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WS-12-1889Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 179709 Permit Number: WS -10 -12 -1889 Scheduled Inspection Date: October 24, 2012 Inspector: Bruhn, Norman Owner: Job Address: 166 NW 98 Street Miami Shores, FL Project: <NONE> Contractor: SKYLINE IMPACT SOLUTIONS LLC Permit Type: Windows /Shutters Inspection Type: Shutter Final Work Classification: Shutters Phone Number Parcel Number 1131010260040 Phone: (786)295 -2643 Building Department Comments INSTALLATION OF 10 PANEL SHUTTERS Infractlo Passed Comments INSPECTOR COMMENTS False Inspector Comments Passe Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. October 23, 2012 For Inspections please call: (305)762 -4949 Page 10 of 20 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: Permit No. OCT i ''''G il' BY:— —L.-- FBC 20 • Master Permit No. ROOFING JOB ADDRESS: l 6p C, q S -n (n I cer fh o— ` 1• L 33 1 S ®. City: Miami Shores County: Folio/Parcel #: r - 31 - 01 0 -fib -- 00 Is the Building Historically Designated: Yes Miami Dade Zip: Flood Zone: IJC:�, OWNER: Name (Fee Simple Titleholder): (4 '9 L P-'Ct 1+.1 c —911 LLLPhone #: .3 34-4-8 Address: 3 Q a C) ',m.o../ 0.`"2-4 _ City: (Y>,: C, .-rte State: f' L- Zip: 3 Tenant/Lessee Name: Phone #: Email: • C_ C CONTRACTOR: Company Name:5 - 1 re rle") pet ''f®i‘-`1'4-1‘3"'SPh 1 #ld -142)G -- 5 to ("4°�� Address: 9 /74•;ya 0/i> mot.. City: /4s, //9 �C e ?' :%7'����:1s%.' State: Zip: .3 33 E Qualifier Name: __Ii . , Phone #: -18C r -1 SEA -- (04'8*. State Certification or Registration #C Ca c,.....11-e,1 0 Certificate of Competency #: Contact Phone# 8/0 - 5 f°- Lz. R".. 4 Email Address: Ca ( (I% CV-di r b••-•.-1- p ham' -e+01 a I • C-0-■ DESIGNER: Architect/Engineer: ' C� Per -,✓ �� -rte Phone#: S5÷— tqo GO Value of Work for this Permit: $ °ICC Square/Linear Footage of Work: Type of Work: °Addition ❑Alteration ❑Repair/Replace °Demolition Description of Work: P 1Q CC_ -/1-11 -1-1-el,---C Color thru tile: *******, x, x*** **x, x ,************ ******* **** Fees************* x, *** **** ** ****** ******** * * ***** Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ J CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ 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 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 a einspection fee will be charged. Signature Owner . r A ent The foregoing instrument was acknowledged before me this../S41.> dayofSC ,20 L, by rnI uncle ( Pte. Inle4, who is lr to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Qcy—) r 1 My Commission Expires: * * * ***** *** * ** * **** APPROVED BY rPu , ROliNI A BLANK _ MY COMMISSION # EE000573 S October 01, 2014 ,,,,,, Floridat�oiary.%ervice i (4 �398 0153 Signature Contractor The foregoing instrument was acknowledged before me this aS day of ,r-e '!' , 201 .., by LA—.1 S who is p sonally kno to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commi ** * * ***** ***** ** Plans Examiner Structural Review (Revised 3 /12J2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) NNI A BLANK OMMISSION # EE000573 '(PRRES October 01, 2014 Zoning Clerk WS 12-1., .. APPRPVEP ZONIN BL'DO�EP'T SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND RE(ULATIONS. • vuo'r-'s 'Nf,1 vs' c) a k ! . . � '3 ^ 04109/2012 - 4:43pm gabriels F:\01 Project FUUesL,2010- MPS \400 Wlnd Charts _Reference \00- MP510.400 Series C &C (Current).dwg 2010 FLORIDA BUILDING CODE & ASCE 7 -10 "ASD" DESIGN LOADS FOR COMPONENTS AND CLADDING INTERIOR ZONE 4 PRESSURES I I EXTERIOR ZONE 5 PRESSURES Mean Roof DESIGN PRESSURES (PSF) - ZONE 4 Tribute Area S. Ft :f Ight Height 10 15 20 25 30 KIII -4 50 -63.1 51.1 -49.9 -49.0 -48.3 47.7 -54.6 -53.9 -53.2 0 -15 ft 0 -15 ft +47.1 +45.9 +45.0 +44.3 +43.8 : w +42.2 6 ft 16 ft -51.8 +47.8 -50.6 +46.5 - 49.7 +45.6 5.6 - 49.0 +44.9 -48.4 +44.4 � r /11 -54.0 s +47.8 -52.5 -51.2 -50.3 - 49.6 -49.0 +43.5 � "' z i' V. l' 17 ft +48.4 +47.1 +46.2 +45.5 44.9 -56.1 44.0 �i'.