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WS-09-1387Permit Number: WS -8 -09 -1387 I Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP- 122530 Inspection Date: January 01, 2999 Inspector: Bruhn, Norman Owner: DAVIS, WILLIAM Job Address: 405 NE 99 Street Miami Shores, FL Project: <NONE> Contractor: HOME OWNER Permit Type: Windows/Shutters Inspection Type: Shutter Final Work Classification: Shutters Phone Number Parcel Number 1132060170390 Building Department Comments SHUTTER INSTALLATION Passed �� Al) Inspector Comments �� Z r Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until For Inspections please call: (305)762 -4949 December 17, 2009 Page 1 of 1 001001 Eb0S Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Building Roofmg Owner's Name (Fee Simple Titleholder) Vi 1 1114 rs Owner's Address ' S 14*. City E jpyl 4644 State Ft. Ala Auu I 2009 U Permit No. s09 3v1 Master Permit No. Phone# Sot- �5►- 1-13'(' Zip 4$1.N.Z Tenant/Lessee Name Phone # Job Address (where the work is being done) . RR Sr' City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO X Contractor's Company Name a,c A. Phone # Contractor's Address City State Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ 4bo. a Square / Linear Footage Of Work: Type of Work: ❑Addition ❑Alteration ['New Describe Work: ® Repair/Replace ❑ Demolition 1I s,14 d h . �► ►� t, .. * **** ****, :** ** **a:***** *** * ****** :** * ** Fees* * *****•x*:x**a ******** * * * * * ********* * ****:x*** Permit Fee $ l O CCF $ ((QI e6fEC Training/Education Fee $ • ' &) Technology Fee $ 3•Q Submittal Fee Notary $ Scanning $ Bond $ Structural Review. $ Radon $ DPBR $ Zoning $ Code Enforcement $ Double Fee $ Total Fee Now Due $ See Reverse side —> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's 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 willvbe 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 noTe approved and a reinspection fee will be charged r c Signature Signature Owner or Agent �/� The fo egoing aliment was ac wl- , s before me this �'l.� The foregoing instrument was acknowledged before me this day o ' , 200q by , day of , 20 _, by who e or who has produced ,0 ' , who is personally known to me or who has produced As identification and who did take an oNS:' 45 as identification and who did take an oath. NOTAR UBLIC: !' °tea- ,,,,,O,,,, ,,,, , NOTARY PUBLIC: RSQ • � Contractor My Commission Expires: Sign: Print: My Commission Expires: * * * * * * * * * * * * * * * * * * * * * * **** **** * ** *a **** : *:x*:x**:x****** ****** * ********** *** ************ * * ** ***:x ********* * * APPLICATION APPROVED BY: (Revised 07/10/07) Plans Examiner Engineer Zoning NAME: VILLAGE OF MIAMI SORES OWNER BUILDER DISCLOSURE STATEMENT DATE:CJV ) Gt1 OO 1 ADDRESS: Va. X c 9fr Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to.be done by a licensed contractor. You have applied for a permit under an exception• to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two - family reaidbnce. You may also build or improve a commercial building at a cost of $25,000.00 or less. The building must be for your own use and occupancy. It may not be built for sale•or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation Of this exemption. You may not hire an unlicensed person as k contractor. It is your responsibility to make sure the people employed by you have licensea requlred by state law.and by county or municipal licensing ordinances. Any person working on your building who is not licensed Must werk under your sttpervision and must be employed by you, which means that you must deduct F.I:C.A and with- holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction . must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I hold.title to the above property and I am planning on doing this c Myself. Initial truction 2. I understand that as an owner - builder I must abide by all zoning ordinances and building regulations in effect at the time of permit application. •Inactive permits for a period of over 180 days will become null and void (expired) and a new permit will be required. to be issued for reinstatfinent of the permit., Initial 3. I have an understanding of the 2004 FBC & FRC and understand that this department and its inspectors are there to help enforce and interpret the code. There is a copy of the code in this office for review. Initial 4. I, understand that the building official and inspectors are not there to design, alter or give advice on how to meet code — only if the shut re meets the minimum code. Initial 5. I understand that as an owner - builder, that any contractor disputes with sub- contractors and myself must be handled in a civil court with the advice of an attorney. The department will not mitigate any contract disputes. Initial 6-)—\---7 6. I understand that if I compensate any person or company for work performed