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1230 NE 95 St (10)BUILDING ELECTRICAL PLUMBING ROOFING Owner of Building Architect Contractor or Builder Legal Lot Description Address of Building ❑ PERMIT N? 5697 CONTRACTOR CR BUILDER MIAMI SHORES VILLAGE. FLORIDA DATE 195 Contractor's License No. Work to be performed under this Permit Bl. Subdi- vision Value of Project $ Amount of Permit $ This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the application heref or in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with any plans drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may be revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes responsibility for work done by his agents, servants or employees. Signed. BY INSPECTOR In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In ac- cepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. BY AUTHORITY Seaview Industries. Inc, ACCEPTANCE NO.: 96- 0116.02 APPROVED : PUG 0 8 1996 EXPIRES : November 9. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (B) (CONCRETE /MASONRY): Mounting condition limited to Maximum Storm Panel Span of 7' -4" (88 ") and Design Pressure Load of (±) 72 PSF The panels are secured to an U- header (Part 3) at the head, the header is then attached to a continuous 1/8" thick x 2" x 3" or 5" built -out angle with 1/4" diameter thru bolts spaced 12" o.c. and secured at the sill, to a continuous 2" x 2" x .903" studded aluminum angle with 1/4 " -20 SS bolts spaced 12" o.c., the sill angle is then attached to a continuous 1/8" thick x 2" x 3" or 5" built -out angle with 1/4" diameter thru bolts spaced 12" o.c., both of the build -out angles are then anchored to the wall using the approved tension anchors as shown on Section B and F - "Angle Build -Out" , Sheet 5 of 6 respectfully; or the panels are secured to an H- header (Part 2) at the head, the header is then anchored to the wall thru a continuous aluminum ledger 1" x 2 ", 2" x 2 ", 2" x 4" or 2" x 5" x .055" thk. using the approved tension anchors and secured at the sill to a continuous 2" x 2" x .903" studded aluminum angle with 1/4 " -20 SS bolts spaced 6" o.c. for Panel Types I & II and spaced 12" o.c. for Panel Types III & IV, the studded sill angle is then anchored to the wall thru a continuous aluminum ledger 1" x 2 ", 2" x 2 ", 2" x 4" or 2 x 5" x .055" thk. using the approved tension anchors as shown on Section B - "Header Mount Detail" and Section F - " 2" x 2" Alum. Tube Build -Out " respectfully, Sheet 6 of 6; or the panels are secured to an U- header (Part 3) at the head, the header is then attached to a continuous 2" x 5" or 2" x 9" aluminum beam with #12 SMS spaced 12" o.c., the beam is then connected to two 2 "x 3" x 1/4" x 0' -8" LG. or 2 ".x 3" x 1/8" x 0' -8" LG. aluminum angles with three (3) 1/4" diameter thru bolts, and at the sill the panels are secured to a continuous 2" x 2" x .903" studded aluminum angle (Part 6) with 1/4 " -20 SS bolts spaced 6" o.c. for Panel Types I & II and spaced 12" o.c. for Panel Types III & IV, the studded sill angle is then attached to a continuous 2" x 5" or 2" x 9" aluminum beam with #12 SMS spaced 12" o.c., beam is then connected to two 2 "x 3" x 1/4" x 0' -8" LG. or 2" x 3" x 1/8" x 0' -8" LG. aluminum angles with three (3) 1/4" diameter thru bolts as shown on Section A- "Header Mount Detail" and Section E - "Storm Panel Support Beam ", respectfully, Sheet 6 of 6, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. 4.1.4 Inside /Ceiling Mounts: Mounting condition limited to Maximum Storm Panel Span Qf 8' -8" (104') (A) (CONCRETE /MASONRY/WOOD): The panels are secured to an 'u' Header (Part 3) at the head and at the sill , secured to a continuous 2" x 2 "x .093" studded aluminum angle (Part 6) with 1/4 " -20 SS bolts spaced 6" o.c. for Panel Types I & II and spaced 12" o.c. for Panel Types III & IV, both the header and sill angle are then anchored to the wall, using the approved tension anchors as shown on Section B- "Wood Ceiling/Inside Mount Section" and Section C- "Ceiling/Inside Mount Section ", respectfully, Sheet 2 of 6 , Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. - 2c - Orlando . anco, P.E. - Plans Examiner II Product Control Division Seaview Industries. Inc, NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 4.1.5 Soffit Mount: Mounting condition limited to Maximum Storm Panel Span of 8' -8" (104") and Design Pressure Load of (±)72 PSF (A) (CONCRETE /MASONRY): NOT APPLICABLE (B) (WOOD): The panels are secured to an 'u' Header (Part 3) at the head , the header is then anchored thru to a continuous 6" wide x 1/8" thick aluminum plate with two (2) 1/4" diameter lag screws spaced at 24" o.c. into framing trusses and/or rafters, use a third lag screw for panel spans greater than or equal to 5' -6" (66 "), and one (1) #14 SMS into aluminum plate, between the framing members as shown on Section A- "Soffit Connection Detail ", sheet 5 of 6; at the sill , panels secured using any of the details shown on Sheets 1 thru 6 of 6, provided the above limitations are not exceeded, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. 