DRAWINGS. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC), OF MIAMI, FL. TEST REPORT No. 02 -041. 10. TOP 4 BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE, EXCEPT. FOR MOUNTING CONDITIONS INCLUDING 'H' OR 'U' HEADERS. 11. ALL BOLTS 4 WASHERS SHALL BE ZINC COATED, GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K5I. 0.062' 0.062' t-,...1 3315' MAX.- 031511 0315' PI m 0.189' m N _i_1. L I k 1.0 ll��. 0.062' f n TYP 032) TYP 0.40'10' 1---- 7 0.650' 0250' I 1-L181'-1 'H' HEADER 1.00' MIN. 5000' MAX. O J -PAN CLOSURE 1.00' 2.043' (- -1815'-- 0.093' 0.015' 0.015' 0.063 .063' TOP 'H' TRACK 0.500' - 1.181' O 1J' HEADER 0350' 025E1 r- 0.050' J 0085 - 150' 0065' O I0 WASHERED WINGNUT a41-IAC 3 ALLOY) 14 BOTTOM 'H' TRACK '4 -20 S.S. SIDEWALK OR MACHINE BOLT 4 WASHERED WINGNUT • 24' O.G. TYP. EXISTING WINDOW ® BUILD -OUT 'F' TRACK O II KEYHOLE WASHER GALV. STEEL GRADE 50 (USE IS OPTIONAL. REQUIRED ONLY FOR USE IWTN TRUSS HEAD ANCHORS ( CALK -IN) 5313' 3.49' 0.093' 0.125* -t 0.063'- 0.063' - -1.931'- - QU IS TOP 'U' TRACK 0.25' N. rMAX. Ut L 0388' - 0.151' 0215' 0,452' 0.655' TYP. O 'F' TRACK 4.000' 1000' 0.125' -r L0.150' 0.063' TYP 1.000' r,-;) HEADER END GAP 1.150' DEEP TYPICAL 1. 0.063' t -0063' 0.125' 005X- v } 0093' --i{- I L } 1 5.313' 0.093' 16 BOTTOM 'U' TRACK WIDTH UNLIMITED (PERP. TO PANEL SPAN) TOP MOUNT (CONN TYPE .45 REQ.5) TYP. SECTIONS U�vy� PLAN VIEW 6NNQUU!1 ' ,,�Wtnn R0312' BOTTOM MON7 IGOMJ " / / � `I TYPE A5 REO'D) TYPICAL MOUNT ELEVATION 18 GA. GALV. STEEL BENT PLATE (0.0418' 611. THK) OR 2'x2'xJ25' 6063 -T6 ALUM. ANGLE --f 4' MAX OCORNER CLOSURE DETAIL OVERLAP WALL BEYOND WINDOW DISTANCE GREATER THAN OR EQUAL TO 15 TIMES BUILD -OUT DISTANCE (2001 FBG SECT. 2413.13) BUILD -OUT DISTANCE EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. ALUM. ANGLE ® OR J -PAN CLOSURE PIECE ® (SEE DETAILS ABOVE). " MG'^D1RECrION M l'Y -BE^ REVERSED FASTENER • 15' QC. FOR DESIGN LOADS LESS THAN OR EQUAL TO 81psf (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). FOR DESIGN LOADS GREATER THAN .81p5f, USE ALU'T ANGLE CLOSURE PIECE ONLY WITH ANCHORS • 10' O.C. BUILD -OUT MOUNT CLOSURE DETAIL N.T.S. 025' MAX EXIST. GONG,. HOLLOW BLOCK OR WOOD FRAMING. 1.000' 2.00' MIN. 0 ffl W E> ISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING OWALL MOUNT CLOSURE DETAIL N.T.S. MAY BE AT TOP ' BOTTOM TOP MOUNT (CONN TYPICAL TYPE AS REQ'D)\ LAST PANEL PANEL ABOVE BEFORE PANEL OBSTRUCTION OBSTRUCTION 0VERL, A'7 ALUM. ANGLE ® OR J -PAN CLOSURE PIECE 90 (SEE DETAILS ABOVE). LEG DIRECTION MAT BE REVERSED. 