they are requited to halve a business license in the county. If for any reason they do not posses a business license I will be responsible and liable for any wrong doing from this unlicensed company or person. Initial 7. I understand* that if any person gets injured on my construction project—they are entitled to workmen's compensation. -And if they do not posses a workmen's policy I could be held liable for all doctor and related cost which could include loss of wages during recovery from injury. Initial 8. I understand that under state and local laws I can not do . any Electrical, Plumbing, Heating, Air & Roof work on my property with out first obtaining the proper permits by licensed contractors. Was acknowledged before me this p_ ___ day o By Produced there License or OWNER r me or who has as identification. Ri cl'r TP.` ,1 Fps: ` !' '` .• . � ._ $obi OEM' AUG 1 9 2009 J BY:_a X S l y' I " 44 f44.14' 1)04 1# l - 4a61(• • 1, • •• • • • • • • • e • • •• •• • • •• •• .•• • • , '7 • ••• •• ••••• • • • • ••q••• • • •• 1••• • •• • i • • `I&4 ■ X1 x�x' 4104;e1 ettoo pop- � ` r lam SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS 2007 FLORIDA BUILDING CODE & ASCE 7 -05 DESIGN LOADS FOR COMPONENTS AND CLADDING INTERIOR ZONE 4 PRESSURES Mean Roof Height DESIGN PRESSURES (PSF) - Zone 4 • 10 15 20 Tributary Area (Sq Ft) 40 45 50 25 30 35 35 -59.3 -57.9 -58.8 -58.0 -55.4 -54.8 -54.4 - 53.9 -53.6 -65.4 +54.7 +53.2 +522 +51.4 +50.8 +50.2 +49.7 +49.3 +48.9 16 ft -611 -58.6 -57.6 - 58.8 -58.1 -55.6 -55.1 -54.7 -54.3 - 892 +55.4 +53.9 +52.9 +52.1 +51.5 +50.9 +50.4 +50.0 +49.6 18 ft -61.6 -80.1 -59.1 -582 -57.6 - 57.0 58.5 -56.1 -55.7 -76.1 +56.8 +55.3 +54.2 +53.4 +52.7 +522 +51.7 +51.2 +50.9 20 ft - 83.0 -61.5 -60.4 -59.5 -58.8 -58.3 -57.8 - 57.3 56.9 +50.9 +58.1 +56.5 +55.5 +54.6 +53.9 +53.3 +52.8 +52.4 +52.0 22 ft 54.3 - 62.7 +59.3 +57.7 -61.6 +56.6 -60.7 +55.7 -60.0 +55.0. -59.4 +54.4 - 58.9 +53.9 -58.5 +53.5 -58.1 +53.1 24 ft -65.5 - 63.9 - 62.7 - 61.9 -612 -60.5 -60.0 -59.6 -59.1 -69.7 +54.4 +60.3 +58.8 +57.8 +56.8 +56.0 +55.4 +54.9 +54.4 +54.0 26 ft -66.6 -65.0 - 63.8 - 62.9 -622 -61.6 - 61.0 -60.6 -80.2 +56.8 +61.4 +59.8 +58.6 +57.7 +57.0 +56.4 +55.8 +55.4 +55.0 28 ft -67.6 - 86.0 - 64.8 -63.9 -63.2 -62.5 -62.0 -61.5 -61.1 +59.8 +62.3 +60.7 +59.5 +58.6 +57.9 +57.3 +56.7 +56.2 +55.8 30 ft -88.6 - 86.9 -65.8 -64.8 -64.1 - 83.5 - 82.9 -62.4 -62.0 +632 +81.6 +60.4 +59.5 +58.7 +58.1 +57.5 +57.1 +56.6 32 ft - 69.5 -67.9 - 86.7 -65.7 - 85.0 - 64.3 - 63.8 -63.3 -62.8 -72.3 +64.1 +62.4 +612 +80.3 +59.5 +58.9 +58.3 +57.8 +57.4 34 ft -70.4 -68.7 +64.9 +63.2 - 67.5 +62.0 - 68.6 +61.1 -65.8 +60.3 - 65.2 +59.8 - 64.6 +59.1 -64.1 +58.6 -63.6 +58.1 36 ft -71.3 -69.6 -68.3 - 67.4 -86.6 -65.9 -65.4 - 64.9 -64.4 +59.5 +65.7 +64.0 +62.8 +61.8 +61.0 +60.4 +59.8 +59.3 +58.8 38 ft -72.1 -70.4 +66.5 +64.7 -89.1 +63.5 -68.2 +62.5 - 67.4 +61.7 - 66.7 +61.1 -66.1 +60.5 -65.6 +60.0 -65.2 +59.5 40 ft -72.9 -71.1 - 69.9 - 68.9 -68.1 -67.4 -66.8 . -66.3 55.9 -84.5 +64.0 +67.2 +65.4 +64.2 +632 +62.4 +61.7 +611 +80.6' +602 42 ft -73.6 -71.9 -70.6 -69.6 -68.8 58.1: ` -67.5 -67.0 -66.5 40 ft +672 +68.1 +64.8 +63.8 +63,0 +62,4 +61.8 +612 +60.8. -75.9 +602 -74.4 -72.6 -71.3 -70.3 -89.5 -68.8 -68.2 -67.7 47.2', ft +618 +66.8 +652 +64.5 +63.7 +63.0 +62.4 +61.9 +6114 46 ft -75.1 -732 -72.0 -70.9 -70.1 -69.4 - 68.8 -68.3 -67.8 -80.6 +63.0 +69.2 +67.4 +68.1 +65.1 +64.3 +63.6 +63.0 +62.4 +62.0 48 ft -75.7 -73.9 -72.6 -71.6 -70.8 -70.1 59.5 -68.9 -68.4 +65.1 +69.8 +68.0 +66.7 +65.7 +64.8 +64.1 +63.5 +810 +62.5 50 ft -78.4 -74.5 -732 -722 -71.4 -70.7 -70.1 - 89.5 -69.0 +68.0 +70.4 +68.6 +67.3 +66.2 +65.4 +64.7 +84.1 +63.5 +63.1 52 ft -77.0 -75.2 -73.8 -72.8 -72.0 -71.2 -70.6 -70.1 -69.6 52 ft +71.0 +89.1 +67.8 +66.8 +65.9 +852 +84.6 +64.1 +63.6 54 ft -77.6 -75.8 +71.6 +69.7 -74.4 +68.4 -73.4 +67.3 -72.5 +66.5 -71.8 +65.8 -712 +65.1 -70.6 +64.6 -702 +64.1 58 ft -78.2 -76.3 +72.1 +702 -75.0 +68.9 -73.9 +67.8 -73.1 +87.0 -72.4 +68.3 -71.7 +85.6 -712 +65.1 -70.7 +64.6 60 ft -79.4 -77.5 -76.1 -75.0 -742 -73.4 -72.8 -722 -71.7 -84.8 +66.3 +732 +71.3 +69.9 +68.8 +68.0 +67.2 +66.8 +68.0 +65.5 EXTERIOR ZONE 5 PRESSURES Mean Roof DESIGN PRESSURES (PSF) - Zone 5 Tributary Area (Sq Ft) M 10 15 20 25 30 35 40 45 50 -73.2 -70.3 - 68.3 - 66.7 -65.4 -84.3 -63.3 -82.5 -61.8 +54.7 +53.2 +52.2 +51.4 +50.8 +50.2 +49.7 +49.3 +48.9 16 ft - ' .2 -71.3 - 892 -67.6 -66.3 -85.2 -84.2 -63.4 -62.6 +55.4 +53.9 +52.9 +52.1 +51.5 +50.9 +50.4 +50.0 +49.6 18 ft -76.1 -73.1 -70.9 - 69.3 - 67.9 - 66.8 -65.8 - 64.9 -64.2 +56.8 +55.3 +54.2 +53.4 +52.7 +52.2 +51.7 +512 +50.9 20 ft -77.8 -74.7 -72.5 -70.8 -69.5 - 68.3 - 67.3 -66.4 -85.6 +58.1 +56.5 +55.5 +54.8 +53.9 +53.3 +52.8 +52.4 +52.0 22 ft -79.3 +59.3 -76.2 +57.7 -74.0 +56.6 -72.3 +55.7 -70.9 +55.0 -69.7 +54.4 -68.7 +53.9 57.8 +53.5 -66.9 +53.1 24 ft -80.8 -77.6 -75.4 -73.6 -72.2 -71.0. -69.9 - 69.0 -68.2 +60.3 +58.8 +57.6 +56.8 +56.0 +55.4 +54.9 +54.4 +54.0 26 ft -82.2 -78.9 -76.6 -74.9 -73.4 -722 -71.1 -70.2 -69.3 +61.4 +59.8 +58.6 +57.7 +57.0 +56.4 +55.8 +55.4 +55.0 28 ft -83.5 -802 -77.9 -76.0 -74.8 - 73.3 722 -71.3 -70.4 +62.3 +80.7 +59.5 +58.8 +57.9 +57.3 = +56.7 +56.2 +55.8 30 ft -84.7 -81.4 -79.0 -77.2 -75.7 -74,4 -734 -72.3 -71.5 +632 +61.6 +60.4 +59,5 +58.7 +58.1 +57.5 +57.1 +56.6 32 ft -85.8 -82.5 -80.1 -782 -76.7 -75.4 -74.3 -73.3 -72.4 +64.1 +82.4 +612 +80.3 +59.5 +58.9 +58.3 +57.8 +57.4 34 ft - 87.0 -83.5 -81.1 -79.2 -77.7 -76.4 -75.2 -74.3 -73.4 +64.9 +63.2 +62.0 +81.1 +60.3 +59.5 +59.1 +58.6 +58.1 38 ft -88.0 +65.7 -84.5 +64.0 - 82.1 +62.8 -80.2 +61.8 -78.6 +81.0 -77.3 +60.4 -76.2 +59.8 -752 +59.3 -74.3 +58.8 38 ft - 89.0 +66.5 - 85.5 +64.7 -83.0 +63.5 -81.1 +62.5 -79.5 +61.7 -782 +61.1 -77.0 +60.5 -76.0 +60.0 -75.1 +59.5 40 ft -90.0 +672 - 86.4 +65.4 -83.9 +642 - 82.0 +63.2 -80.4 +62.4 -79.0 +61.7 -77.9 +61.1 -76.8 +60.6 -75.9 +602 42 ft -90.9 -87.3 -84.8 -82.8 -812 -79.8 -78.7 -77.6 -76.7 +67.9 +68.1 +64.8 +63.8 +63.0 +62.4 +61.8 +61.3 +60.8 44 ft -91.8 +68.8 - 88.2 +66.8 -85.6 +65.5 -83.6 +64.5 - 82.0 +83.7 -80.6 +63.0 -79.4 +62.4 -78.4 +81.9 -77.5 +61.4 46 ft -92.7 - 89.0 -86.4 - 84.4 - 82.8 - 81.4 -802 -79.1 -782 +692 +67.4 +66.1 +65.1 +64.3 +63.6 +63.0 +62.4 +82.0 48 ft -93.5 - 89.8 - 872 -85.2 -83.5 -82.1 -80.9 -79.8 -78.9 +69.8 +68.0 +66.7 +65.7 +64.8 +64.1 +63.5 +63.0 +62.5 50 ft -94.3 +70.4 - 90.6 +68.6 -88.0 +67.3 - 85.9 +68.2 -84.2 +85.4 -82.8 +64.7 - 81.6 +64.1 -80.5 +63.5 -79.8 +63.1 52 ft -95.1 -91.3 -88.7 -88.6 - 84.9 -83.5 - 82.3 -812 -80.2 +71.0 +69.1 +87.8 +66.8 +85.9 +652 +64.6 +84.1 +63.6 54 ft -95.8 +71.6 -92.1 +69.7 -89.4 +68.4 - 87.3 +67.3 -85.6 +66.5 -84.2 +65.8 -82.9 +65.1 - 81.8 +64.6 -80.9 +64.1 66 ft -96.6 +72.1 -92.8 +702 - 90.1 +68.9 -88.0 +67.8 -86.3 +67.0 -84.8 +66.3 -83.6 +65.6 -82.5 +85.1 -81.5 +64.6 60 ft -98.0 -94.1 -91.4 - 89.3 - 87.5 - 86.1 -84.8 - 83.7 -82.7 +732 +71.3 +69.9 +68.8 +68.0 +67.2 +86.8 +66.0 +65.5 Wfitc V L X . Q�TiY' :146 MPH • EXFOSURr • • MRH =O -6O' BASED ON Kd =1.00 SEE TABLE NOTES FOR ALT Kd INSTRUCTIONS FOR.TABI•E USE: • • • 1. TABLT.S ARE4NTENDEDT DEIF�CT•THE'43R T GAS6' PRESSURES. 'WORST CASE' IS DEFINED AS 1HE CRITICAL C DITIQ{'OF ANS UNKNOWN VARIABLE AS DESCRIBED BELOW. USE OF CRITI AL•CODDITION REQU RED FOIbUSE WITH•THESE TABLES. 2. USE CIF TABLlg VALID 1(,FOR.BUILDING! LESS THAN 60' MEAN ROOF HEIGHT. 3. TABLESI/ALID FOR ALL ROOF SLOPES. REDUCTIONS FOR ROOF SLOPES LESS THAN 10° SHALL BE PERFORMED BY AN ENGINEER AS A SITE SPECIFIC CONDITION. 4. IDENTIFY THE BUILDING MEAN (AVERAGE) ROOF HEIGHT. IF THE MEAN ROOF HEIGHT CANNOT BE IDENTIFIED, USE 111E P ROT` WEIGKT. 5. ALWAYS ROUND' ti, 11000'- TiEIG1SS.TO'UEXT 14BLE VALUE OR TO A CONSERVATIVE ASSUMPTION.. t� w � NG • • • • • • 6. CALCULATE�'HE EITIZRYARIWOOF TINE OPENI IN QUESTION (HEIGHT * WIDTH) OR THE SPAN LEN ( IGJ,iT)aMU•TITtIEO B EFZIFIVE WIDTH THAT NEED NOT BE LESS THAN ONE -THIRD THWSPNN LLi4GTF1•(HEIG / ) USE THE AREA BETWEEN STRUCTURAL OPENINGS ONLY - THIS INCLUDES AREAS BETWEEN STRUCTURAL MULLS. IF THE TRIBUTARY AREA OF AN OPENING CANNOT BE IDENTIFIED, THE MOST CRITICAL (10 SQUARE FEET) SHALL BE USED. ALWAYS ROUND TRIBUTARY AREA DOWN TO THE LESSER TABLE VALUE. FOR LARGER TRIBUTARY AREAS THAN PUBLISHED, USE THE LARGEST PUBLISHED VALUE. 7. IDENTIFY THE ZONE OF THE OPENING AS INTERIOR (ZONE 4) OR EXTERIOR (ZONE 5) PER THE FIGURE OR INFORMATION BY OTHERS. ANY QUESTIONABLE OPENING IS TO BE CONSIDERED THE MORE CRITICAL (EXTERIOR) ZONE. 8. READ OFF POSITIVE AND NEGATIVE PRESSURES FOR USE AS REQUIRED BY THE LOCAL MUNICIPALITY IN ACCORDANCE WITH CODE. GENERAL NOTES: 1. THESE CHARTS ARE NOT VALID AS A SITE - SPECIFIC DRAWING. THESE TABLES ARE ONLY VALID WHEN SIGNED & RAISED SEALED BY FRANK L BENNARDO, P.E. 2. THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED. USE OF THESE TABLES AND CORRESPONDING WIND VELOCITY, EXPOSURE, AND OTHER COEFFICIENTS LISTED HEREIN SHALL BE DICTATED AND VERIFIED BY THE GOVERNING BUILDING DEPARTMENT AND PERMIT HOLDER. NO WARRANTY FOR APPLICABILITY OF TABLE VALUE USE IS OFFERED HEREIN. 3. THIS SPECIFICATION IS NOT INTENDED TO OFFER ANY PRODUCT APPROVED CERTIFICATION. REFER TO ANY SEPARATELY SUBMITTED TEST CRITERIA AND OTHER APPROVALS FOR DESIGN & INSTALLATION INFORMATION AND APPLICABILITY OF THESE TABLE VALUES WHICH IS TO BE VERIFIED BY OTHERS IN ACCORDANCE WITH GOVERNING CODES. 4. DESIGN IS BASED ON THE 3 SECOND GUST (WIND VELOCITY) FOR A CATEGORY II (GENERAL RESIDENTIAL & COMMERCIAL CONSTRUCTION) USING AN IMPORTANCE FACTOR I =1.0. THESE TABLES NOT FOR USE WITH ESSENTIAL FACILITIES OR ASSEMBLY OCCUPANCIES. TOPOGRAPHIC FACTOR Krt =1.0; FOR FLAT TERRAIN USE ONLY. THESE TABLES NOT VALID FOR HILLY TERRAIN. INTERNAL PRESSURE COEFFICIENT (GCpI =+/ -0.18) ENCLOSED BUILDING ONLY. VERIFY USE OF Kd =0.85' (DIRECTIONALITY FACTOR) WITH LOCAL BUILDING DEPARTMENT. HVHZ = HIGH VELOCITY HURRICANE ZONE, TABLES ARE FOR WALLS AND VERTICAL SURFACES ONLY 5. ADHERE TO ALL LOCAL IMPACT PROTECTION SYSTEM ORDINANCES. 