4.1.6 Pass Thru Mount: Mounting condition limited to Maximum Storm Panel Span of 5' -6" (66') and Design Pressure Load of (±) 72 PSF (A) (CONCRETE /MASONRY): NOT APPLICABLE (B) (WOOD): The panels are secured at header using any of the details shown on Sheets 1 thru 6 of 6, provided the above limitations are not exceeded and at the sill panels are secured to a continuous 2" x2" x.093" studded aluminum angle (Part 6) as shown on Section D- "Pass Thru Detail ", Sheet 5 of 6, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. 4.1.7 Edge Mount Mounting condition limited to Maximum Storm Panel Span f 5' -9" (69 ") and Design Pressure Load Qf (±) 72 PSF (A) (CONCRETE /MASONRY): The panels are secured at the header and/or sill with a continuous 2" x2" x.093" studded aluminum angle (Part 6) as shown on Section E- "Edge Mount Detail ", Sheet 5 of 6, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. (B) (WOOD): NOT APPLICABLE 4.1.8 Trap Mount; Mounting condition limited to Maximum Storm Panel Span of 7' -4" (88 ") and Design Pressure Load of (±172 PSF (A) (CONCRETE /MASONRY): The panels are secured at the header sill with a continuous 2" x2" x.093" or 2" x5" x.093" studded aluminum angle as shown on Section C - "Trap Mount Detail" and Section D - "Alt.. Trap Mount Detail ", and at the sill secured to a continuous • 2" x2" x.093" studded aluminum angle (Part 6) as shown on Section G "Storm Panel Build - Out ", Sheet 6 of 6, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. 4.1.9 Any combination of the above. provided any mounting typ • itations are not exceeded, - 2d - ACCEPTANCE NO.: 96- 0116.02 APPROVED : AUG 0 8 1996 EXPIRES : November 9. 1998 Orland anco, P.E. - Plans Examiner II Product Co trol Division METRO.DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Seaview Industries, Inc. 3750 N.W. 46 Street Miami FL 33142 Your application for Product Approval of: 20 ga. Galvanized Steel Storm Panels under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: Applicant, along with Drawing No. 95 -133, Sheets 1 thru 6 of 6. (For listing, see Section 8 of this Notice of Acceptance) has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Acceptance No.:96- 0116.02 (Revises No.: 95- 0914.05) Expires:11 /09/98 THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE Approved: 08/08/96 -1- METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 INTERNET: mdcc01@shadow.net PRODUCT CONTROL SECTION (305) 375 -2902 FAX (305) 372 -6339 Raul Rodliguez Product Control Supervisor This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. s anger, Director Building Code Compliance Dept. Metropolitan Dade County Seaview Industries. Inc, ACCEPTANCE NO.: 96- 0116.02 t APPROVED EXPIRES : November 9. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. DESCRIPTION 1.1 This approves a 20 ga. steel storm panel designed to comply with the South Florida Building Code, 1994 Edition for Dade County, for the locations where the pressure requirements as determined by ASCE 7 -88 "Minimum Design Loads for Buildings and Other Structures ", do not exceed the Design Pressure Rating values in Section 7 and within the limitations contained in Section 3. 2. MATERIAL CHARACTERISTICS 2.1 The storm panels shall be constructed as indicated on approved drawing No. 95 -133, Sheet 1 of 6, using 20 ga. (.035 ") steel, Structural Quality, Grade D, conforming to ASTM A446 (Fy = 50 ksi. min.). Galvanized with a minimum G60 coating. 2.2 Panels are rolled formed, have a nominal width of 12.00" and a total width of 13.875 ", forming 2" deep ribs 2.3 Components shall be aluminum alloys 6063 -T6, "h" header (Part 2), "u" header (Part 3), 2" x 2" x .093" studded angle (Part 6), 1.686" F -track (Part 4) and a 1/8" thick x 2.25" x 3 ", 4" or 5.25" (Part 5) built -out angle. 2.4 Tested specimen: Dimensions: (4) panels 49.5" wide x 68" long overall - 2 (4) panels 49.5" wide x 88" long overall - 2 (3) panels 37.5" wide x 88" long overall - 5 (3) panels 37.5" wide x 48" long overall - 1 (3) panels 37.5" wide x 135.5" long overall (3) panels 37.5" wide x 88" long overall - 5 (4) panels 49.5" wide x 83.5" long overall - (4) panels 49.75" wide x 101" long overall - (4) panels 49.75" wide x 104" long overall - (4) panels 49.75" wide x 101" long overall - (4) panels 49.75" wide x 144" long overall - (4) panels 49.75" wide x 144" long overall - 3. LIMITATIONS 3.1 The design will be dependent on the Maximum Panel Span/Height of 7' - or 88 ", for Built -Out Mount, Trap Mount, Header Mount and Storm Panel Support Beam Mount; Maximum Panel Span/Height of 5' - 6" (66 "), for Pass Thru Detail Mount; Maximum Panel Span/Height of 8' - 8" (104'). for Ceiling/Inside Mount and Soffit Connection Mount; 8' - (96'), for Pocket Door Mount and be installed only as outli ' ed o drawing No. 95 -133, Sheets 1 thru 6 of 6. 