�' -54.7 +43.3 1.r:,, ;. 18 ft -53.1 +49.0 -51.8 +47.7 -50.9 +46.8 -50.2 46.0 -49.6 +45.5 r I 1�) (! t ST " 5e44, . 19 ft -53.7 +49.5 -52.4 +48.2 -51.5 +47.3 -50.8 +46.6 -50.2 +46.0 49 [ +45.5 +43.8 am; -66.3 +49.5 20 ft -54.3 +50.1 -53.0 +48.7 -52.0 +47.8 -51.3 +47.1 -50.7 +46.5 -50.2 46.0 - 49.8 45.6 - 49.4 +45.2 -49.1 44.8 21 ft -54.9 +50.6 -53.5 +49.2 -52.6 +48.3 -51.9 +47.6 -51.3 +47.0 -50.7 46.5 -50.3 +46.0 - 49.9 45.6 -49.6 +45.3 22 ft -55.4 +51.1 -54.1 +49.7 -53.1 +48.8 -52.4 48.0 -51.8 +47.4 -51.2 +46.9 -50.8 +46.5 -50.4 46.1 -50.1 +45.7 23 ft -55.9 +51.6 -54.6 +50.2 -53.6 +49.2 -52.9 +48.5 -52.2 +47.9 -51.7 +47.4 -51.3 +46.9 -50.9 46.5 -50.5 +46.2 24ft -56.4 +52.0 -55.1 +50.6 -54.1 +49.7 -53.3 +48.9 -52.7 +48.3 -52.2 +47.8 -51.7 +47.3 -51.3 +46.9 -51.0 46.6 25 ft -56.9 +52.5 -55.5 +51.1 -54.6 +50.1 -53.8 +49.3 -53.2 48.7 -52.6 +48.2 -52.2 47.7 -51.8 473 -51.4 +47.0 26 ft -57.4 +52.9 -56.0 +51.5 -55.0 +50.5 -54.2 +49.8 -53.6 +49.1 -53.1 +48.6 -52.6 +48.1 -52.2 +47.7 -51.9 +47.4 27 ft -57.8 +53.3 -56.4 +51.9 -55.4 +50.9 -54.7 +50.2 -54.0 +49.5 -53.5 +49.0 -53.0 +48.5 -52.6 +48.1 -52.3 47.7 -67.5 +51.1 -58.3 -56.9 -55.9 -55.1 -54.5 -53.9 -53.4 -- e. hi - 28 ft +53.7 +52.3 +51.3 +50.5 49.9 ,,, 26 ft +52.9 +515 -58.7 -57.3 -56.3 -55.5 -54.9 +47.4 -7 -rn • 29 ft +54.1 +52.7 +51.7 +50.9 +50.3 -61.0 +48.1 -60.2 +47.7 -72.0 +53.7 30ft -59.1 +54.5 -57.7 +53.1 -56.7 +52.1 -55.9 +51.3 -55.2 +50.6 ...r -60.7 +48.1 �I ►�. .. 2 : 1. -69.6 -60.0 -58.5 -57.5 -56.7 -56.0 -5 z4 +54.1 32 ft +55.3 +53.8 +52.8 +52.0 +51.3 +50.8 r j. 73.0 +54.5 -70.1 +53.1 61.1 -59.6 -58.6 -57.7 -57.1 -62.3 +49.2 9.2 . ' 32 ft -74.0 +55.3 35 ft +56.3 +54.8 +53.8 +53.0 +52.3= -63.2 49.9 -62.4 +49.5 -75.4 40 ft -62.8 +57.9 -61.3 +56.4 -60.2 +55.3 -59.4 +54.5 -58.7 +53.8 -58.4.11740".1....4J4 +53.2 -63.6 +56.3 45 ft -64.4 +59.4 -62.8 +57.8 -61.7 +56.7 -60.9 +55.8 -60.2 +55.1 -59.6 +54.5 -59.1 +54.0 -58.6 +53.6 -58.2 +53.2 50 ft -65.9 +60.7 -64.3 +59.1 -63.1 +58.0 -62.2 +57.1 -61.5 +56.4 -60.9 +55.8 -60.4 +55.2 -59.9 +54.8 -59.5 +54.4 55 ft -67.2 +61.9 - 65.6 +60.3 -64.4 +59.2 -63.5 +58.3 -62.8 +57.5 -62.1 +56.9 -61.6 +56.4 -61.1 +55.9 -60.7 +55.5 60 ft -68.4 +63.1 -66.8 +61.4 -65.6 +60.2 -64.7 +59.3 -63.9 +58.6 -63.3 +58.0 -62.7 +57.4 -62.3 +56.9 -61.8 +56.5 z rn 0 1-+ O O N Ii O Ui REMARKS DRWN 0 CHKD Mean Roof DESIGN PRESSURES (PSF) -ZONE 5 Tribute Area S. Ft :f Ight 10 15 20 25 30 35 40 45 50 -63.1 -60.6 -58.8 -57.5 -56.4 -55.4 -54.6 -53.9 -53.2 0 -15 ft +47.1 +45.9 +45.0 +44.3 +43.8 +43.3 +42.9 +42.5 +42.2 6 ft -64.0 -61.4 -59.7 -58.3 -57.1 -56.2 -55.3 -54.6 -54.0 s +47.8 +46.5 45.6 +44.9 +44.4 +43.9 +43.5 +43.1 +42.8 17 ft -64.8 48.4 -62.2 +47.1 -60.4 +46.2 -59.0 +45.5 -57.9 +44.9 -56.9 +44.4 -56.1 44.0 -55.3 +43.6 -54.7 +43.3 1.r:,, ;. -65.6 -63.0 -61.1 -59.7 -58.6 -57.6 -56.7 -56.0 -55.3 +49.0 +47.7 +46.8 +46.0 +45.5 +45.0 +44.6 +44.2 +43.8 19 ft -66.3 +49.5 -63.7 +48.2 -61.8 +47.3 -60.4 +46.6 -59.2 +46.0 -58.2 +45.5 -57.4 +45.1 -56.6 +44.7 -55.9 +44.3 20 ft -67.0 +50.1 -64.4 +48.7 -62.5 +47.8 -61.1 +47.1 -59.9 +46.5 -58.9 +46.0 -58.0 +45.6 -57.2 +45.2 -56.6 +44.8 21 ft -67.7 -65.1 -632 ICZ1 • Y� -57.1 +50.6 +49.2 +48.3 I- . r V, k.6J +45.3 -57.7 22 f[ +51.1 49.7 +48.8 ,,: r yam, +45.7 23ft +51.6 502 +49.2 ,11, �htp 6•p`�: _47:4' i J +46.2 24ft 520 50.6 497 +46.6 25 ft -70.3 +52.5 -67.5 +51.1 -65.5 +50.1 �' I ' -" - gg,•r•®A R ^� tl � -70.8 -68.0 -66.1 -64 _ -59.8 26 ft +52.9 +515 +50.5 +49.8 +47.4 27 ft 71.4 +53.3 -68.6 +51.9 -66.6 +50.9 -65.1 +50.2 -63.8 +49.5 -62.7 +49.0 -61.8 +48.5 -61.0 +48.1 -60.2 +47.7 8 ft -72.0 +53.7 -69.1 +52.3 -67.1 +51.3 -65.6 +50.5 -64.3 +49.9 -63.2 49.4 -62.3 +48.9 -61.4 +48.5 -60.7 +48.1 •�29 ft -72.5 -69.6 -67.6 -66.0 -64.8 -63.7 -62.7 -61.9 -61.2 +54.1 +52.7 +51.7 +50.9 +50.3 +49.7 +49.3 +48.8 +48.5 30 ft 73.0 +54.5 -70.1 +53.1 - 68.1 +52.1 -66.5 +51.3 -65.2 +50.6 -64.1 +50.1 -63.2 +49.6 -62.3 +49.2 9.2 -61.6 