6. NO CERTIFICATION IS OFFERED FOR THE INTEGRITY OF THE HOST STRUCTURE. 7. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. a= 10% OF LEAST HORIZONTAL DIMENSION OR 40% OF MRH, WHICHEVER IS SMALLER, BUT NOT LESS THAN 4% OF LEAST HORIZONTAL DIMENSION OR 3FT (lm). USE ZONE 5 IF AT ALL IN QUESTION. CONSULT AN ENGINEER FOR A MORE SPECIFIC INTERPRETATION IF REQUIRED. 10- I ® I 1 ELEVATION 1 WALL ZONE FIGURES m O z c, r REMARKS DRWN CHKD DATE INR ISSUE REVISE FOR 07 FBC CL TSB FLB FLB 04/19/06 02/23/09 THIS DOCUMENT IS THE PROPERTY OF FRANK L BENNARDO, P.E AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF FRANK L BENNARDO, P.E. "ALTERATIONS, ADDITIONS, HIGHUGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. 2007 FLORIDA BUILDING CODE ASCE 7 -05, MRH = 0 - 60 FT DESIGN LOADS FOR COMPONENTS & CLADDING PEAK ROOF HEIGHT MEAN ROOF HEIGHT a" ISO ENGINEERING EXPRESS® 160 SW 12th AVENUE, #106 DEERFIELD BEACH, FL 33442 PH: (954) 354 -0660 Fax: (954) 354 -0443 WWW.ENGEXP.COM CERT OF AUTH 89885 Florida Storm Panels 14475 N.W. 26 Avenue • Opalocka, FL 33054.685- 9990.685 -9000 • FAX 685 -7511 • •• • • • • • • • . • .SHiJTTERFRODUCT APPROVAL AUTHORIZATION FORM, • • • • .. • • • • ••••• • • Build rig O ia1 • . ••• • • • • • •• • • • • DeaYMr. Building Official: We are Dade County Notice of Acceptance holder for the 22gauge panels under number 07- 0817.03 This letter authorizes to use , our 22ga. Panels under number 07- 0817.03 to be used at the following job: Sincerely, Victor V. Cfuz President or Enrique Revilla 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. • • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) FloridaStorm Panels, Inc. 1447.6 NTAV. 261; Attune OPOeT tka, Florida 3054 ▪ SCOPE1• •• .. This NOAH is be ing• ass ued under the applicable rules and regulations governing the use of construction materials. Theadocourientatigl pjbmitted has been reviewed by Miami -Dade County Product Control Division and accepted ▪ • by the 13oard of Railcs and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Ha►viggeTeirisdiction (AHJ). • • 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 • . • • • • • •• • .. • This ¥® shall•aot be valid after the expiration date stated below. The Miami -Dade County Product Control Divigion. en 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 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 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 Heimy A. Makar, P.E., M.S. II /01/24,07 NOA No. 07- 0817.03 Expiration Date: 01/23/2013 Approval Date: 11/01/2007 Page 1 Florida Storm Panels, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED L EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #02- 1120.02 A. DRAWINGS • • • 1. Drawing No. 02- 868 -111, titled " 22 ga Galvanized Steel Storm Panels ", sheets 1 • • • • jhrQUgh 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. •••• • • B. • TESTS`' • •. 1. Este resort on: Uniform Static Air Pressure Test, Large Missile Impact Test and • • • • • Cyclic Wind Pressure Test prepared by Construction Testing Corporation, Report • • • • RD! 02 -041, dated November 18, 2002, signed and sealed by Yamil G. Kuri, P.E. • • • 2. Te. t7eiort on fastener by Construction Testing Corporation, Report No. 02 -007A, • • : • • ate •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, P:E. 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. Mill 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 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 PRODUCT MARKING 1315 r 222a: t =0.029' (LOCATION OPTIONAL) GALVANIZED 1 ---I 1312' r- a' ROLL BACK 13,5' PRODUCT MARKING (LOCATION OPTIONAL) • • --I 1312' 1r_ 12500' PANEL COVERAGE 14.438• PANEL • • l . STORM PANEL • • • •• • • • • • • I /` -20 x 3/4' 41°1'6°40 ••485,6TUD -, •••• • 0. • }(•• • L••• _ _____ • T 0.125'�I.•!00' • • • • •T• • • M.�.X • • • •DDED Gi •AN E • • • •• • • 0.150' • • 3- • • • • MIN • 0 • •• •• ••0• • 0.125' ••!• • FTYP. LENGTH •• • •••• • • •••• *IT • ••• 4' ROLL BACK --1 1.312' r 1.00' MIN. 5.000' MAX y�jYfaJIIDOUT /CLOSURE ANGLE • •• • • • GENERAL NOTES: 1. THIS SHUTTER SYSTEM 1-4A5 BEEN DESIGNED AND TESTED AS A LARC-E 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 TA5 203 FOR CYCLIC WIND LOADING. 2. NO 33.3% INCREASE IN ALLOWABLE STRESS PAS BEEN USED IN TINE 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 TI-115 PRODUCT, THE USE OF A DIRECTIONALITY FACTOR Kd =0.55 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 BE USED IN CONJUNCTION WITH THIS DOCUMENT. 5. PERMIT HOLDER 5HALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO WITHSTAND ADDITIONAL IMPOSED LOADS. 6. STORM PANELS SHALL BE 22ga STEEL (GALVANIZED THICKNESS t =0.029' MIN) CONFORMING TO ASTM 4653, STRUCTURAL QUALITY, GRADE 80. G-90 GALV. COATING WITH A MIN. Fy =92.0 K5I. ALL EXTRUSIONS SHALL BE 6063 -T6 ALUMINUM ALLOY, U.N.