2 AUG n 8 1996 specimens for wind load specimens for impact and cyclic load specimens for wind load specimen for wind load - 1 specimen for impact and wind load specimens for wind load 1 specimen for wind load 3 specimens for impact and cyclic load 2 specimens for impact and cyclic load 1 specimen for wind load 1 specimen for impact load 1 specimen for wind load Orl Bl , P.E. - Plans Examiner II Product Control Division 4- Seaview Industries. Inc, - 2a - ACCEPTANCE NO.: 96- 0116.02 APPROVED EXPIRES . AUG 0 8 1996 November 9. 1998 3.2 The following mounting conditions shall be limited to a Maximum Design Pressure rating of ft) 72 PSF ; Soffit Connection Mount, Angle Build -Out Mount, Pocket Door Mount, Pass Thru Detail Mount, and Edge Mount Detail, Sheet 5 of 6; Header Mount Detail, Trap Mount Detail, Alt. Trap Mount Detail, Storm Panel Support Beam Mount, 2" x 2" Alum. Tube Built -Out Mount, and Storm Panel Build -Out Mount, Sheet 6 of 6, Drawing No. 95 -133. 3.3 Minimum separation to existing glass to protect shall be: See Table 2 - 'Separation from Glass Schedule', Sheet 3 of 6, Drawing No. 95 -133. 3.4 - Maximum clearance between top of panel and inside of header shall be 1/4 ". 3.5 Special Requirement: See Typical Elevations, Sheet 1 of 6, Drawing No. 95- 133 3.5.1 Panel Types I & II with spans less than or equal to 33" shall not required reinforcing stitch bolts at overlaps. 3.5.2 Panel Types I & II with spans greater than 33" but less than or equal to 88" shall be reinforced with one row of 1/4 " -20 x 1" SS stitch bolts at midspan, at all overlaps. 3.5.3 Panel Types I & II with spans greater than 88" but less than or equal to 144" shall be reinforced with one row of 1/4 "- 20 x 1" SS stitch bolts at 1/3 spans, at all overlaps. 3.5.4 Panel Types III & IV shall require no reinforcing stitch bolts at overlaps. 4. INSTALLATION 4.1 The panels shall be installed only in the following condition: 4.1.1 Direct Wall Mounts: (A) (CONCRETE /MASONRY /WOOD): The panels are secured directly to the wall at the head and sill, with 1/2" x 7/8" Rawl Calk -in anchors; or 1/4" diameter ELCO Female 'PanelMate' anchors; or 1/4" diameter ELCO Male 'PanelMate' anchors; or 1/4 " -20 ITW Epoxy anchors; or 5/16" wood bushing with 1/4 " -20 x 1" SS sidewalk anchor; spaced 6" o.c for Panel Types II and 12" o.c for Panel Types IV, as shown on Section G- "Direct Mount Detail ", Drawing No. 95 -133, Sheet 3 of 6, bearing the Dade County Product Control approval stamp. 4.1.2 Wall Mounts: (A) (CONCRETE /MASONRY): The panels are secured to an 'H'-header (Part 2), at the head and attached with 1/4 " -20 S.S. x 3/4" bolts, spaced 6" o.c for Panel Types I & II and 12" o.c. for Panel Types III & IV, to continuous 'F' track (Part 4) at the sill, both the header and sill track are anchored to the wall using the approved tension anchors as shown on Section A- "Wall Mount Section ", Sheet l of 6; or the panels are secured to a continuous 'F' track (Part 4) at the header and sill with l/4 " -20 S.S. x 3/4" bolts, spaced 6" o.c for Panel Types I & II and 12" o.c. for Panel Types III & IV, the header and sill tracks are anchored to the wall us : the approved tension anchors as shown on Section H- "Wall Mount Detail" , Sheet 3 of •; D awing No. 95 -133, bearing the Dade County Product Control approval stamp. Orlan • o : lanco, P.E. - Plans Examiner II Product Control Division Seaview Industries. Inc, ACCEPTANCE NO.: 96- 0116.02 APPROVED NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS -2b- AVG 0 8 1996 EXPIRES : November 9. 1998 (B) (WOOD FRAMED): The panels are secured to an 2" x2" studded angle (Part 6) at the head, attached with 1/4 " -20 S.S. x 3/4" long studs spaced 6" o.c. for Panel Types I & II and 12" o.c for Panels Types III & IV, and attached with 1/4 " -20 S.S. x 3/4" bolts, spaced 6" o.c for Panel Types I & II and 12" o.c. for Panel Types III & IV, to continuous 'F' track (Part 4) at the sill, both the header angle and sill track are anchored to the wall using the approved tension anchors as . shown on Section E- "Wall Mount Section ", Sheet 2 of 6; or the panels are attached at the sill to a 2" x 2" studded angle (Part 6) with 1/4 " -20 S.S. x 3/4" long studs spaced 6" o.c. for Panel Types I & II and 12" o.c for Panels Types III & IV, the sill angle is then secured to a continuous 2 x4 or 2 x 6 PT wood ledger plate with 1/4" lag screws spaced 12" o.c.; or to a continuous 1 "x 4" x 1/8" or 2" x 4" x 1/8" aluminum tube ledger secured with 1/4" dia. SS lag screw with min. 1 -1/4" penetration into wood studs at 24" o.c. and one #14 SMS screw at midway between wood studs; the wood ledger plate or aluminum tube ledger is then attached to the wall with (2) 1/4" x 4 -1/2" long lag screws spaced 24" o.c. as shown on Section F - "Wall Mount Section (Bottom) ", Sheet 2 of 6 , Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. 