4 8.8 ' 32 ft -74.0 +55.3 -71.1 +53.8 -69.0 +52.8 -67.4 +52.0 -66.1 +51.3 -65.0 +50.8 -64.0 +50.3 -63.2 49.9 -62.4 +49.5 -75.4 -72.4 -70.3 -68.7 -67.4 -66.2 -65.3 -64.4 -63.6 +56.3 +54.8 +53.8 +53.0 +52.3 +51.7 +51.2 +50.8 +50.4 -77.6 -74.5 -72.3 -70.7 -69.3 -68.1 -67.1 -66.2 -65.4 ft +57.9 +56.4 +55.3 +54.5 +53.8 +53.2 +52.7 +52.3 +51.9 45 ft -79.5 +59.4 -76.4 +57.8 -74.2 +56.7 -72.4 +55.8 -71.0 +55.1 -69.8 +54.5 -68.8 +54.0 -67.9 +53.6 -67.1 +53.2 -81.3 -78.1 -75.8 -74.1 -72.6 -71.4 -70.4 -69.4 -68.6 SOft +60.7 +59.1 +58.0 +57.1 +56.4 +55.8 +55.2 +54.8 +54.4 55 ft -82.9 +61.9 -79.7 +60.3 -77.4 +59.2 -75.6 +58.3 -74.1 +57.5 -72.9 +56.9 -71.8 +56.4 -70.8 +55.9 -70.0 +55.5 60 ft -84.5 +63.1 -81.1 +61.4 -78.8 +60.2 -77.0 +593 -75.5 +58.6 -74.2 +58.0 -73.1 +57.4 -72.1 +56.9 -71.3 +56.5 DATE INIT ISSUE GSS TSB 03/05/12 REV- ADJUSTED HEIGHTS GSS TSB 04/09/12 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, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. WIND VELOCITY = 175 MPH EXPOSURE 'C' ENCLOSED STRUCTURE, FLAT TERRAIN INSTRUCTIONS FOR TABLE USE: ORST CASE' PRESSURES. 'WORST CASE' IS WN VARIABLE AS DESCRIBED BELOW. THESE TABLES. ROOF HEIGHT AS LIMITED ABOVE, APPLICABLE REDUCTIONS FOR ROOF SLOPES INEER AS A SITE SPECIFIC CONDITION. OF HEIGHT. IF THE MEAN ROOF HEIGHT 1. TABLES ARE INTENDED TO DEFINED AS THE USE OF CRITICAL CO 2. TABLES VALID 0 3. TABLES VALID FI LESS THAN 10° SHA 4. IDENTIFY THE B CANNOT BE IDENTI 5. ALWAYS ROUND 6. CALCULATE THE TRI THE SPAN LENGTH (HEIGHT) THAN ONE - THIRD,,!., SP OPENINGS ONLY- LM +� AREA OF AN OPE BE USED. ALWAYS RO MRH<_60' BASED ONKd =1.0 LE VALUE OR CONSERVATIVE ASSUMPTION. E OP IN QUESTION (HEIGHT * WIDTH) OR Y AN EFFECTIVE WIDTH THAT NEED NOT BE LESS ).,,_,THE AREA BETWEEN STRUCTURAL _ RAL MULLS. IF THE TRIBUTARY • CRITICAL (10 SQUARE FEET) SHALL THE LESSER TABLE VALUE. FOR LARGER TRIBUTARY AREAS TH BI SH . D, '• ' GEST 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. TABLES ARE TO BE USED IN CONFORMANCE WITH "ALLOWABLE STRESS DESIGN METHODOLOGY" PER ASCE 7 -10 SECTION 2.4.1 AND CHAPTER 30 PART 1 OR 3, USING THE CRITERIA AS OUTLINED HEREIN. 2. DESIGN IS BASED ON THE 3 SECOND GUST (WIND VELOCITY) FOR THE WIND SPEED AND EXPOSURE SPECIFIED. THESE TABLES NOT FOR USE WITH ESSENTIAL FACILITIES OR ASSEMBLY OCCUPANCIES. TOPOGRAPHIC FACTOR Kzt =1.0 FOR FLAT TERRAIN USE ONLY. THESE TABLES NOT VALID FOR HILLY TERRAIN. INTERNAL PRESSURE COEFFICIENT (GCpI = +/ -0.18) FOR USE WITH AN ENCLOSED STRUCTURE ONLY. VERIFY USE OF Kd (DIRECTIONALITY FACTOR) WITH LOCAL BUILDING DEPARTMENT. HVHZ = HIGH VELOCITY HURRICANE ZONE. TABLES ARE FOR WALLS AND VERTICAL SURFACES ONLY. 3. 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. 4. THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED. ING WIND VELOCITY, EXPOSURE, AND OTHER USE OF THESE TABLES AND COR COEFFICIENTS LISTED BUILDING DEPARTM VALUE USE IS OFFE 5. THIS SPECIFICA CERTIFICATION. RE APPROVALS FOR DE VALUES WHICH IS T 6. ADHERE TO ALL 7. NO CERTIFICATIO 8. EXCEPT AS EXPRESSLY AFFIRMATIONS ARE INTENDED. NTY FOR APPLICABILITY OF TABLE R ANY PRODUCT APPROVED MITTED TEST CRITERIA AND OTHER MATION AND APPLICABILITY OF THESE TABLE CCORDANCE WITH GOVERNING CODES. M ORDINANCES. OF THE HOST STRUCTURE. IN, NO ADDITIONAL CERTIFICATIONS OR a= 10% OF • dI711. � -s (tia'iW r D°lt RH, WHICHEVER IS SMA OF LEAST HORIZONTAL DIMENSION OR 3FT (1 - =' 0 : �'� - -• ° -^ ^' QUESTION. CONSULT AN ENGINEER FOR A MORE SPECIFIC INTERPRETATION IF REQUIRED. WALL ZONE FIGURES 2010 FLORIDA BUILDING CODE ASCE 7 -10, CHAPTER 30 DESIGN LOADS FOR COMPONENTS & CLADDING MASTER PLAN SHEET ASCE 7 -10 ENGINEERING EXPRESS® 160 SW 12th AVENUE, #106 DEERFIELD BEACH, FL 33442 PH: (954) 354 -0660 FAx: (954) 354 -0443 WWW.ENGEXP.COM OEM- OF AUTH KeEe5 BUILDING CODE COMPLIANCE OFFICE (BCCO) 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) 375-2W1 FAX (305) 375 -2908 www.miamidacie.aov 