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 SHOWN ON THESE DRAWINGS. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC), OF MIAMI, FL, TEST REPORT No. 02 -041. 10. TOP t 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 t WASHERS 51-IALL BE ZINC COATED, GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 KSI. 1.000° x-2.062'- 0.062 0.062' 0.062' 1 N L r- 2.000' 0.062' , TYP 0250' 1-- 1.181' -I O 'H' HEADER i ISga TYP (t = 0 .0516' rGALV STEEL. r GRADE 50) L 1.00' MIN. 5.000' MAX. O J -PAN CLOSURE 1.00' 2.043' f- -1815' .1 0 K1 0 ? 1 al 0.063 0.093 0.015' 0.015' .063' TOP 'H' TRACK r1.181'- 3315' MAX.- 0315'- 0315' 10.500' O 'U' HEADER 02501 035 ( / 0.050' � 0.085' J 0.250' 0865° 10 WA51 -IERED WINGNUT (ZAMAC 3 ALLOY) 0.063' -- - -1.935 "Am � 14 BOTTOM 'H° TRACK L0.093' Ira -20 S.S. SIDEWALK OR MACHINE BOLT t WASI-ERED WINGNUT s 24' O.C. TYP. EXI5TING WINDOW OAST I1 1--- 0 m (027-9-07-1E S _ TYP 0320' 0.410' 0.650' O BUILD -OUT 'F' TRACK 1.000' 80.158° R0301' 1.000' 0.150' t 0.015' MIN. (-1-,-) KEYHOLE WASHER GALV. STEEL GRADE 50 (USE IS OPTIONAL. REQUIRED ONLY FOR USE WITH TRUSS FEAR ANCHORS 4 CALK -IN) 5313' 49' F0.093' 0.125' Tf 0.063' 15 TOP 'U° TRACK 18 GA. GALV. STEEL BENT PLATE (0.04,8' BM. THK) OR 2'x2'x.125' 6063 -T6 ALUM. ANGLE ANGLE MAY VARY 4' MAX 025' ® {-MAX. 1.000' OVERLAP C CORNER CLOSURE DETAIL BUILD -OUT DISTANCE OVERLAP WALL BEYOND WINDOW DISTANCE GREATER THAN OR EQUAL TO 1.5 TIMES BUILD -OUT DISTANCE (2001 FSC SECT. 2413.13) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. ALUM. ANGLE ® OR J -PAN CLOSURE PIECE ® (SEE DETAILS ABOVE). LEG DIRECTION MAY BE REVERSED FASTENER s 15. O.C. FOR DESIGN LOADS LE55 THAN OR EQUAL TO 81psr (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). FOR DESIGN LOADS GREATER THAN 81ps(, USE ALUM ANGLE CLOSURE PIECE ONLY WITH ANCHORS s 10' O.C. OBUILD -OUT MOUNT CLOSURE DETAIL N.T.S. 1 r M2- MAX EXIST. CONC, HOLLOW BLOCK OR WOOD FRAMING. 1.000' 2.00' MIN. 3 w m W `2 0.125' 1 0388' - 0.191' - 0215' 0.452' 0.655' 1j1--°°95. TYP. O 'F' TRACK 4.000' 1.000' F0.125' T 0.063' TYP 1.000' (7;) HEADER END CAP 1.150' DEEP TYPICAL 0.063' --r 0.093' -- 0 N 1 -0063' { JJ 1 v TI 0.093' --11- -- L f 5.313' 0.093' 16 BOTTOM 'U' TRACK WIDTH UNLIMITED (PERP. TO PANEL SPAN) TOP MOUNT (co NK TYPE AS REQ'D) TYP. SECTIONS BOTTOM MOUNT (CONN TYPE AS REQ'D) Ei 1STING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING OWALL MOUNT CLOSURE DETAIL N.T.S. 4 TYPICAL MOUNT ELEVATION N.T.S. OPTIONAL 'G -20 STITCH BOLTS WITH WASHERED WINGNUTS FASTENED s OVERLAPS s MIDSPAN (USE APPROPRIATE SPAN TABLE) PLAN VIEW 1LI7 0 I � v R0312' ilbuNINEN MAY BE AT / TOP ° BOTTOM / ~ - 0315' MIN. EDGE DIST. TOP MOUNT (CONN TYPICAL TYPE AS REOD) LAST PANEL PANEL ABOVE BEFORE PANEL OBSTRUCTION OBSTRUCTION, OVERLAP? FOR MAX ALLOWABLE PANEL LENGTHS (VERT. OR NORIZ.) AB' m xQ ElOTTOM J REQ �a MAX GAP 41111! /�'T° TI.. �' P MOUNT (GONN TYPE J AS REQ'D) , m OBSTRUCTION J ALUM. ANGLE ® OR J -PAN CLOSURE PIECE ® (SEE DETAILS ABOVE). LEG DIRECTION MAY BE REVERSED. 0.500' OVERLAP • MINIMUM FASTENER s 15' O.G. FOR DESIGN LOADS LESS THAN OR EQUAL TO 81psf (SEE ANCHOR SCHEDULE FOR ANY ACCEPTABLE ANCHOR). FOR DESIGN LOADS GREATER 1.00' -' THAN 81psr, USE ALUM ANGLE CLOSURE PIECE ONLY WITH ANCHORS s 10' O.C. BOTTOM MOUNT (CONN/ / ' -TYP. PANEL OVERLAP TYPE AS REO'D) L OPTIONAL . -20 STITCH BOLTS WITH WAS1-ERED WINGNUTS FASTENED a OVERLAPS s MIDSPAN (USE APPROPRIATE SPAN TABLE) OTYPICAL MOUNT ELEVATION AROUND OBSTRUCTION N.T.S. .}_ {'. • -' „?.. ^retr.. 025' MAX EMBED OTRAP MOUNT CLOSURE DETAIL F N.T.S. EXISTING CONCRETE, I- IOLLOW BLOCK OR WOOD FRAMING 07 -®9 /7'03 Approved as complying with t6o Dote l � Zo o3 IVOAI� A% 1 �� • o� 1d1111Ia11 Dade Product Central 1Y FRANK L. BENNARDO. PE. 'PE0046549 #1 to �, 0Q 4 co IC. � 4m -, 0 To 03. WWW.FLBENGINEERING.GOM EMAIL: FRANK9FLBENGINEERING.COM z LC Z 10 ILL" n Z>m it -1--3 L it 'I j c➢r z I 1 O 0 LL REVISIONS DESCRI TION COUNTY CarENTs DATE V) /03 SCALE: 3' _ DRAWN BY: CL (.I- ECKKL) G T: FLB PRINT DATE: 11/18/02 DWG •: 02 -868 -III SHEET: 1 OF 4 • • • • •. • • • • • • • • • EMBED C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING SHORT LEG MAY BE REVERSED TOWARDS THE OPENING 0.500' EO 50 • • • • EXISTING• GLAZI!1j • • • • • • • •Ig TEK &✓CREW OR 14 -20 MACHINE *CREW • NUT 416' ti.:caF ALL 5IM. COMECTIONS •• •• • • •••• • • REQ •54 ' '.RATION FROM GLASS (Rtf!M L.E T2) • •• • • • • • • • • • • • 0.25' -w W� dQ E. 0w 0 W W W N >r �0 N 0.500• w0 EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING (SEE ANCHOR SCHEDULE T3 BASED ON TYPE OF STRUCTURE) C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX, SPACING G BUILD -OUT MOUNT SECTION N.T.S. CI CONNECTION TYPE ANCHORS TO BE AT 125' OR 625' O.G. (REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING). USE REMOVABLE ANCHORS ONLY EDGE D !ST. EXISTING GLAZING REQ'D SEPARATION FROM GLASS (REF. TABLE T2) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR 5C4ED. BASED ON TYPE OF STRUCTURE C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING STUD ANGLE DIRECTION HAY BE REVERSED, AS SHOWN C2 CONNECTION TYPE har.PENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING OPTIONAL SUILDOUT MOUNTING CONFIGURATIONS (AT HEADER OR SILL) 1/4 -20 X • 5.5 MACH NE SCREW 125' O.C. CT :MC,. , Z EXISTING CONCRETE. HOLLOW BLOCK OR et, 3 WOOD FRAMING. SEE , ANCHOR SCHED. BASED at-arie= n��Q (9 TYPE OF STRUCTURE p2 ® O WALL MOUNT SECTION N.T.S. o w0 EMBED. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. C3 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING 0500' 10250' } EXISTING GLAZING EMBED. REO'D GLASS SEPAR DIST. (SEE TABLE T2 FOR MIN.) I'* ��.LI 0.25' ..i1M.j'�'.t'3 a EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING. SEE ANCHOR 50-IED. BASED ON TYPE OF STRUCTURE. tvov r01 14 -20 x 3/4' 5.5. MACHINE SCREWS 4 12.5' O.C. C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING 'F' TRACK/DIRECT MOUNT SECTION N.T.S. 1/4 -20 X 314' 5.5. MACHINE SCREW W/ WINGNUT 4125' O.C. C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING MAXIMUM ALLOWABLE SPAN SCHEDULE Load W (psfl No Stitch Bolts LviAx (ft) Stitch Bolts At Midspan LM (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 T -6" T -8" 72 T - 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. SCHEDULE I5 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. EXISTING WOOD TRUSSES 4 24' O.G. MAX MINIMUM SEPARATION FROM GLASS SCHEDULE Positive Load (psfl 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: 1. 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. EMBED 025' AX EXTERIOR WALL FINISH STEEL TUBE TO BOTTOM TRUSS CHORDS W/ (3) 14'x2' EMBED LAG SCREWS 4 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) a TRUSSES 4'14 ST'1.5 TO PLATE 4 6' O.G. BETWEEN TRUSSES EXISTING GLAZING REQ'D SEPARATION FROM GLASS (REF. TABLE T2) 14 -20 x 34' S.S. MACHINE SCREWS 0 125' O.C. LEG DIR MAY BE REVERSED 025' [-MAX. OCEILING/FLOOR MOUNT SECTION N.T.S. C4 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T3 FOR MAX SPACING EXISTING GLAZING REO'D SEPARATION FROM GLASS (REF. TABLE T2) O K TRUSS MOUNT SECTION N.T.S. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. Lmax 8' -0' (MAX SPAN) MAX DESIGN LOAD = !60 psF ALUM OR GALV STEEL SPACER, AS REQ'D. EXISTING GLAZING OOFFSET WALL MOUNT SECTION N.T.S. 0 CONNECTION TYPE, ANCHORS TO BE AT 125' OR 625' O.C. (REFERENCE ANCHOR SCHEDULE T3 FOR MAX. SPACING). USE REMOVABLE ANCHORS ONLY EXTERIOR WALL FINISH. PROTRUDING FROM MOUNTING SURFACE W WJ Q Z ZW W o mz J � Z(J) Z 0 U z W w Z Z w m LL; 3 3 EMAIL: FRANKeFLBENCaINEERING.COM REVISIONS DESCRIPTION DATE Cou.r• CQrf64rs 1/2/03 SCALE: 3' = I• DRAWN BY: CL C.I- IECKED BY: FLB PRIN f DAB E: 11/18/02 DU.G ': 02 -868 -III 51 -IEET: 2 of 4 • • • • • • • • • • • • • • • eXISTINC; CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCI-ED. BASED ON TYPE OF STRUCTURE PENETRATION OR EMBED. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF 5TRUCTURE. C5 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T4 FOR MAX. SPACING 0.500' ON WD • ••• • EXISTING. • GLAZING REQ'136liaLASS SEP. T2 rO {`R TNIMUME • • • 1VpPlAYPIPMIG @IIArylV1NINI ■ OWALL MOUNT SECTION WALL MOUNT TRACKS, 0500' C6 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T4 FOR MAX SPACING. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. MAY BE BENT TO 30deg MAX 1365' 0X 1365' EXISTING GLAZING c8 CONN TYPE REF. ANCHOR SCHED. T4 FOR MAX. SPACING REQ'D GLASS SEP. DIST. (SEE TABLE T2 FOR MINIMUM) C1 CONN TYPE REF. ANCHOR SCHED. T4 FOR MAX. SPACING 1365' OHEADER/SILL MOUNT SECTION TRAP I-IC(1NT TRACK5 ON ANGLE, N.T.S. LEG MAY BE BENT TO 30de2 MAX OPTIONAL °'IQUNT INSTALLATION DETAILS EXISTING CONCRETE. HOLLOUJ BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE. EXIST NG GLAZ NG ANC Cl CONNECTION TYg REFERENCE ANCHOR SCHEDULE T4 FOR MAX. SPACING 0.50' MAX 10 REQ'D GLASS SEP. DIST. (SEE TABLE T2 FOR MINIMUM)+ N CEILING/FLOOR MOUNT SECTION 'TRAP MOtINT TRACKS. N.T.S. CT CONNECTION TYPE REFERENCE ANCHOR SCHEDULE T4 FOR MAX.• SPACING PENETRATION OR EMBED. 3N w� REQ'D GLASS SEP. DIST. (SEE TABLE T2 FOR MINIMUM) EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR 5C-ED. BASED ON TYPE OF STRUCTURE. C5 CONNECTION TT 1.-' REFERENCE ANCHOR SCHEDULE T4 FOR MAX SPACING 0500' EXISTING GLAZING aMA OVlamm +m\nMAUnAmn�A':,1d #�:.