4.1.3 Built -Out Mounts; (A) (CONCRETE /MASONRY/WOOD): Mounting condition limited to Maximum Storm Panel Span of 7' -4" (88') and Design Pressure Load of ( +) 130 PSF and () 100 PSF The panels are secured to an U- header (Part 3) at the head, the header is then attached to a continuous 1/8" thick x 2.25" x 3 ", 4" or 5.25" (Part 5) built -out angle with 1/4 " -20 SS bolts spaced 12" o.c., and secured at the sill, to a continuous F -track (Part 4) with l/4 " -20 SS bolts spaced 6" o.c. for Panel Types I & II and spaced 12" o.c. for Panel Types III & IV, the sill track is then attached to a continuous 1/8" thick x 2.25" x 3 ", 4" or 5.25" (Part 5) built -out angle with 1/4 " -20 SS bolts spaced 6" o.c., both of the angles are then anchored to the wall using the approved tension anchors as shown on Section D- "Build -Out Mount Section ", Sheet 2 of 6; or the panels are secured at the sill to a continuous 2" x 2" aluminum studded angle (Part 6) with 1/4 " -20 SS bolts spaced 6" o.c. for Panel Types I & II and spaced 12" o.c. for Panel Types III & IV, the studded sill angle in the attached to a continuous 1/8" thick x 2.25" x 3 ", 4" or 5.25" (Part 5) built -out angle with 1/4 " -20 SS bolts spaced 12" o.c., the angle is then anchored to the wall usirig the approved tension anchors as shown on Section G - "Alt. Build -Out Mount Section ", Sheet 2 of 6, Drawing No. 95 -133, bearing the Dade County Product Control approval stamp. Orlando B • co, P.E. - Plans Examiner II Product Control Division Pp Ios9 2 Date to PERMIT APPI FOR MIAMI SHORES VILLAGE S '/S- Job Address ! 3 0 Legal Description Historically Designated: Yes No ,,@' V" Owner/Lessee / Tenant <I p Vt1 6f Master Permit # '/Owner's Address / 1 - Z q S F v- Contracting Co. (‘) 1' re-A_ 63 Address 3 l q (- S' C = Ai '14 Qualifier G; C: Q kkJ P 5;r SS# Phone 6-4.--3-----4466 `i63 State # Municipal # Competency # (f �'PS( Ins. Co, (( Architect/Engineer ‘: (C-6' ÷ ,17.f„S' c) e Address L 4( ( 114 (.4 OR_ Bonding Company Address Mortgagor Address Permit Type (circle one : BUILDING jELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WCriK DESCRIPTION "FA r�(<�'l�i P -S' Square Ft. WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO 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.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work w 11 be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: % certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction aad zoning. Furthermore, I authorize the above -named contractor to do the work stated. FEES: PERMIT of owner and/or Condo President ll)ate Not.:! to Owner and/or Condo My Commission Expir VICTORIA ttlNillA • :_ �t :r MY COMFv6o"�ON # OC379 PMES s 9•,bc� JLtl9 8-, 1998 ;ONDED THRU PDT FAIN INSURANCE, INC. RADON APPROVED: Zoning Mechanical Plumbing /d � q S Tax Folio Estimated Cost (value) 2 4 f s tc(4(96, �4 J t Date Notary as to Contractor or Owner- Builder Building C.C.F. /(/U NOTARY ,Phone `7 5 t� Signature of Contractor or Owner - Builder My Commission Expires: Electrical • Date y'E la'. i iU KEh :k MY COIMSSION # CC406819IXPiRE3 September 13, 1998 BONDED THRU TROY FAIN tt43URANCF, INa, TOTAL DUE // �� Engineering 6 AWNINGS BAHAMA SHUTTERS CARPORTS SCREEN ROOMS SUN ROOMS PATIOS STORM PANELS FAX: (305) 634-9060 JI,Le 11,199G 0:71 1.00'0 NE 2 Stzuet SIAJL FL 33133 ° F ,7.7.c•bet C1cv,zo PzR,51(.1 3750 N.W. 46th STREET MIAMI, FLORIDA 33142 INDUSTRIES, NC. PHONE: (305) 633-9650 ncCc 7.7u1C 0tL!:_:1 7E lettz c.. rlouv.:gAA !() OUY 20 Cq 0tce1 StoKm 7ane1 s: to he', use0 at the :EollowIrc, • 1-23D og c )< - c+' t,4 AAA: S Inc. t ot.0 1.0 - 2 qq // / 2 5: G�/Y11 Fd CONTRACT NO. ri (dog , /- -at SALES CONTRACT -"7"-t ip ce 0253 - / t l �r A i S C;7 (UZ at) 0.ec< .._ 0 kY + , or A Air aV � p ' I; A il. ,lc�Or/c s6� 0,)15/ �� ; �Iec i di' 4- 1 1 I I II 1111 1111 1 1 I I , 11111 31 7 0, `-%1 11 1 1 II 11 —11111 I 1 ill fl 11 11 •111 1 It II 1 1 li_ IiiiI 11111L' III I I li` II I II il III II i I l 1 I -1 7 ° d 4-3 I l II ..tn. 11 1 • I 11 H III 1 111111 III 1 il Ii I . pj J Hill. 1 , - 1 1 I 1(11 1 1 1 I i i 1 III ! 1,1 III I , I 1 1 I I I 1 I I -7, icl 1 1 1 1 I 1 • I 1 1 1111 1 1 , . 1 1 1 I ......._ 1 I „, _ II 1111 III G 11 1 .' g ...mior I I Lo 6)1 -+. I 1 1 I il I_____ 1_ •__ 4 1 1 .1 • _ -9-- 1 4 I 1 III I ...7...„...,4,sz.xt_,....„,,„ Ill 1.HH H II LL cuts-Tom...F-3, 1n92. CUSTCMEP NA 0,'Es Z MEAN RCCF BUILDING WIDTH: (0 I WINZOW ABOVE d4 I 11 I I 1 1 111111 I 1 , LENG7r:: PEAK PCCF 1111.1 1111 7 •1111 CT-cr Seaview Industries. Inc. ACCEPTANCE NO.: 96- 0116.02 APPROVED : AUG 0 8 1996 EXPIRES : November 9. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 4.2 Anchorage of the shutters shall be to concrete, masonry and/or wood framing and shall consist of only the anchors specified on drawing No. 95 -133, Sheets 1 thru 6 of 6. Substitution of anchor type or indicated embedment is unacceptable. 4.3 Fasteners must have their own Notice of Acceptance and must be made of stainless steel or have adequate protection against corrosion, per DIN 50018. Aluminum contacting metals not considered compatible shall be properly protected. 4.4 Permanent set fastener components, embedded anchor bolts, threaded cones or metal shields, not in use, must be protected against corrosion, contamination and damage at all time. 5. IDENTIFICATION 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Dade County Product Control Approved ". 5.2 Also a Warning Note shall be permanently stamped in each panel advising the home owner or tenant that the storm panels will not offer hurricane protection unless all reinforcing bolts are properly installed. 6. USE 6.1 Application for building permit shall be accompanied by two copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Completely dimensioned drawing showing size and location, including height above grade, of openings to receive shutters; mean roof height, length and width of building. 6.1.3 Duplicate prints of approved drawings No. 95 -133, Sheets 1 thru 6 of 6, bearing the approval stamp, Notice of Acceptance number and date by Dade County Product Control Section, clearly marked to show the components selected for the proposed installation. 6.2 The Building Official shall ensure the adequacy of shutter to meet the pressure requirement of the opening in which it is to be installed. 6.3 This document revises Notice of Acceptance No. 95- 0914.05, expires 11/09/95. - 2e- Orlan�o Blanco, P.E. - Plans Examiner II Product Control Division TEST TEST LOAD DESIGN LOAD Deflection LARGE MISSILE IMPACT TEST SFBC PA 201 -94 88" Span . 136" Span SATISFACTORY CTC -95 -007 Max.. 2- 5 /8" 2 -7/8" LARGE MISSILE IMPACT TEST SFBC 201 -94 101" Span 104" Span 144" Span SATISFACTORY CTC-96-006R Max.. 2 -3/8" 2 -I /2" 3 -1/4" CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 POSITIVE +169.0 PSF CTC -95 -007 +130.0 PSF CTC -95 -007 CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 NEGATIVE -130.0 PSF CTC -95 -007 -100.0 PSF CTC -95 -007 CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 POSITIVE +71.5 PSF CTC-96-006R +55.0 PSF CTC- 96 -006R CYCLIC WIND PRESSURE TEST SFBC PA 203 -94 NEGATIVE -97.5 PSF CTC- 96 -006R -75.0 PSF CTC-96-006R UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 POSITIVE +208.0 PSF CTC -95 -007 +138.7 PSF CTC -95 -007 @ Design 1.01" UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEGATIVE -187.2 PSF CTC -95 -007 -124.8 PSF CTC -95 -007 UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEGATIVE (101" Span) -112.8 PSF CTC- 96 -006R -75.2 PSF CTC- 96 -006R UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEGATIVE (144" Span) -124.8 PSF CTC- 96 -006R -83.2 PSF CTC- 96 -006R UNIFORM STATIC AIR PRESSURE TEST SFBC PA 202 -94 NEGATIVE (68" Span) -270.4 PSF CTC -95 -026 - 180.27 PSF CTC -95 -026 . DESIGN PRESSURE RATING: See Comparative Analysis Schedule' And 'Panel Span Design Load Diagram', Sheet 3 Table 1 - 'Storm Panel of 6, Drawing No. 95-133 Seaview Industries. Inc, ACCEPTANCE NO.: 96- 0116.02 RESULTS: 2f- APPROVED Product Control Division AUG 0 8 1996 EXPIRES : November 9. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 7. TESTS PERFORMED TESTS: OH. I Bl: co, P.E. - Plans Examiner II Seaview Industries, In ACCEPTANCE NO.: 96- 0116.02 APPROVED : AUG 0 8 1996 EXPIRES : November 9. 1998 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 8. EVIDENCE SUBMITTED 8.1 Tests: 8.1.1 Test report on: Uniform Static Air Pressure Test Large Missile Impact Test Cyclic Wind Pressure Test prepared by Construdtion Testing Corporation, Report No. CTC -95 -007, dated March 30, 1995, signed and sealed by Christopher G. Tyson, P.E. 8.1.2 Test report on: Uniform Static Air Pressure Test Large Missile Impact Test Cyclic Wind Pressure Test prepared by Construction Testing Corporation, Report No.'s CTC -96 -006 and CTC-96-006R, dated March 7, 1996, signed and sealed by Christopher G. Tyson, P.E. 8.1.3 Test report on: Uniform Static Air Pressure Test prepared by Construction Testing Corporation, Report No. CTC -96 -026, dated July 13, 1995, signed and sealed by Christopher G. Tyson, P.E. 8.2 Drawing: 8.2.1 Drawing No. 94 -133, "20 ga. Steel Storm Panel ", Sheets 1 thru 6 of 6 , prepared by Knezevich & Associates, Inc., dated 04/01/95, Revision No. 5 ,dated 7/02/96, signed and sealed by V.J. Knezevich, P.E. 8.3 Material certification: 8.3.1 Mill Certified Inspection Report issued by Gulf States Steel, Inc., dated 08/15/95 8.3.2 Certified Tensile Test Report issued by Q C Metallurgical, Inc. Report Number QCL1- 6DM -1044, dated April 24, 1996 signed and sealed by Frank Grate, P.E, 8.4 Calculations: 8.4.1 Comparative Analysis and Anchor Calculations, 34 pages, dated 03/25/96 and 15 pages, dated 05/22/96, prepared by Knezevich & Associates, Inc., signed and sealed by V.J. Knezevich, P.E. - 2g- Orlando lanco, P.E. - Plans Examiner II Product Control Division • Seaview Industries. Inc, ACCEPTANCE NO. : 96- 0116.02 APPROVED : AUG 08 1996 EXPIRES : November 9. 