0.500' OVERLAP MINIMUM FASTENER • 15' O.G. FOR DESIGN LOADS LESS THAN OR EQUAL TO 81psf (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). FOR DESIGN LOADS GREATER THAN 8lpsf, USE ALUM ANGLE CLOSURE PIECE ONLY WITH ANCHORS • 10' O.C. EMBED OTRAP MOUNT CLOSURE DETAIL N.T.S. BOTTOM 0315' MIN. EDGE DIST. S"a JZ MOUNT QQ (CONN TYPE m 0O as REQ'D, ?ION AR,) J TOP MOUNT (CONN 1 : PANEL BELOW OBSTRUCTION BOTTOM ( MOUNT (CONN J L 1 TI-t AS REQ'D) OPTIONAL 14 -20 STITCH SOLTS WITH WASHERED WNGPNTS FASTENED o OVERLAPS • MIDSPAN (USE APPROPRIATE SPAN TABLE/ TYP. PANEL OVERLAP O B TYPICAL MOUNT ELEVATION AROUND OBSTRUCTION N.TS'? ? ?ilt <.;a 025' MAX EXISTING CONCRETE, 1- IOLLOW BLOCK OR WOOD FRAMING aL? fZo 3 TP Appactazdmaaraphin tha Fkaide i C eo 03 Date 03 N©Air pT - 11 ._Q2 Miami Dale Fivaluct Central Divial By FRANK L. BENNARDQ PE. 'PE0046548 O 0• 0 Z • w w W z z w IL L __1 uu z i 0_ YL 0 dJ Q 0 1L Nt- 111 111 cc\ z� C LL c LCV 1- O REVISIONS DESDRIPZION COUNTY CQ•P'IENTS DATE 1/)103 SCALE: 3' = 1' DRAWN BY: CL CHECKtD BY: FLB PRIN (DAI E: 11/18702 DWG •: 02- 868 -111 SHEET: OF 4 4 /� MAX GAP [1111 TF �� iIii BOTTOM 0315' MIN. EDGE DIST. S"a JZ MOUNT QQ (CONN TYPE m 0O as REQ'D, ?ION AR,) J TOP MOUNT (CONN 1 : PANEL BELOW OBSTRUCTION BOTTOM ( MOUNT (CONN J L 1 TI-t AS REQ'D) OPTIONAL 14 -20 STITCH SOLTS WITH WASHERED WNGPNTS FASTENED o OVERLAPS • MIDSPAN (USE APPROPRIATE SPAN TABLE/ TYP. PANEL OVERLAP O B TYPICAL MOUNT ELEVATION AROUND OBSTRUCTION N.TS'? ? ?ilt <.;a 025' MAX EXISTING CONCRETE, 1- IOLLOW BLOCK OR WOOD FRAMING aL? fZo 3 TP Appactazdmaaraphin tha Fkaide i C eo 03 Date 03 N©Air pT - 11 ._Q2 Miami Dale Fivaluct Central Divial By FRANK L. BENNARDQ PE. 'PE0046548 O 0• 0 Z • w w W z z w IL L __1 uu z i 0_ YL 0 dJ Q 0 1L Nt- 111 111 cc\ z� C LL c LCV 1- O REVISIONS DESDRIPZION COUNTY CQ•P'IENTS DATE 1/)103 SCALE: 3' = 1' DRAWN BY: CL CHECKtD BY: FLB PRIN (DAI E: 11/18702 DWG •: 02- 868 -111 SHEET: OF 4 •r • • • • • • "'EMBED • • ••• •• •• • • • • • • • C3 CONN TIONRYPo REFERE" SCHEDULE SPACING 1%• T3 FOR MAX • • • ••• • • •• •• ••••• ••• • • • • • • • • • • • • • SHORT LEG MAY BE REVERSED TOWARDS • TLIL OPENING • • • • • • • • EQ • • • • • • 0.23' • • 0.500• • EXISTING GLAZING '14 TEK SCREW OR '4 -20 MACHINE SCREW 4NUT a16* O.C. (TYP ALL 51M. CONNECTIONS REQ'D SEPARATION FROM GLASS (REF. TABLE T2) •••r • • • • • • • • Jw w J Z aci a_ ;.1 W OJ • n 111 111 tU w XZ WH. wa EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING (SEE ANCHOR SCHEDULE T3 BASED ON TYPE OF STRUCTURE) 0.500' • ••• • • C2 CONNECTION TYPE 1 .ER. ENCE ANCHOR SCHEDULE 73 FOR MAX SPACING •• •• • STUD ANGLE • •IRECTIGN MAY EIS RED •• •• C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING OPTIONAL BUILDOUT MOUNTING CONFIGURATIONS (AT HEADER OR SILL) 1/4 -20 X ' 5S. C2 CONNECTION TYPE MACH NE SCREW REFERENCE ANCHOR 9 12S. O.G. SCHEDULE T3 FOR MAX. :,:4 ';.'T 1 SPACING OBUILD -OUT MOUNT SECTION N .TS. CI CONNECTIOJ TYPE ANCHORS TO BE AT ITS' OR 625' O.C. (REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING)_ USE REMOVABLE ANCHORS ONLY EDGE DIST. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED TYPE OF STRUCTURE 13 EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. EXISTING GLAZING REQ'D SEPARATION FROM GLASS (REF. TABLE T2) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE .OF STRUCTURE �a -20 x iii' 5.5. MACHINE SCREW5 • 12.5' O.C. C2 CONNECTION rrPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING OF' TRACK/DIRECT MOUNT SECTION EMBED.. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCI-ED. BASED ON TYPE OF STRUCTURE. C3 CONNECTION TYF5 REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING 0.500' 10250' w0 EXISTING GLAZING .L_ ttl wo 0.25' EMBED. OWALL MOUNT SECTION N.T.S. IS -20 X 34' 5.5. MACHINE SCREW UP WINGMIT eI25• O.G. G2 CONNECTION TYPE RENCE ANCHOR SCHEDULE T3 FOR MAX SPACING EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. EMBED, EXISTING GLAZING REQ'D SEPARATION FROM GLASS (REF. TABLE T2) 144 -20 x 34' 5.5. MACHINE SCREWS a 12.5' O.C. LEG DIR. iV MAY BE (' REVERSED 7 i 025' (AX 0 04 CONN CTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING w w J li �g 025. JON O �iC ip I 1f•� MAX j D. -l��• MAXIMUM ALLOWABLE SPAN' SCHEDULE Load W (per) No Stitch Bolts LmAx (ft) Stitch Bolts At Midspan l-MAX (ft) 25 10' -7" 10' -7" 30 10' -5" 10' -5" 35 10' - 0" 10' - 0" 39 .:.,... ,9• - 9" 9' - 9" 40 9'- 8" 9'- 8" 45 9' -4" 9' -5" 49 8'- 11" 9'- 3" 50 8' - 10" 9' -. 2" 55 8' -5" 8' =11" 58 8'- 2" 8'- 10" 60 8'- 1" 8'- 9" 65 7' -9" 8' -3" 70 7'- 6" T - 8" 72 7' - 4" 7'- 6" 75 7' - 2" T- 2" 80 6'- 9" 6'- 9" 90 6' - 0" 6' - 0" 100 5' - 4" 5 - 4" 110 4' - 10" 4' - 10" 120 4'- 6" 4'- 6" 130 4' -1" 4' -1" SPAN SCHEDULE NOTES: I. ENTER SPAN SCHEDULE WITH NEGATIVE DESIGN LOAD TO DETERMINE MAXIMUM ALLOWABLE STORM PANEL SPAN. SCI- IEDULE IS ACCEPTABLE FOR USE WITH POSITIVE LOADS LESS THAN OR EQUAL TO NEGATIVE DESIGN LOADS. 2. INTERPOLATION BETWEEN LOADS IS ACCEPTABLE, OTHERWISE USE NEXT HIGHER LOAD. EXISTING WOOD TRUSSES 24' O.G. MAX MINIMUM SEPARATION FROM GLASS= SCHEDULE Positive Load (psf) Span Less Than: Separation (inches) at <= 30' Separation (inches) at > 30' 6' - 0" 2.75" 1.22" 30 8' - 8" 2.75" 1.94" 10' - 5" 3.00" 3.00" 6' - 0" 2.75" 1.25" 35 8' - 8" 2.75" 2.10" 10'- 0" 3.00" 3.00" 6' - 0" 2.75" 1.29" 40 8' - 8" 2.75" 2.26" 9' - 8" 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 2.24 TABLE T2 NOTES: I. ENTER SPAN SCHEDULE WITH POSITIVE DESIGN LOAD TO DETERMINE MINIMUM ALLOWABLE STORM PANEL SEPARATION FROM GLASS OR DOOR TO BE PROTECTED. SCHEDULE 15 REQUIRED FOR USE WITH POSITIVE LOADS ONLY. 2. INTERPOLATION BETWEEN LOADS 15 ACCEPTABLE, OTHERWISE USE NEXT HIGHER LOAD. EXTERIOR WALL FINISH STEEL TUBE TO BOTTOM TRUSS CHORDS W/ (3) 4'x2' EMBED LAG SCREWS s EACH TRUSS (24' O.G. MAX) 4'x1 "2'x0.0418' MIN STEEL TUBE U' HEADER TO ROLLED STEEL TUBE W/ CENTER LAG (A5 DESCRIBED ABOVE) • TRUSSES 4 14 541.5 TO PLATE ' 6. 