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 MU 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: 0.035" (min.) Galvanized Steel Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 05 -536, titled " 20 Ga. Galvanized Steel Storm Panel ", sheets I through 4 of 4, prepared by Thornton-Tomasetti Group, dated January 06, 2006, last revision #0 dated January 06, 2006, signed & sealed by J.W. Knezevich, 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 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 # 06- 0110.03 and consists of this page 1, evidence submitted pages E -1, E -2, & E -3 as well as approval document mentioned above. The submitted documentation was reviewed by H C/i A. Makar, P.E., M.S. /bl /2.odl NOA No. 07-0817.02 Expiration Date: 019 Approval Date: 11/01/2007 Page 1 Florida Storm Panels, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVALS A. DRAWINGS 1. Drawing No. 95 -498, Florida Storm Panels, Inc., 20 gage Storm Panels, Sheets 1, 2, 3 and 4 of 4, prepared by Knezevich & Associates, Inc., dated 02/26/97, signed and sealed by V.J. Knezevich, P.E B. TESTS 1. Test report on Large Missile Impact Test, Cyclic Woad Pressure Test and Uniform Static Air Pressure Test of 20 gage storm panels, prepared by Construction Testing Corporation, Report No. CTC -95 -032, dated September 26 through 29, 1995, signed and sealed by Christopher G. Tyson, P.E. 2. Test report on Large Missile Impact and Cyclic Wind Pressure Test, of 20 Gage Steel Storm Panels, prepared by Construction Testing Corporation, Report No. CTC -96 -009, dated February 26 & 28, 1996, signed and sealed by Christopher G. Tyson, P.E C. CALCULATIONS 1. Storm panel calculations and comparative analysis, Sheet 1 through 24, Knezevich and Associates, Inc., signed and sealed by V.J. Knezevich, P.E., dated October 2, 1995. 2. Storm panel calculations and comparative analysis, by Knezevich and Associates, Inc., signed and sealed by V.J. Knezevich, P.E., dated 06/14/96 and 02126/97. D. MATERIAL CERTIFICATION 1. Mill Certified Inspection Report, dated 5/26/95, for Hot Dipped Galvanized Steel, ASTM A446 by Productor de Acero Laktbal, C.A., with chemical composition and physical properties. 2. Tensile Test Reports from QC Metallurgical, Inc., Job No. 51M -2162 dated 09/26/95 for galvanized steel, tested per ASTM E8 -93, signed and sealed by James W. Roese, P.E. 3. Tensile Test Reports from QC Metallurgical, Inc., Job No. 6CM -719 dated 03/25/96 for galvanized steel, tested per ASTM E8 -93, signed and sealed by Frank Grate, P.E. 2. A. B. C. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #99- 0105.03 DRAWINGS 1. None. TESTS 1. None. CALCULATIONS 1. None. E -1 A. Makar, P.E., M.S. Product Control Examiner NOA No. 07-0817.02 Expiration Date: 01/04/2009 Approval Date: 11/01/2007 Florida Storm Panels, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #99- 0804.01 A. DRAWINGS 1. Drawing No. 99 -097, Florida Storm Panels, Inc., titled "20 Ga. Galvanized Steel Storm Panel", Sheets 1, 2, 3 and 4 of 4, prepared by Knezevich & Associates, Inc., dated 07/19/99, last revision #2 dated 12/23/99, signed and sealed by Y.J. Knezevich, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Anchor calculations, sheets 1 through 28, prepared by Knezevich and Associates, Inc., signed and sealed by V.J. Knezevich, P.E., dated July 21, 1999. 2. Revised anchor calculations, sheets 1 through 8, prepared by Knezevich and Associates, Inc., signed and sealed by V.J. Knezevich, P.E., dated December 29, 1999. D. MATERIAL CERTIFICATIONS 1. None. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #02- 0531.02 A. DRAWINGS 1. Drawing No. 99 -097, titled " 20 Ga. Galvanized Steel Storm Panel ", sheets 1 through 4 of 4, prepared by Knezevich & Associates, Inc., dated July 19, 1999, last revision #3 dated May 22, 2002, signed and sealed by V.J. Knezevich, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #02-0826.07 A. DRAWINGS 1. None. E -2 A. Maker, P.E., M.S. Product Control Examiner NOA No. 07-0817.02 Expiration Date: 01/0412009 Approval Date: 11101/2007 Florida Storm Panels, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0110.03 A. DRAWINGS 1. Drawing No. 05 -536, titled " 20 Ga. Galvanized Steel Storm Panel ", sheets 1 through 4 of 4, prepared by Thornton- Tomasetti Group, dated January 06, 2006, last revision #0 dated January 06, 2006, signed & sealed by J.W. Knezevich, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Revised Anchor Calculations and details for 20 Ga. Galvanized steel Storm Panels, dated December 20, 2005, pages 1 through 24 of 24, prepared by Thornton - Tomasetti Group, signed and sealed by J. W. Knezevich, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 7. 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 -3 A. Maker, P.E., M.S. Product Control Examiner NOA No. 07- 0817.02 Expiration Date: 01/04/29 Approval Date: 11/01/2007 Shoat 1 of 4 j ✓Q t t t 1,80' PRODUCT MARKING PRODUCT MARKIO !OPTIONAL LOCATION) I I LOCATION/ 0 STORM PANEL SCALE! 3..1,0" .099" TYP. .IBS' TA0.8 �'eP'�A�at 1.80.1 .090" ITYP) 469" 'h° HEADER SCALE , 3" • 1_0" 1y oe9 �n" Pi' I pg o 1.00 OPTIONAL L EG DIRECTION O"h" HEADER SCALE ■ 3" • 1' -0" 9.800" 16 BABE GALV. STEEL GRADE SO O0 STUDDED ANGLE "F" TRACK Yii11VGNUT SCALE 3 • T -6 ® SCALE , HALF SIZE 0 SCALE , HALF size SIBRAMES L T 1Y SaRpOpPpYIEBCIOOVNUN HES P ES�F GF O T ACTCc Mp A E v;t41NE • IHVH2I GPAT AC�DICODE 2 2 F 5 SU r Z' PRO ICTAWIT7N�LOAD WRBA�ION VACI.L'R Cd - 16 WRgAS USCgWE POR WOOD SCREW 3. ONELIRLO�A��MATUAONCE W A52 4, P00 61TEPSPHVVAFIC APPLKATION OP THIS JITTER YEEEODDDTEINCLUDE INFORMATION S' gm; aRNAA ADMWISATIVE CODESgHyALLL�COOOMPpLYy7LHWIITH CHAPTER 66E11613 -2233 6, IRDEE2raW,4 � V� T'IWT THE EEXISTOW 6 S ttiFt AvE pN�•EtT1p�g �p pRM OR MATER AL PROM TN STROKTURAI 7. THE APOPROVAL DOCUMENT& roNS .TO THESE APPROVAL DOCUMENTS WILL VOID B, Wila0 OFFICIAL MAY ELECT ONE70P THE POT LLOWING OPTIONS. MENTS. THE A) O STfPV�}ffGG��� D N f'I UOpRp�R T A D s 'gyp THE BM1i / p 11,f " AS A CSO O I TO T OKIAL BOTTOM MOUNT 10 STANDARD CHANNEL SCALE , HALF SIZE "U" HEADER SCALE , 3" • 1'-0" S.00" S 16 GAGE GALV. STEEL 2'. 3", 4" OR 8" ANGLE SCALE , 3" • 1' -0" 1.00" I$ L 128" 6069 -T6 ALUMINUM S" MAX. .'— .099" TYP. 1.80" ANGLE }® ANGLE SCALE , 9146-06r SCALE , 9" • 1' -0 PRODUCTRBVISED ossom6ylordttetbolftilik Onldloo Code Areepma9D No a/9"" E66WD= 00: 0•693 7I12'J!r 11/82'0 S/9"%) 8E DIRECTION 11 SOOPPtT CHANNEL SCALE , HALF SIZE OPTIONAL LED 14 GAGE GALV. STEEL SAO" MAX. CLOSURE SCALE , 8' . Y -0' WIDTH UNLIMITED WIDTH UNLIMITED IPERP. TO PANEL SPAN. SECTIONe•- } TOP MOUNT 9 i PLAN VIEW • Y TUBE. MAY BC USED MIME SEPARATION PR�� SASS IS Kamen. SEE SEPARATION FROM GLASS SCHEDULE. SHEET 4, AND PL NTVIEW L NOTE 14 SHEE OVERLAP FASTENERS IEEE PLAN VEIN A NOTE 14) B) O&M E THAT THE E -TIM SIT COUNTY P PPRQV CONTRO PLIE AND �.,. 6 1/4 ITYP) _ 00 BR CRECT IPERP. TO PANEL SPAN) SE UNWED BGN611In90 n 111011167162 116 B414,6466 r GALV. STEEL GRADE 60 OR ALUM. 13 KEYHOLE WASHER 14 STEEL TUBE SCALE , HALF SITS SCALE 9" . Y-0" WIDTH UNLIMITED IPERP. TO PANEL SPAN) SECTION S 2 as .1W KAEravtch PN410 Bohm R.lams NO. FlOXIATI (TYP) BOTTOM MOUNT Wy,rH�{EENI,) TM� [pNQIT�N DEy�p�pNp p[[{JR y(IT�N'�HE {EQj� QC(TY T e OR DIRECT "TTON HAUNT ZONE AREAS OsNLMYpLOPTIQONgo"`B•I' SMALL. BVELACCEPTED BY TFpIgvgaDpN/G�OTFRILFAAL. 