�,� -T Max ODIRECT WALL MOUNT SECTION P BOTTOM DIRECT WALL MOUNT (REF. DETAIL 'S'). N.T.E. O O Q HEADER TRACK ISOMETRIC TOP TRACK, N.T.S. CLIP LOCKS END PANEL FLUSH AGAINST TOP TRACK (1) I'x2'x0.092'x13/4' ANGLE 9 END W/ (2) "14 SMS TO TRACK TOP 'H' -TRACK OR TOP 'U' -TRACK (FASTEN TO STRUCTURE PER SECTIONS TO LEFT) OPTIONAL PLASTIC KNOB, TO EASE PANEL SLIDING (NON - STRUCTURAL, SEE DETAIL TO LEFT) (I) HEADER END CAP E END W/ (2) "14 SM5 TO TRACK 1'x030' PERFORATIONS AT MIDSPAN FOR USE WITH REMOVABLE HANDLE AND /OR PLASTIC KNOBS BOTTOM 'H' TRACK OR BOTTOM 'U' TRACK (FASTEN TO STRUCTURE PER DETAILS M, N a0 TO LEFT) OSILL TRACK ISOMETRIC BOTTOM TRACK. N.T.S. -F-, Approved es emplying+ with the `.. 4 Dote 011 2� 2vo3 0 N Ni Al0Ail - U Miami Dade Product Cor fr Division 0 l7 z w w z z w 9 EMAIL: FRANK9FLBENGINEERING.COM ADJACENT PANEL TYP 125' COVERAGE 'H'- HEADER E TOP, PER DETAIL 'P' LAST PANEL MOUNTED FROM INSIDE OF BLDG ADJACENT 1"21 t ' MATEWIZP PANEL cu S:'&Y,':g es Raft r ^a? 'k'i .'.1' *7-o 6/ 7-01 Cgitrai TYPICAL OVERLAP OPTION A: (3) 1/4° ELCO PANELMATES AT BOTTOM OF ADJACENT PANEL FASTEN EACH PANEL ADJACENT TO LAST PANEL E BOTTOM W/ (2) ELCO °ANELMATES a (I) POWERS CALK -IN. ALTERNATIVELY, USE (3) PANELMATES AND NOTCH BOTTOM CORNERS OF LAST PANEL TO FIT OVER INNERMOST ANCHORS. (2) 1/4 -20 5.5. STITCH BOLTS W/ WINGNUTS EACH SIDE OF LAST PANEL I OPT. A: 2'x2' MAX NOTCH IN LAST PANEL AROUND WINGNUT ODIRECT WALL MOUNT EXTERIOR ELEVATION BOTTOM DIRECT WALL MOUNT (REF. DETAIL 'P'), N.T.S. t�a2"ai�3et OPTION B: (2) ' 4' ELCO PANELMATES AT BOTTOM OF ADJACENT PANELS OPT. B: (I) 14 -20 POWERS CALK -IN, CLOSEST TO LAST PANEL (NO NOTCH REQ'D) REVISIONS DESCRIPTION DATE COUNTY CORIENTS V! /03 SCALE: 3' _ ' (U.N.O.) DRAWN BY: CL CHEGKEL) BY: FLB r'RIN T DATE: 11/18/02 DWG •: 02- 868 -III SHEET: 3 of 4 4NC1-40IR SPACING SCNE DUI- E • • HOLLOW CONC BLOCK 1/4" x 1 -1/4" EMBED ELCO TAPCON . 2.5" EDGE DIST. 39 49 58 12.5" 12.5" 12.5" 2.5" EDGE DISTANCE 16.0" 12.7" 8.7" 15.8" 12.5" 10.5" 12.5" 6.25" 6.25" EXIST. STRUCT. 7.8" 5.2" 4.0" 9.9" 7.7" 6.5" SPANS UP TO 5.50 ft SPANS UP TO 8.67 ft - SPANS UP TO 10.67 ft ANCHOR LOAD 12.5" CONN TYPE 5.9" 8.3" CONN TYPE 9.7" 3.6" CONN TYPE 6.25" 9.7" (psf) C1 C2 C3 C4 C1 C2 C3 C4 C1 C2 C3 C4 6.25" 1/4" x 1 -3/4" EMBED 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" 12.5" ELCO TAPCON 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" 12.5" (MIN 3320 PSSGQIIIC) 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" • TFap (Ib) \4,$3.c� • • f2 12.5" 16.0" 13.0" 14.3" 12.5" 16.0" 8.0" 10.3" 12.5" 16.0" 8.0" 10.3" • • • • • trap (lb) = .47.5.00 • • • • 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" wI• , w• c7/8" E yl.' : • 3•/ ALL- POINTS 40LID -SET •.•.4% 12.5" 12.5" 16.0" 16.0" 16.0" 16.0" 16.0" 16.0" 12.5" 12.5" 16.0" 16.0" 15.2" 10.2" 15.0" 11.8" 12.5" 12.5" 16.0" 16.0" 10.6" 7.5" 12.1" 9.5" 7.7" LEAD SHIELp, CHOR *•• 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" O3.4• • i • •cap (Ib)9-'40 : - • :••:12s 12.5" 16.0" 11.5" 12.7" 12.5" 16.0" 7.1" 9.2" 12.5" 16.0" 7.1" 9.2" c. •Vcap (Ib) = 429 ••.180 12.5" 16.0" 7.1" 9.2" 12.5" 16.0" 7.1" 9.2" 12.5" 16.0" 7.1" 9.2" 4.7" 1/4" • x 2" EPl t ? • • ' • •.36 12.5" 16.0" 16.0" 16.0" 12.5" 16.0" 13.3" 15.7" 12.5" 16.0" 9.2" 12.6" • • •LLK0 PAN ELPQATE • •••411, 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 PS C C) � •� • PSJ �I • ,� •..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" • cap (Ib) i iT2•g0' • 47.2 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 1°,6134 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 . 2.5" EDGE DIST. 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" % 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" 7 3.9" j 3.9" j 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 39 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 65 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 72 _ 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) = 249 130 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 12.5" 15.9" 5.9" 6.4" 1/4" 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" 625" 9.1" 3.4" 4.7" 6.25" 9.1" 3.4" 4.7" Vcap (lb) = 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" ANCNOiR NOTES: I. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL 5PAN5 FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE 51-1OWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL e ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 2 1 3 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. WHERE_ EXISTING STRUCTURE 15 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. ANCHOF' SPACING SCHEDULE T4 (INSIDE MOUNT PANELS, WALL MOUNT) 1 /4" x 1 -1/4" EMBED ELCO TAPCON Tcap (lb) = 218.00 Vca p Ib 398.00 2.5" EDGE DIST. 39 45 55 65 72 16.0" 16.0" 11.0" 6.4" 5.0" 0.75" EDGE DISTANCE 7.5" 5.2" 3.4' SPANS UP TO 5.50 ft 0 ' 0 1/4" x 2" THREAD PENETR. LAG SCREW Tcap (Ib) = 359.53 Vcap (Ib) = 82.97 ANCHOR 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 "�jj�///� 12.5" 12.5" 12.5" 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" % 6 0" 12.5" 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" V 6.0" 6.0" #14 x 1 -1/2" THREAD PENETR. WOOD SCREW Tcap (Ib) = 234.00 Vcap (Ib) = 96.74 39 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" ��A_ 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" 7 3.9" j 3.9" j 7/16" x 5/8" EMBED BRASS BUSHING & 1/4 -20 SCREW Tcap (Ib) = 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" 6.25" 6.25" 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" ANCNOiR NOTES: I. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL 5PAN5 FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE 51-1OWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE 'TI'). 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAL e ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. SELECT CONNECTION TYPE BASED ON APPROPRIATE MOUNTING CONDITION (SEE MOUNTING DETAILS ON SHEETS 2 1 3 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. WHERE_ EXISTING STRUCTURE 15 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. ANCHOF' SPACING SCHEDULE T4 (INSIDE MOUNT PANELS, WALL MOUNT) HOLLOW CONC BLOCK 1 /4" x 1 -1/4" EMBED ELCO TAPCON Tcap (lb) = 218.00 Vca p Ib 398.00 2.5" EDGE DIST. 39 45 55 65 72 16.0" 16.0" 11.0" 6.4" 5.0" 16.0" 16.0" 16.0" 14.6" 13.2" 7.5" 5.2" 3.4' SPANS UP TO 5.50 ft SPANS UP TO 8.67 ft ST, RU( ANCHOR LOAD CONN TYPE CONN TYPE 12.4" 16.0" (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 (Ib) = 483.00 65 14.2" 16.0" 6.0" 16.0" Vcap (Ib) = 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 (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 CONC) * 55 16.0" 16.0" 5.8" 16.0" Tcap (Ib) = 372.00 65 11.0" 16.0" 4.6" 16.0" Vcap (Ib) = 565.00 . 72 _ 8.5" 16.0" 4.6" 16.0" HOLLOW CONC BLOCK 1 /4" x 1 -1/4" EMBED ELCO TAPCON Tcap (lb) = 218.00 Vca p Ib 398.00 39 45 55 65 72 39 45 55 65 72 16.0" 16.0" 11.0" 6.4" 5.0" 16.0" 16.0" 16.0" 14.6" 13.2" 7.5" 5.2" 3.4' 15.5" 13.4" 11.0" � 9.7� 9.7" CONN TYPE EMBED 7.8" 39 16.0" 16.0" 12.4" 16.0" ALL- POINTS SOLID -SET 13.6" 9.7" 45 16.0" 16.0" 8.5" 16.0" LEAD SHIELD ANCHOR * 55 16.0" 16.0" 5.5" 16.0" Tcap (Ib) = 358 16.0" 16.0" 65 10.5" 16.0" 4.4" 15.9" Vcap (Ib) = 249 10.8" 7.6" 72 8.2" 16.0" 4.4" 15.9" 1/4" x 1 -1/4" EMBED 1/4" x 2" EMBED 39 39 16.0" 16.0" 7.1" 14.5" ELCO PANELMATE 11.5" 8.2" 45 16.0" 16.0" 4.8" 12.6" 8.8" 6.3" * 55 10.3" 16.0" 3.2" 10.3" Tcap (Ib) = 204.75 65 6.0" 13.7 " 9.1" Vcap (Ib) = 233.50 _ 72 4.7" 12.4" 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" 8.2" 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 45 55 Tcap (Ib) = 234.00 65 Vcap (Ib) = 96.74 72 7/16" x 5/8" EMBED 39 BRASS BUSHING & 45 1/4-20 SCREW * 55 Tcap (Ib) = 231.50 65 Vcap (Ib) = 232.50 72 16.0" 16.0" 11.8" 6.9" 5.3" 16.0" 16.0" 11.7" 6.8" 5.3" 16,0" 16.0" 16.0" 15.7" 14.2" 16.0" 16.0" 16.0" 15.5" 14.0" 8.1" 5.5" 3.6" 8 0" 5.5" 3.6" 16.0" 14.4" 11.8" 10.4" 10.4" 16.0" 14.2" 11.7" 10.3" 10.3" ANCHOP SPACING SCHEDULE (INSIDE MOUNT PANELS, TRAP MOUNT) HOLLOW CONC BLOCK 2.0" EDGE DISTANCE 39 45 55 65 72 12.6" 8.2" 10.9" 7.1" 8.9" 5.8" 7.5" 4.9" 6.8" 4.5" SPANS UP TO 5.50ft SPANS UP TO-- 8.67 ft 1ST RUC ANCHOR LOAD CONN TYPE CONN TYPE 7.8" (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 (lb) = 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 (Ib) = 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 (IN = 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 Vcap (lb) = 318.00 39 45 55 65 72 12.6" 8.2" 10.9" 7.1" 8.9" 5.8" 7.5" 4.9" 6.8" 4.5" 8.0" 6.9" 5.7" 5.0" 5.0" 5.2" 4.5" 3.7" 3.3" 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" 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 (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 0 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" 4.8" 4.1" 3.4" 4.2" 3.6" #14 x 1 -1/2" THREAD PENETR. WOOD SCREW Tcap (Ib) = 234.00 Vcap (Ib) = 96.74 39 45 55 65 72 7.7" 6.6" 5.4" 4.6" 4.1" 6.2" 5.4" 4.4" 3.7" 3.3" 4.9 4.2 3.4 3.0 3.0 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" 3.9" 3.4" 4/ 5.8" 5.1" 4.1" 3.7" 3.7" 6. WHERE LAG SCREWS FASTEN TD NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2' X 4' (MIN.) WOOD STUD (34' EDGE DISTANCE 15 ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE 'SOUTHERN PINE' G =0.55 OR GREATER DENSITY. LAG SCREW 51-IALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 1. * DESIGNATES REMOVABLE ANCHORS, WHICH ARE REQUIRED FOR DIRECT MOUNT INSTALLATIONS. 8, MACHINE SCREWS 5HALL 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) UN.O. 9. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 10. / ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE FOR USE. agrangbire W Approved es complying si' a the Florida °SC'`fea3 Dee . 23 NO ?A0 0 Mend Dade Produm Coo i Z0 0 B 3 03 FRANK L. BENNARDO. PE. "PE0046549 0 z W W Z z W (Il J 9 3 EMAIL: FRANK0FLBENGINEERING.COM Lill z 4 0 L.L 0 (0 Li 0 IL Li z0 WCC1. 4 Cv j z-J r- 0_ 0 REVISIONS DESCRIPTION Carom CENTS DATE 1/1/03 SCALE: N.T.S. DRAWN BY: CL C.- NECGED BY: FLB PRIN f DA IE: 11/18/02 DWG ": 02 -568 -III SHEET: 4 OF 4 o