00. BETWEEN TRUSSES O CEILING/FLOOR MOUNT SECTION N.T.S. G4 CONNECTION T E REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING EXISTING GLAZING REO'D SEPARATION FROM GLASS (REF. TABLE T2) OTRUSS MOUNT SECTION K N.TS. EXISTING CONCRETE. I- IOLLOW BLOCK OR W000 FRAMING. 5EE ANCHOR 5CFIED. BASED ON TYPE OF STRUCTURE. Lmax = S' -0' (MAX SPAN) MAX DESIGN LOAD = t60 psi ALUM OR GALV STEEL SPACER, AS REQ'D. 01 CONNECTION TYPE ANCHORS TO BE AT 125' OR 625' O.G. (REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING). USE • REMOVABLE ANCHORS ONLY EXISTING GLAZING OOFFSET WALL MOUNT SECTION L N.T.S. EXTERIOR WALL FINISH, PROTRUDING FROM MOUNTING SURFACE W �a 0 W Q W Z• Z ZW m• Z Z(• I) Q O LO Er% Le Uz _Z w IY z W In z ca Z W ..i REVISIONS DESCRIPTION cowry ca'1'E# rs DATE V2103 SCALE: 3' = I' DRAWN BY: CL L 4 C K 0 BY: FLB PRINT DATE: 11/48/02 DU ': 02 -568 -141 61-IEET: 2 OF 4 1 .:" ENETRATION OR EMBED. • _'•E: ANCHOR SPACING SCirIEDI•il•E 44 • • ••• •• .. • • • 4444 4044 • • • • •• • • • • • • HOLLOW CONC BLOCK 1/4"x 1 -1/4" EMBED ELCO TAPCON . • . :. : : : 24 EAQE DISTANCE 12.5" 12.5" 12.5" 16.0" 16.0" 16.0" 16.0" 12.7" 8.7" 15.8" 12.5" 10.5" 12.5" 6.25" 6.25" 15.5" 12.3" 10.4" SPANS UP . TO 5.50 ft SPANS UP TO 8.67 ft SPANS UP 10.67 ft TO ST. 1uc ANCHOR 7.9" 6.2" 6.0" LOAD .; GL7MN TY "; .'CO&AV.TYPE 12.5" 13.2" CONN TYPE 8.3" 6.25" 9.7" 3.6" (psf) C= ;CT. ' c 3 : C /I. 'C11 ; C$' • C3 C4 C1 C2 C3 C4 CONCRETE 1/4" x 1 -3/4" EMBED 9.7" 39 12,E '? , ' 167e1Wfig 12.6%161e16.0" 16.0" 12.5" 16.0" 11.9" 13.5" ELCO TAPCON 3.6" 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" (MIN 3320 PSI CONC) 12.5" 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 (Ib) = 483.00 16.0" 72 12.5;''1'6.41" :300.1$30 V$' j61)" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" Vcap (Ib) = 475.00 • 130 12.5 "''L.Q';8.Q" ;1414• r5" 18 .Q" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" 114"x7/8" EMBED 16.0" 39 12.5;•18.41' :6+kj' 141.0; " jFt" 15.2" 15.0" 12.5" 16.0" 10.6" 12.1" ALL- POINTS SOLID -SET 5.9" 49 12.5" 16.0" 16.0" 16.0" 12.5" 16.0". 10.2" 11.8" 12.5" 16.0" 7.5" 9.5" 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" Tcap (Ib) = 428 • Vcap (lb) = 565.00 . 