0 TYPICAL MOUNT MOUNT P) �OR pm" 9' pPypr�, spy{ M0pR" F/ 1EI- GK6DA��L{ I7`reB�I(iARLA{,D'g!E"iyB�E�rti TINAt.;;pAMNC�D9CN €poA�plT NTiC�,'YITT/�II'A1,FtlMWt I@S 10. AB FOLLOMPSAIDNE MASRKING PER PAMEL'NAND 6MALLESE PERMANCN NY LABat MRIB•DAq APPROVED 11. A.LL BOLTS ANDS SoMERS SMALL %GALVANIZED DR STARLESS STEEL WITH A 12, ALL EXTRUSIONS SHALL SE 6053 - -T6 ALUMINUM ALLOY, U.O.N 13 itiR, fi =tgr 6 BMDU'c8r+d'I'''I N"%``�''qmwez%mmi TYPICAL ELEVATION (SYSTEM 18 TYPICAL ELEVATION (SYSTEM 2) 17 TYPICAL ELEVATION ( SYSTEM 3) No0 T OVERLAP FASTENERS OR REINFORCINO 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 8 BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED TOP & BOTTOM MOUNTS SHALL SE "P" TRACK OR STUDDED MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH ANGLES WITH STUDS QE 6 -1/4' O.C. OR DIRECT MOUNTS ANGLES WITH STUDS CO 12 -1/2" O.C. OR DIRECT MOUNTS STUDS W 6 -1/4" O.C. OR DIRECT MOUNTS WITH ANCHORS WITH ANCHORS Q1 6 -1/4" O.C. WITH ANCHORS 0 12 -t/2" O.C. 6S 6 -1 /4" E.C. MELLLOW BLOCK ORS' 1/4" MA eimmoommini,ift, �1 \� 1111 fit' m �� W Se 1** T • 10 BA STEEL 1 -8/4" OVERLAP a WHERE APPLICABLE BXETINO HLEVAATIONS )BT& 16 72NOLEE CLOSURE PIECE Be ETeWHOLLOW L GR WOOD ITYP) FA S TENER p 12. FRAMING FER OR EDUATO LOIRAD OP. CS. P L SAS D THAN E" OC. FOR OESION LOADS GREATER EE US ACCEPTAELE ANCHOS RCR P EAV O ULLE FOR ANY 0 USE TRTR 16 GA STEEL TUSB WHBRe APPLP_ ABLe ELE ELEVATIONS 14 y"TY CAW L PLAN VIEW eLYP.) N8 {ZJ i EXISTING ITYP.) BL 80TR9'W D FRAMNG SCALE. 1 -1/2' • 1-0• FASTENER tB 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 P.S.F. & B" O.C. FOR DESIGN LOADS GREATER THAN 100 P.S.P. .SEE ANCHOR SCHED.FOR ANY ACCEPTABLE ANCHORi OVERLAP WALL BEYOND WINDOW DISTANCE 1.5 TIMES GREATER THAN BUILD -OUT DISTANCE 1NO CLOSURE ANGLE RED 1/4" MAX. 16 GAGE GALV. STEEL MOLE CLOSURE PIECE. BUILD -OUT 1" x 2" MIN. TO DISTANCE " x 5" MAX. MISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OP STRUC, aR 01/06/2006 AS NOT D ff 0 EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING TYPE REFERENCE E CONNECTION SCHEDULE FOR MAX. SPACING REFERENCE ANCHOR SCHEDULE FOR MAX SPACING ArmETOYALLMAI. SEE MN. SEPARATION (TABLE GLASS SCNEDUIP OR DOOR EXISTING CONCRETE HOLLOW BLOCK OR WOOD PRAMING 1/4^ MAX. 1/4 -20 MAC1E BOLT & WNONUT (9] o 6 -1X4" O.C. OR 12 -1/2- O.C. U1 STORM PANEL LENGTH CORRESPONDING To STUDS SPACING (SEE TABLE 1) PANEL TO .04012) WT1D. WALL MOUNT SECTION SCALE .11" - 1' -0^ 4 "• .125" OR TUBE OR7.6. P.T. WOOD WI V4•0 LAG SCREWS 0 12. D.C. W/1-1/2" EMBEDMENT FOR CONNECTION WITH STUD ANGLE 5 C OCONT. *14 S.M.S. 010. O.C. II - 1/4.0. • 4 -1/2" SS. LAO SCREW 0 24" O.C. MAX. W/ I -2 /4" PENETRATION IN CENTER OF STUDS • THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. NOISI INBOPTIES DETAILS LEmI ®TD ±72 PEP. WALL MOUNT SECTION (BOTTOM) O D SCALE . OF • T-0• REFERENCE AN PE SCHEDULE FOR MAX. SP AC N _w SEE MIN. ® I,I 1 FROM GLASS SCHEDULE ITABLE 2) SEPARATION I 6 GLASS OR DOOR @CANT. 1./A• MAX. EXISTING CONCRETE HOLLOW BLOCK OR WOOD PEAKING 0 S WIN000T (Si BOLT 12-1/2. D.C. C 06-1/4- SORM O.C. OR PANTI. LENGTH sroRM PANEL OS SPA ING (SEE TABLE TO STU08 SPACING IEEE TABLE 11 y$�I EXISTING CONCRETE WWOOF OR FRAMING WOOD CON RE ECNN TYPE SCHEDULE FOR MAX. SPACING CEIUING/INSIDE MOUNT SECTION O SCALE . 2" • I. -0" EXISTING WOOD. CONC. OR HOLLOW 9 (LOCK STRUCTURE 1/4 -20 MACIENE BOLT I WNONUT Cal 0 6 -1 /4" O.C. OR 11-WY B.C. USE STORM PANEL LENGTH CORREBPOEIO1NO TO STUDS SPACING (SEE TABLE U EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING EMBED 4•0 ELM MALE WITH REFERENCE N OR SCHEDULE FOR MAX. SPACING 1/4 -20 MACHINE BOLT & WINONUT Lm 12^ O.C. TYP. TOP A oT TOM OR GLS AS EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING CI CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING REMOVABLE FASTENER 0 ES-I/4. DC. MAX. PER SYSTEMS 1 OR 2 AND 012 -U2. O.0 MAX. no SYSTEM E. OUT DD NOT EXCEED SCHEDULE SPADED, SEE ANCHOR 5[X0001.0 REFERENCS CI QA0mPoMBDE. USE 1/4 -20 STAINLESS STEEL X' HEAD BOLTS WITH KEYHOLE WASHER 4). ENGAGE BB LTBHER OR DOOR ApBPAR�S /REPARATION ITABLE 2 ADHERED D WINONA' 00q8H1-//pUp""Vp,0.C• MAX FORmums 1 opnpp2NN AND 0 12CalLE BPAGNOMMBSt TA BUSCHSOULH EXCEED REFERENCE S9 CONSECIKEITINI. NOTE, I58 OP MS DETAIL 15UINIEDTO SEOPSP. OPTIONAL LEG DIRECTION NOM USE OP MS GETAE. IS UNWED TO ±72 PEP. BUILD -OUT MOUNT SECTION SCALE . 