199$ NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documents, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Dade County Product Control Approval ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process; b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The copies need not be resealed by the engineer. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages I, 2, 2(a) through 2(g) and this last page 3. Items 10. 11 & 12 listed below only apply to glazed products and doors 10. Unless specifically indicated in the Acceptance (approval), this unit is approved as a single unit installation. For multiple installation of this unit, a separate Acceptance for mullions is required from the Product Control Section. 11. The spacing of fasteners at window sills shall be as indicated in Section 4 of this Notice of Acceptance. The spacing of fasteners in all other parts of the frame, shall be as indicated in Section 4 of this Notice of Acceptance, but in no case shall exceed 24" on center. The first fastener shall be located at a maximum of 6" from each corner and mullion or stile. Fastener shall fully penetrate the buck, which shall be the same size as the one tested wit the unit. No wood or plastic shields or pins shall be used for anchoring. 12. Hardware for all windows and doors shall conform to Security and Forced Entry Pre "f i• Chapter 36 of the South Florida Building Code. Orlando Blanco, P.E. - Plans Examiner 1I Product Control Division END OF THIS ACCEPTANCE - 3 - revisions ( uogdl.i op COUNTY COMMENTSI ADDED DETAILS GENERAL COMMENTS COUNTY COMMENTS COUNTY COMMENTS Aq x a q a $6 /Ol /l S6 /7Z /S 96 /Z /L 96 /EZ /S 96 /l /S ou MI (VERTICAL OR HI 1 • a a 0 revisions ( uogdl.i op COUNTY COMMENTSI ADDED DETAILS GENERAL COMMENTS COUNTY COMMENTS COUNTY COMMENTS Aq x u elep $6 /Ol /l S6 /7Z /S 96 /Z /L 96 /EZ /S 96 /l /S ou MI m .r In q (VERTICAL OR HI revisions ( uogdl.i op COUNTY COMMENTSI ADDED DETAILS GENERAL COMMENTS COUNTY COMMENTS COUNTY COMMENTS Aq x u elep $6 /Ol /l S6 /7Z /S 96 /Z /L 96 /EZ /S 96 /l /S ou MI m .r In 0 400" 2 00" 20 "h" HEADER N 0 N SCALE •3 "= 1' - 0" .120" TYP. 1 VARIES 5.25" MAX. PRC:UCT MARKING L „CATICN -� 1.170 "I 12 00" COVERAGE 13.50" FULL PANEL RRCDUCT MARKING ■OPTIONAL LOCATION) 1 I 01 1 0 ) 2 00" { .4 00" 10 STORM PANEL SCALE : 3" = 1'- 0" I 200" I 03 "U" HEADER SCALE 3" = 1"- 0" 1/6 -20 X 3/4" MIN. PUNCHED INTO ANGLE / (SEE DETAILS FOR SPACING) .093" TYP. ® ANGLE 0 STUDDED ANGLE NOTES: SC.=LE 3" = 1' 0 "" SCALE 3" = 1" 0" 1. THIS SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE 1994 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -98 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES " . 3. STORM PANELS SHALL BE 20 GAUGE STEEL It _ 035") CONFORMING TO ASTM A446, STRUCTURAL QUALITY. GRADE D. WITH A MIN. Fy = 50 KSI. GALVANIZED IN ACCORDANCE WITH ASTM G60. ALUMINUM EXTRUSIONS SHALL BE 6063 -T6, U.O.N. 4. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MIN. OF ONE MARKING PER PANEL, AND SHALL BE LABELED AS FOLLOWS SEA VIEW INDUSTRIES. INC. MIAMI, FL DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM Fy = 33 KSI. 6. TYPE I & II PANELS LESS THAN OR EQUAL TO 88" IN HEIGHT SHALL BE FASTENED AT OVERLAPS AT MIDSPAN W/ 1/4 -20 x r SIDEWALK BOLTS W/ DIE CAST ALUMINUM WASHERED WINGNUTS (SEE TYPICAL ELEVATIONS). TYPE I & II PANEL SPANS GREATER THAN 88" BUT LESS THAN 144 ", USE FASTENERS AT 1/3 SPANS. FOR TYPE I & II PANEL SPANS LESS THAN 33" FASTENERS ARE NOT REQUIRED. TYPE III & IV, NO BOLTS AT PANEL OVERLAPS ARE REQUIRED. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC AND UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201, 203, AND 202. REFERENCE CONSTRUCTION TESTING CORPORATION ICTC) TEST REPORTS No. 95 -007, No. 95 -026, 96 -006 AND 96 -006R. 9. TOP S. BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10 AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY OF THE COMPONENTS OF STORM PANEL SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORCING BOLTS ARE PROPERLY INSTALLED PANELS. WHEN NEEDED. 2 016 " 6h! 6 00" COVERAGE 7 50" HALF PANEL - 7307 "1 r 666" 031_ 122" (TYP) _ C - /'/ =:= 2.000 L HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) 04 OPTIONAL ANGLE EXISTING STRUCTURE SCALE : 3" = 1'- 0" m 085'; III I II 25"1 70 WINGNUT SCALE : HALF SIZE SHEAR FASTENER ® 12 - D.