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" Vcap (Ib) = 429 6.4" 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" 1/4" x 2" EMBED 16.0" 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" ELCO PANELMATE 5.1" 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" Tcap (lb) = 372.00 * 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" Vcap (Ib) = 565.00 5.1" 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" HOLLOW CONC BLOCK 1/4"x 1 -1/4" EMBED ELCO TAPCON . • 39 49 58 12.5" 12.5" 12.5" 16.0" 16.0" 16.0" 16.0" 12.7" 8.7" 15.8" 12.5" 10.5" 12.5" 6.25" 6.25" 15.5" 12.3" 10.4" 7.8" 5.2" 4.0" 9.9" 7.7" 6.5" 12.5" 6.25" 6.25" 12.6" 10.0" 9.7" 5.4" 3.8" 3.6" 7.9" 6.2" 6.0" Tcap (lb) = 218.00 12.8" 4.8" 8.6" 3.8" 6.6" 3.2" 6.0" j/ 6.0" 72 12.5" 13.2" 5.9" 8.3" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" Vcap (Ib) = 398.00 5.8" 3.9 ". 4.1" 3.1" 3.9" j 3.9" 3.9" 130 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 6.25" 9.7" 3.6" 6.0" 1/4 "x7/8" EMBED Vcap (lb) = 475.00 39 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 12.7" 10.3" 12.5" 16.0" 8.8" 8.3" ALL - POINTS SOLID -SET 16.0" 49 12.5" 16.0" 16.0" 13.1" 12.5" 16.0" 8.5" 8.2" 12.5" 16.0" 6.2" 6.6" LEAD SHIELD ANCHOR * 58 12.5" 16.0" 14.3" 11.0" 12.5" 16.0" 6.6" 6.9" 12.5" 15.9" 5.9" 6.4" Tcap (Ib) = 358 16.0" 72 12.5" 16.0" 9.6" 8.8" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" Vcap (Ib) = 249 Vcap (lb) = 565.00 . 130 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 114" x 1 -1/4" EMBED 39 12.5" 16.0" 16.0" 12.2" 12.5" 14.5" 7.3" 7.7" 6.25" 11.8" 5.1" 6.2" ELCO PANELMATE 49 12.5" 16.0" 11.9" 9.7" 6.25" 11.6" 4.9" 6.0" 6.25" 9.4" 3.6" 4.9" * 58 12.5" 15.4" 8.2" 8.1" 6.25" 9.8" 3.8" 5.1" 6.25" 9.1" 3.4" 4.7" Tcap (Ib) = 204.75 72 6.25" 12.4" 5.5" 6.5" 6.25" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" Vcap (Ib) = 233.50 130 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 SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL SPAN5 FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER 5PAN. 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SWEETS 2 4 3 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD 15 ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. ANCHOR SPACING SCHEDULE • (INSIDE MOUNT PANELS, WALL MOUNT) 1/4" x 1 -1/4" EMBED ELCO TAPCON Vcap (Ib) = 398.00 • 2.5" EDGE DIST. 16.0" 16.0" 11.0" 0.75" EDGE DISTANCE 7.5" 5.2" 3.4" jj 15.5" 13.4" 11.0" 9.7" 0 0 114" x 2" THREAD PENETR. LAG SCREW Tcap (Ib) = 359.53 Vcap (Ib) = 82.97 ST, RUC 39 49 58 72 130 12.5" 12.5" 12.5" 12.5" 12.5" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 7.5" 16.0" 6.0" 14.4" 5.1" 9.6" 4.1" 6.0" V 125" 12.5" 125" 12.5" 12.5" 16.0" 16.0" 16.0" 16,0" 16.0" 12.8" 4.8" 8.6" 3.8" 6.6" 3.2" 6.0" j/ 6.0" 125" 12.5" 12.5" 12.5" 12.5" 16.0" 16.0" 16.0" 16.0" 16.0" 8.9" 3.9" 6.3" 3.1" 6.0" 6.0" 6.0" 4 #14x1 -1/2" THREAD PENETR. WOOD SCREW Tcap (lb) = 234.00 Vcap (Ib) = 96.74 CONCRETE 39 49 58 • 72 130 12.5" 12.5" 12.5" 12.5" 6.25" 16.0" 16.0" 16.0" 14.2" 10.4" 16.0" 7.7" 13.6" 6.1" 9.3" 5.1" 6.3" 4.1" 3.9" 12.5" 12.5" 6.25". 