3" . T -0" THREE 1/4 "S WOOD SCREWS W/ 7^ MN. EMBEDM R WOODB OR TH W/V EE 1/4" MAX. T 1/4 -20 MAClDS BOLT & WINDNUT (0) 0 6 -1/4" O.C. OR 12 -1/2. O.C. USE STORM PANEL LENGTH CORRESPONDING TO STUDS SPACING (SEE TABLE II MN. EMBEDMENT (TYP. AT EACH JOIST, TRUSS OR RAFTER 0 24° DC MAN) 9 R WOOD JOIST, TRUSS OR RAFTER 012 SMS BETWEEN 1005555(3 10" aC MAX. U4" MAX- O WALL MOUNT SECTION (DIRECT MOUNT) SCALE E E" • 9' -0" O SOFRT MOUNT DETAIL SCALE E" • 1' -0• OIN 01 /06/2006 AS NOTED S shoat 2 of 4 CI CECENNNECTION PE SCHEDULE FOR MAX SPACIN EXISTING WOOD. CONC. OR HOLLOW BLOCK STRUCTUIHI Q ampealoN TYPE CONNECTION TYPE REFERENCE ANCHO REFERENCE ANCHOR SCHEDULE FOR MAX SCHEDULE FOR MAX. SPACING SPACING 1/4 -20 MACHINE BOLT & NUT 0012" D.C. ®c0NT. (TYP. TOP & BOTTOM) DUAL 1/4- MAX. Cl CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MA SPACIN 0191010 CONCRETE HOLLOW BLOCK OR WOOD FRAMING O BUILD -OUT MOUNT SECTION 4.20 HADONE BOLT & W016NUT 0 6-1/4• S.C. OR OI W2.OLIBEETABLEO EXISTING CONCRETE HOLLOW BLOCK OR WOOD PRA SEE MOH. SEPARATION PROM itti 8 7. NODULE 'IA TRACK CONNECTION TO O EXISTING STRUCTURE DETAIL SCALE 1" • 1.-0" C2 CONNECTION TYPE REFERENCE ANCHOR SCHEDULE FOR MA4 --f 1/4 -20 CHINE BOLT SPACIN & WING/CUT S 6 -1/4. O.C. OR 12-1/2' 0.C. (SEE TABLE I) REFERENCE COE ENTYPE SCHEDULE FOR MAX. SPACING 4Ou.1c11 9NEWP a FERC ENNCEON TYPE SCHEDULE FOR MAX. SPACIN EXISTING CONCRETE HOLLOW BLOCK OR WOOD FRAMING WIRE LATH MAY BE USED AS TYPICAL REMPERRCEMMENTT OVER SCALE • S" a T -8" l r 1 l,r' m� � , 1 J LP R. c.: I . • LA oir Apor 1/4-20 NACKEM BOLT & WORNET B 6-1/4. S.C. OR 12 -1/r O.L MEE TABLE B SPA A'OL8 LW REFERENCE N ANNCCHHOR SCHEDULE FOR MAX. SPACIN ALT. 'F' TRACK CONNECTION TO NEW STRUCTURE DETAIL SCALE 13" • 1•42" WA-20 N:411 5BOLT • C. U® 4-u4- O.C. OB E-1/r E1 USE STORM PANEL LENOIR CORRESPONDED TO Sums SPACING DIEE S TABOO TADLE q EXISTING CONCRETE HOLLOW BLOCK OR WOOD PR SEE MIN. SEPARATION P OL B 2 MEIULE IN S/2" STUCCO i FINISH 10.EG MAY g BE 001106800) WIRE LATH MAY 4 00 U12D AS TYPICAL REINFORCEMENT OVER LEG OP "P" TRACK ® "FA TRACK CONNECTION TO NEW STRUCTURE DETAIL SCALE • S" . 1' -O" SCALE I N.T.S. 11111 N S/6" 1/4•* T A B L E STORM PANEL SCHEDULE NEGATIVE DESIGN LOAD (W) (P.S.F.) SYSTEM I SYSTEM 2 SYSTEM 9 OVERLAP FASTENERS OR REINFORCING REQUIRED. 70P OP MOUNTS SHALL BE "h" OR U" HEADERS. BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED 6-1/4" 0. , OR STUDS (IOC MOUNTS O.C. HR DIRECT MOUNTS WITH ANCHORS @ 6 -1/4" O.C. OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. TOP & BOTTOM MOUNTS SHALL BE "F" TRACK OR STUDDED ANGLES WITH STUDS (3) 6 -1/4" O.C. OR DIRECT MOUNTS WITH ANCHORS @ 6 -1/4" O.C. NO OVERLAP FASTENERS OR REINFORCING TUBE REQUIRED. TOP & BOTTOM MOUNTS SHALL BE "P" TRACK OR STUDDED ANGLES WITH STUDS (13 12 -1/2" O.C. OR DIRECT MOUNTS WITH ANCHORS @ 12 -1/2" O.C. MAX, PANEL LENGTH (FT. - IN.) MAX. PANEL LENGTH (FT. - IN.) MAX. PANEL LENGTH IFT. - 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 - 9 - -- - -- 10 -1 8 -8 9 - 9 8 - 8 _ 80.0 _ 90.0 8 -7 9 -5 8 -1 _ 7 -8 9 -1 7 -2 _ 100.0 6 -10 8 -9 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 7 -4 4 -7 - -- 4 -7 7 -1 4 -3- -- -- - -- 4 -3 6 -11 4 -0 __160.0 __170.0 180.0 4 -0 6 -8 3 -9 3 -10 6 -6 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 3 -2 5 -5 2 -11 230.0 3 -0 5 -2 2 -9 0- . 1/4• . T - 1-V11. ALUMNUM ANGLE 114 RE STUD W/ NUT 1 -1/2 easasoasattarmNa AN01EAT49YLY02CION$ 114"0 ALL POINTS SEOUD -SET W/ 7/r MIN. EMBED. SI CONC. 0 4" D.C. 2- 2"8.128• MOL CENT. NOOU/1 101" ALLOY ER 10 SAID GALE. STEEL ANEW TIONAL HANDLE LOCATION 0 ANGLE MAY VARY r. r .i /4"R P -1-1/ ALUMNUM ANGLE PUNCH HOLES IN ADJACENT PANELS TO RECEIVE THIS 1/4 -20 BOLT. PLACE PANEL OVER EACH ADJACENT PANEL 1/4 -20 STUD AND FASTEN WINDNUT6 PROM THE INSIDE. (MAY MANOR FASTNESS SE 10R 2 PANELS WIDEN ATM8SA7 NOTE 1 USE OF THIS ENTAIL IS IMO 0L-72 PSP AIWA MAX. PANEL LENGTH OP 8'•0' K STORM PANEL INTERIOR FASTENING (®OIIfiTRIQ SCALE I 1 -Vr . T-0^ 01 -1/2" . 