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 140 PSF & p 6" O.C. FOR DESIGN LOADS GREATER THAN 140 PSF. OVERLAP FASTENERS TYP. (SEE NOTE * 6) ALUM. ANGLE CLOSURE PIECE: 1" x 2" x .055" MIN. TO 2" x 5" x .055" MAX. TYPICAL ELEVATION — TYPE I 6" TYPI WIDTH ;.NLI`^.ITED IPERP TO PANEL SPAN) TOP MOUNT SECTION BOTTOM MOUNT OVERLAP FASTENERS (SEE PLAN VIEW S. NOTE 6) WIDTH UNLIMITED (PER ?. TO PANEL SPAN) SECTION 12" (TYP) 1/4" MAX 1 1/4" MA L EXISTING STRUCTURE A A TOP MOUNT BOTTOM MOUNT TYPICAL ELEVATION — TYPE III (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) X a L 1TY? 12" (TYP) APPROVED AS CO NG WITH SOUTH FLORIDA SING CODE SECTION A DAT : _ : 19% SCALE: 1 -1/2" = 1' -0" BY PRODUCT CO I TROL DIVISION BUILDING CI ' COMPLIANCE OFFICE ACCEPTANCE N O . C ? -n I I6. 6 2 WIDTH UNLIMITED IPE4 TO PANEL SPAN) TOP MOUNT OR DIRECT MOUNT SECTION 0 OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 61 TYPICAL ELEVATION — TYPE II WIDTH UNLIMITED IPERP TO PANEL SPAN/ N a • - --- BOTTOM MOUNT OR DIRECT MOUNT BOTTOM MOUNT OR DIRECT MOUNT A TOP MOUNT OR DIRECT MOUNT TYPICAL ELEVATION — TYPE IV (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) SHEAR FASTENER ) 12" D.C. FDR DESIGN LOADS LESS THAN OR EQUAL TO 140 PSF & @ 6" O.C. FOR DESIGN LOADS GREATER THAN 140 PSF. 1 -1/2" j MIN. I I I-- 1/2" MIN. OVERLAP ALUM. ANGLE CLOSURE PIECE: CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO 2" x 5" x .125" MAX. EXISTING STRUCTURE Z w - WI U < 0 C) C O a < w its t t V z = o (des.gn by I l VJK ea A, u A a V.J. KNEZEVICH PROFESSIONS J INEER 4 I1/ 95 (drawn by I. Go checkao by VA( drawing no. 95 -133 sheet 1 of 6 SEAVIEW INDUSTRIES. INC. 20 GA GALVANIZED STEELSTORM PANEL Y: PANEL LENGTH (SEE TABLE 1) MAX PANEL LENGTH (SEE TABLE 1) (VERTICAL OR HORIZONTAL) PANEL LENGTH (SEE TABLE 1) (VERTICAL OR HORIZONTAL) KNEZEVI GLASS OR DOOR SEE SEPARATION FROM GLASS SCMEO !TABLE 2) GLASS OR DOOR ANGLE TO WALL DETAIL SEE SEPARATION FROM GLASS SCHED (TABLE 2) SCALE • 3 = 1' -0" ENIST NG STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) TENSION FASTENER (SEE ANCHOR SCHEDULE) `-- EXISTING STRUCTURE WALL MOUNT SECTION WOOD FRAMING OCONT. WOOD FRAMING ANGLE TO WALL DETAIL SCALE • 3" = 1' -0" 1/4 - a+ WOOD LAG SCREW (0 1 2" O C. (SEE ANCHOR SCHEDULE FOR DIA . EMBED . OR ALT. TENSION FASTENER) TYP TOP & BOTTOM ©CONT WALL MOUNT SECTION 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & it AND @ 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & 11 AND CA 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL GLASS OR DOOR MIN. SEPARATION FROM GLASS (TABLE 2) SEE SEPARATION FROM GLASS (TABLE 2) GLASS OR DOOR T SCALE • 3" = 1' -0" PLYWOOD AND STUCCO FINISH 1" "OR 2" x 4" x .125" ALUM. TUBE OR 2" x 4" OR 2" x 6" P.T. WOOD BLOCKING SHEAR FASTENER (SEE ANCHOR SCHEDULE) NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. WOOD CEILING /INSIDE MOUNT SECTION EMBED. u 'W"q qll /Ullllllllllll1111.'P7l :7l :':::.::?t. p NOTE THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. CONT. O SEE SEPARATION FROM GLASS SCHED. (TABLE 21 GLASS OR DOOR CON T. TWO 1 /4"o S.S. LAG SCREW @ 24" O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS F WALL MOUNT SECTION (BOTTOM) O SCALE : 3" = 1' -0" SHEAR FASTENER (SEE ANCHOR SCHEDULE) EXISTING STRUCTURE 1/4 -20 MACHINE BOLT & WINGNUT (al 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV EXISTING STRUCTURE FOR WOOD BLOCKING USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO WOOD BLOCKING (11112" 0.C. FOR AL. TUBES USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO CENTER OF STUDS LOCATED p 24" O.C. MAX. & ONE N14 SMS go MIDWAY BETWEEN STUDS. SHEAR FASTENER (SEE ANCHOR SCHEDULE) CEILING /INSIDE MOUNT SECTION SCALE • 3" = 1' -0" 1/4 -20 MACHINE BOLT & WINGNUT CA 6" O.C. FOR TYPE I & II AND CO 12" O.C. FOR TYPE III & IV CONT. GLASS OR DOOR O B w 1/4" MAX. I \ EMBED 14 a a 4 I- --- N • c O r W 0 0 W y 1 GLASS I OO CONT OR DOOR W O W O — < 4 1. . EMBED a a 4 SQCONT. (TYP. TOP & BOTTOM i 4 • W • ID t• 0 • d EMBEtj. ' • a. . 4 © CONT. 1/4 -20 MACHINE BOLT & NUT @ 12" O.C. OS CONT. (TYP. TOP & BOTTOM SEE SEPARATION FROM GLASS SCHED. (TABLE 21 SCALE : 3" = 1' -0" TENSION FASTENER (SEE ANCHOR SCHEDULE) EXISTING STRUCTURE DAT SIDE CLOSURE REO'D. (SEE PLAN VIEW SEC. A / 1IBY _130 P.S.F. PRODU CONTROL DIVISION MAX. DESIGN LOAD = . -- P.S.F. BUILDING LODE COMPLIANCE OFFICE ACCEPTANCE NO C 16 -n1 I( • O Z NOTE` THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. SCHED. (TABLE 2) EXISTING STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) SEE SEPARATION FROM GLASS 1/4 -20 MACHINE BOLT & NUT @ 6" O.C. r 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND @ 12" 0.C. FOR TYPE III & IV APPROVED SOUTH FLO ALT. BUILD —OUT MOUNT SECTION 1/4 -20 MACHINE BOLT & NUT CO 12" O.C. 1/4" MAX. ( pail 1/4 -20 MACHINE BOLT & WINGNUT (al 6" O.C. FOR TYPE I & II AND 1,5 12" O.C. FOR TYPE III & IV TENSION FASTENER (SEE ANCHOR SCHEDULE) XISTING