6.25" 6.25" 16.0" 13.2' 11.2" 10.4" 10.4" 8.3" 4.8" 5.6" 3.8" 4.3" 3.2" . 3.9" j 3.9" / 12.5" 6.25" 6.25" 6.25' 6.25" 13.5" 10.7" 10.4". 10.4" 10.4" 5.8" 3.9 ". 4.1" 3.1" 3.9" j 3.9" 3.9" 7/16" x 5/8" EMBED BRASS BUSHING & 1/4-20 SCREW Tcap (lb) = 231.50 Vcap (Ib) = 232,50 * 39 49 58 72 130 12.5" 12.5" 12.5" 12.5" 6.25" 16.0" 16.0" 16.0" 14.0" 10.3" 16.0" 13.0" 13.5" 10.3" 9.2" 8.7" 6.2" 6.9" 3.8" 5.0" 12.5" 12.5" 6.25" 6.25" 6.25" 16.0" 13:1" 11.1" 10.3" 10.3" 8.3" 8.1" 5.5" 6.4" 4.3" 5.4" 3.8" 5.0" .3.8" 5.0" 12.5" 6.25" 625" 625" 6.25" 13.4" 10.6" .10.3" 10.3" 10.3" 5.7" 6.6" 4.0" 5.2" .3.8" 5.0" 3.8" 5.0" 3.8" 5.0" ANCHOR NOTES: I. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL SPAN5 FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL 4 ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER 5PAN. 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SWEETS 2 4 3 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD 15 ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. ANCHOR SPACING SCHEDULE • (INSIDE MOUNT PANELS, WALL MOUNT) HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED ELCO TAPCON Vcap (Ib) = 398.00 • 2.5" EDGE DIST. 16.0" 16.0" 11.0" 16.0" 16.0" 16.0" 13.2" 7.5" 5.2" 3.4" jj 15.5" 13.4" 11.0" 9.7" SPANS UP TO 5.50 ft SPANS UP TO 8.67 ft ST, RUC ANCHOR LOAD CONN TYPE CONN TYPE ALL- POINTS SOLID -SET 16.0" 15.3" (psf) 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" (MIN 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 (lb) = 475.00 72 11.0" 16.0" 6.0" 16.0" 1/4 "x718" 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 (Ib) = 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" (MIN 3350 PSI LONG) * 55 16.0" 16.0" 5.8" 16.0" Tcap (Ib) = 372.00 65 11.0" 16.0" 4.6" 16.0" Vcap (lb) = 565.00 . 72 8.5" 16.0" 4.6" 16.0" HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED ELCO TAPCON Vcap (Ib) = 398.00 • 39 45 55 65 2 72 16.0" 16.0" 11.0" 16.0" 16.0" 16.0" 13.2" 7.5" 5.2" 3.4" jj 15.5" 13.4" 11.0" 9.7" 114 "x7/8" EMBED CONN TYPE 39 16.0" 16.0" 12.4" 16.0" ALL- POINTS SOLID -SET 16.0" 15.3" 45 16.0" 16.0" 8.5" 16.0" LEAD SHIELD ANCHOR * 55 16.0" 16.0" 5.5" 16.0" Tcap (Ib) = 358 1/4 "x7/8" EMBED 39 65 10.5" 16.0" 4.4" 15.9" Vcap (lb) = 249 16.0" 12.0" 72 8.2" 16.0" 4.4" 15.9" 1/4" x1-1/4" EMBED 9.5" 6.7" 39 16.0" 16.0" • 7.1" 14.5" ELCO PANELMATE (MIN 3350 PSI CONC) * 55 45 16.0" 16.0" 4.8" 12.6" Vcap (Ib) = 282.50 72 8.8" 6.3" 55 10.3" 16.0" 3.2" 10.3" Tcap (lb) = 204.75 4.4" 65 6.0" 13.7" 6.1" 9.1" Vcap (Ib) = 233.50 3.2" 72 4.7" 12.4" / /O//� 9.1" 0.75" EDGE 0 0 1/4" x 2" THREAD 39 PENETR. LAG SCREW 45 55 Tcap (Ib) = 359.53 65 Vcap (Ib) = 82.97 72 16.0" 16.0" 16.0" 10.6" 82" 16.0" 16.0" 16.0" 16.0" 16.0" DISTANCE 12.4" 16.0" 8.5" 16.0" 5.6" 16.0" 