1.1/2" AL STUD AMBLE O ALT. CORNER DETAIL SCALE I E' • T.D" 114 -26 I.E. BOLTS 4 WE0IMITS A HEPONT OP PANEL SPAN OR BP I.C. MAX, (TYP1 Piton= =vim ARS1� DASD: ,R'"'4- rab. t V Eil 111 Le ga 1 Uw, i 1 i g a ).W Kneze9)ch ProbssicodEnsteer MUDD= Nos PI 0011961 I °"• 01/06/2006 *NOTED Wel �IL 051- 36 sheet 3 of 4 ANCHOR SCHEDULE PASINI MAXIMUM SPACING ammo REMAND FOR VARIOUS DESIGN LOADS AND SPANS POSITIVE DESIGN LOAD (WI (P.S.F.) LOAD (W) ANCHOR TYPE MAX. NUN. Y EDGE DISTANCE MIN. 3' EDGE DISTANCE SPANS UP TO -,, NOTE 1) SPANS UP TO ,:.: NOTE, SPANS UP TO 11•_0•, ,,:: NOTE 1 SPANS UP TO 5' -6 • (SEE NDtE 1 SPANS UP TO 8' -8 • ∎.,:,: we SPANS UP TO 11•_0•• : WOE (SEE NOTE CONNECTION 11� (SEE NOTES C2 C3 TYPE C4 ) C5 CONNECTION (SEE 11 C2 NOES) C3 TYPE C4 CS CONNECTION DEO C2 NOTE3) C9 TYPE C4 C5 CONNECTION NEB NOTE C3 TYPE 8) C4 CC5�5jj CONNECTION NEE C1 C2 NOTE3) C3 TYPE C4 CS CONNECTION (SEE C2 NOTES) C3 TYPE C4 CS i Z V �1`�;�C msw,, ,R „Ul, w. EXIEE��®�EE /, p ��r TppCpN 1y� ErEEEETEEEMZ�7 �8 /4'IMIN. BMBE wEZI rTM�EC®mmVLY.'E!C�7EELIBI ��EEEEEI ® QO©mE7E7O©mE7EVALIzo 3) OV% !yC ® ®® IC"E'I00 ii ®0E' LIEE !!yyC�11� KYI®�IELI1i37{i.3J MBEIMB i C1 EEi0 C3 !!CC1�1 !rCC�Z ®®�i®I'fCEEEEI ESEEEEEEirEEDIEMEELIEEi®E©© 3' ECEOlCS.'EEMELIMEMEL© EC®LMUmRIELIBM E7�i©m©©IiEIm©© a:Ej! 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EQUA OR EQUAL TO ESHUTT NN LOPAAONGN SHUT ER RAND SELLE PANN GREATER 8• 3. SEE MOUNTING SECTION DETAILS FOR IDENTIFICATION OP CONNECTION TYPE. 7. 4. XSiSCSTUURED1LE O POPR ANCHOR TYCl to ON YPNO0 5. pECtiMENDAONS.EINSTALLED IN ACCORDANCE WITH MANUFACTURERS' 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO, 9. 10. ANCHOR SCHEDULE FASTENER MAXIMUM SPACING I BIB FOR VARIOUS DESIGN LOADS AND SPANS POSITIVE DESIGN LOAD (WI (P.S.F.) MAX PANEL LENGTH (FT. - IN.) LOAD NUN, 3/4' EDGE DISTANCE SYSTEMS 1 & 2 SYSTEM 3 (W) SPANS UP TO SPANS UP TO SPANS UP TO 40.0 5- 7 8- 5 P.S.F. 5' -6' 8' -6 • 19' -0" 2 -1/4 ANCHOR TYPE MAX. NEE NOTE 1 (SEE NG7B 1) 3 NE NOTE 1) 1 -3/4 11 -0 we CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE 2 -1/4 2 -3/8 NOTE (SEE NOTE 8 SE NOTE 3) 2 -3/8 Om NOTE 3) 1 -7/8 3 1) C1 C2 C3 C4 CS C1 C2 C3 C4 C5 Cl C2 C3 C4 CS IWOOD 2 48.0 11 11 11 11 11 11 11 11 11 10 11 11 11 8 7 8- 5 62.0 11 11 11 II 11 11 11 11 8 7 11 11 11 6 6 ¢¢ NA-1;4/0,1%1 q'L 72,0 11 11 11 II 10 11 11 11 7 6 11 11 11 5 5 9 Wtl00 K 92.0 11 11 11 9 8 11 11 11 5 5 11 10 6 3 4 200.0 11 8 5 3 3 11 7 4 3 3 11 7 4 3 3 48.0 62.0 5.2-E 6.2'�'!�T'r�T�;7�/!at.�.zr % Q� %AA�.� 71' .1k4.9vt "/ 'A iII,Pl1IVj l``1 I.. 1,11'1' �ZZ 7 72.0 S. 23'L': 1j jq_ 1/4 -40 . T {..1 EEL 92.0 S.2 r�alsyiJ�i r�':OS."� 'L.IS:Ct�O�S,�'�pzi/�'ia��z Ilia _____ Z�/ �.I /A 777 A 200.0 4 r AMZ #00, A������ T A B L B 2 MIN. SEPARATION FROM GLASS SCHEDULE POSITIVE DESIGN LOAD (WI (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 MIDSPAN TUBE MIDSPAN BOLTS NO MIDSPAN BOLTS DR TUBE REQUIRED ALL CONDITIONS 40.0 5- 7 8- 5 2 -1/4 2 -3/8 3-1/2 1 -1/8 -- 1 -5/8 2 -1/4 2 -3/8 3 -1/2 -- - - -� 8- 8 3- 3 3 -1/2 1 -3/4 11 -0 3 3 N/A 2 -7/8 50.0 5- 7 2 -1/4 2 -3/8 3 -1/2 1 -1/4 8 T5 8- 8 2 -1/4 3 2 -3/8 3 -1/2 1 -7/8 3 3 -1/2 1 -7/8 10 -6 3 3 N/A 3 60A S - 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 70A 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 -1/8 8- 8 . 3 3 _ 3 -1/2 2 -1/4 9 -9 3 3 N/A 3 N / A DESIGNATES CONDITIONS WHICH ARE NOT ACCEPTABLE USES. My � E Er sago FAlEtk p ^PP X90 e x' a � o{ Y PNILLIPS PAN HEADGOR HEXORHE DEARER DENFITOLAfi 5O)REW5 SHAL LNAVE BASE ANCHOR AND MAY H F A WAFER HEAD (SINEW E 9NOLTX, U.O.N. IN j DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES, 11. InSIGNAT S ANCHORS WHICH ARE REMOVABLE BY REMOVING MACHINE PEIDUCTWIEWED watt atm Sbida BsIEBGC6e.6 AmaNO. - 8 17.02 T!RODUCU' REV(EFo meomp6yit rafitt o Baid<ns Cello .. ,3 NO• D Eaplistlea Date •, ILLr I.. iiI 0 C7 �i O 8 PE J.HV Kneieldch PoofassNal 0 R. MaseNmP60Mip61 d' 0 /06/2006 1® U oral, sheet 4 of 4