4.4" 16.0" 4.4" 16.0" #14 x 1 -1/2" THREAD 39 PENETR. WOOD SCREW Tcap (lb) = 234.00 Vcap (Ib) = 96.74 45 55 65 72 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" 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 16.0" 16.0" 11.7" 6.8" 5.3" 16.0" 16.0" 16.0" 15.5" 14.0" 8.0" 5.5" 3.6" 16.0" 14.2" .11.7" 10.3" 10.3" ANCHOR SPACING SCHEDULE (INSIDE MOUNT-`PANELS, TRAP MOUNT) HOLLOW CONC BLOCK 2.0" EDGE DISTANCE (• 39 45 55 65 12.6" 10.9" 8.9" 7.5" SPANS UP TO 5.50 ft SPANS UP TO" 8.67 ft .IST RUI ANCHOR LOAD CONN TYPE CONN TYPE 4.5" (psf) C7 C8 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 ;lc 55 16.0" 12.0" 10.8" 7.6" Tcap (Ib) = 428 65 1.4.4" 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 (16) = 297.60 65 9.7" 7.0" 6.4" 4.6" Vcap (Ib) = 282.50 72 8.8" 6.3" 6.4" 4.6" HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED . ELCO TAPCON Tcap (Ib) = 174.00 39 45 55 65 12.6" 10.9" 8.9" 7.5" 8.2" 7.1" 5.8" 4.9" 8.0" 6.9" 5.7" 5.0" 5.2" 4.5" 3.7" 3.3" Vcap (Ib) = 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 (Ib) = 358 65 9.9" 7.4" 6.5" 4.9" Vcap (Ib) = 249 72 8.9" 6.7" 6.5" 4.9" 114 " -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 (Ib) = 201.50 65 6.7" 4.8" 4.4" 3.2" Vcap (Ib) = 198.50 72 6.1" 4.3" 4.4" 3.2" 0.75" EDGE DISTANCE 0 . O 1/4" x 2" THREAD PENETR. LAG SCREW Tcap (Ib) = 359.53 Vcap (Ib) = 82.97 39 45 55 65 72 7.5" 6.5" 5.3" 4.5" 4.1" 6.5" 5.7" 4.6" 3.9" . 3.5" #14 x 1 -1/2" THREAD PENETR. WOOD SCREW Tcap (Ib) = 234.00 Vcap (Ib) = 96.74 39 45 55 65 72 77" 6.6" 5.4" 4.6" 4.1" 5.4" 4.4" 3.7" 3.3 ". 4.9" 4.2" 3.4" .�� 3.0" 3.0" ,/ 3.9" 3.4" 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 13.0" 11.2" 9.2" 7.8" 7.0" 9.2" 8.0" 6.5" 5.5' 5.0" - 8.2" 7.1" 5.8" 5.1" 5.1" 5.8" 5.1" 4.1" 3.7" 3.7" 6. WHERE LAG SCREWS FASTEN TO NARROW FACE OF 571.10 FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2' X 4' (MN.) WOOD STUD (3/4' EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G =0.55 OR GREATER DENSITY. LAG SCREW SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. T. * DESIGNATES REMOVABLE ANCHORS, 11J1 -110H ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. 8_ MACHINE SCREWS SHALL HAVE MINIMUM OF 1j2' ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD /SIDEWALK BOLT) UN_O. . MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES_ 10. DESIGNATES ANCHOR CONDITIONS WN161-1 ARE NOT ACCEPTABLE FOR USE. tagemaTibiestatlithilbea Alavorma-01.49_22- 49 Approved as complying with the Date • 23 MOAS o Mond DI>a, Naga Causal 1 03 FRANK L. BENVARDO, PE. 'PE0046549 or 0 UZ _zW fY z 111 W z Z aa: V Eli- u_ 3' �) z_ Z Z > c LL_. LL cv V co z rrn 0 O LL REVISIONS D DATE CGIARr CQ41eNTS SCALE: N.T.S DRAWN BY: &L • PRINT DATE: II/ s/02 DWG 02- 868 -III SHEET: 4 OF 4