STRUCTURE • 0 H z z J W z S X E x SIDE CL OSURE RED'D. (SEE PLAN VIEW SEC. A /11 (MAX. DESIGN LOAD = '130 P S F / -100 P.S.F. © BUILD —OUT MOUNT SECTION SCALE • 3" = 1'- 0" MPLYING WITH THE BUILDING CODE 0 0 Z i W N - W <0 Oa N 01 4) In • ES = w 41 z N N Z Y J z FL L PE •lkTS6 data scale AS NOTED design by s VJK / V.J KNEZEVICH PROFESS! NGINEER No: 4/•/9S drawn by GO checked by VJK draw.n9 no. 95 -133 sn•.r 2 of 6 N 41 4 0 GLASS OR DOOR SEE SEPARATION FROM GLASS SCMEO !TABLE 2) GLASS OR DOOR ANGLE TO WALL DETAIL SEE SEPARATION FROM GLASS SCHED (TABLE 2) SCALE • 3 = 1' -0" ENIST NG STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) TENSION FASTENER (SEE ANCHOR SCHEDULE) `-- EXISTING STRUCTURE WALL MOUNT SECTION WOOD FRAMING OCONT. WOOD FRAMING ANGLE TO WALL DETAIL SCALE • 3" = 1' -0" 1/4 - a+ WOOD LAG SCREW (0 1 2" O C. (SEE ANCHOR SCHEDULE FOR DIA . EMBED . OR ALT. TENSION FASTENER) TYP TOP & BOTTOM ©CONT WALL MOUNT SECTION 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & it AND @ 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & 11 AND CA 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL GLASS OR DOOR MIN. SEPARATION FROM GLASS (TABLE 2) SEE SEPARATION FROM GLASS (TABLE 2) GLASS OR DOOR T SCALE • 3" = 1' -0" PLYWOOD AND STUCCO FINISH 1" "OR 2" x 4" x .125" ALUM. TUBE OR 2" x 4" OR 2" x 6" P.T. WOOD BLOCKING SHEAR FASTENER (SEE ANCHOR SCHEDULE) NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. WOOD CEILING /INSIDE MOUNT SECTION EMBED. u 'W"q qll /Ullllllllllll1111.'P7l :7l :':::.::?t. p NOTE THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. CONT. O SEE SEPARATION FROM GLASS SCHED. (TABLE 21 GLASS OR DOOR CON T. TWO 1 /4"o S.S. LAG SCREW @ 24" O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS F WALL MOUNT SECTION (BOTTOM) O SCALE : 3" = 1' -0" SHEAR FASTENER (SEE ANCHOR SCHEDULE) EXISTING STRUCTURE 1/4 -20 MACHINE BOLT & WINGNUT (al 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV EXISTING STRUCTURE FOR WOOD BLOCKING USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO WOOD BLOCKING (11112" 0.C. FOR AL. TUBES USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO CENTER OF STUDS LOCATED p 24" O.C. MAX. & ONE N14 SMS go MIDWAY BETWEEN STUDS. SHEAR FASTENER (SEE ANCHOR SCHEDULE) CEILING /INSIDE MOUNT SECTION SCALE • 3" = 1' -0" 1/4 -20 MACHINE BOLT & WINGNUT CA 6" O.C. FOR TYPE I & II AND CO 12" O.C. FOR TYPE III & IV CONT. GLASS OR DOOR O B w 1/4" MAX. I \ EMBED 14 a a 4 I- --- N • c O r W 0 0 W y 1 GLASS I OO CONT OR DOOR W O W O — < 4 1. . EMBED a a 4 SQCONT. (TYP. TOP & BOTTOM i 4 • W • ID t• 0 • d EMBEtj. ' • a. . 4 © CONT. 1/4 -20 MACHINE BOLT & NUT @ 12" O.C. OS CONT. (TYP. TOP & BOTTOM SEE SEPARATION FROM GLASS SCHED. (TABLE 21 SCALE : 3" = 1' -0" TENSION FASTENER (SEE ANCHOR SCHEDULE) EXISTING STRUCTURE DAT SIDE CLOSURE REO'D. (SEE PLAN VIEW SEC. A / 1IBY _130 P.S.F. PRODU CONTROL DIVISION MAX. DESIGN LOAD = . -- P.S.F. BUILDING LODE COMPLIANCE OFFICE ACCEPTANCE NO C 16 -n1 I( • O Z NOTE` THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. SCHED. (TABLE 2) EXISTING STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) SEE SEPARATION FROM GLASS 1/4 -20 MACHINE BOLT & NUT @ 6" O.C. r 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND @ 12" 0.C. FOR TYPE III & IV APPROVED SOUTH FLO ALT. BUILD —OUT MOUNT SECTION 1/4 -20 MACHINE BOLT & NUT CO 12" O.C. 1/4" MAX. ( pail 1/4 -20 MACHINE BOLT & WINGNUT (al 6" O.C. FOR TYPE I & II AND 1,5 12" O.C. FOR TYPE III & IV TENSION FASTENER (SEE ANCHOR SCHEDULE) XISTING STRUCTURE • 0 H z z J W z S X E x SIDE CL OSURE RED'D. (SEE PLAN VIEW SEC. A /11 (MAX. DESIGN LOAD = '130 P S F / -100 P.S.F. © BUILD —OUT MOUNT SECTION SCALE • 3" = 1'- 0" MPLYING WITH THE BUILDING CODE 0 0 Z i W N - W <0 Oa N 01 4) In • ES = w 41 z N N Z Y J z FL L PE •lkTS6 data scale AS NOTED design by s VJK / V.J KNEZEVICH PROFESS! NGINEER No: 4/•/9S drawn by GO checked by VJK draw.n9 no. 95 -133 sn•.r 2 of 6 • NEGATIVE DESIGN LOAD (PSF) TYPE I TYPE II TYPE III TYPE IV "U" & "H" HEADERS WITH STUD SILLS @ 6 " O C. OR "F" TRACK WITH BOLTS @ 6" O.0 X FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS (al 6" 0 C. 3 DIRECT MOUNTS W/ ANCHORS @ 6" O C (TOP & BOTTOM) NE "U" & "H" HEADERS WITH STUD SILLS (la 12" 0 C OR "F" TRACK WITH BOLTS @ 12" 0 C. NE NE FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS @ 12" O.C. & DIRECT MOUNTS W/ ANCHORS @ 12" O.0 MAX. (TOP S. BOTTOM) CIE NE L min (FT -IN) L min (FT -.N) L tin iFT -IN> L min. (FT -IN) 300 8 -8 12 -0 9 -8 12 -0 40.0 8 -8 11 -10 3 -8 11 -5 50.0 8 -8 11 -1 8 -8 10 -3 500 9 -8 10 - 3 -3 9 -4 70 0 8- 8 9- 5 8- 8 8- 8 80.0 8 -6 9 -9 9 -1 8 -1 90.0 8 -0 8 -3 7 -2 7 -8 100.0 7 - 7 -10 6 -6 7 -3 110.0 6- 8 7- 6 5- 10 6- 11 120.0 6 -2 7 -2 5 -5 6 -7 130.0 5 -7 6 -10 5 -0 6 -4 1400 5 - 3 6 -7 4 -7 6 -1 150.0 4 -10 6 -5 4 -3 5 -11 160.0 4 -7 6 -2 4 -0 5 -9 170.0 4 - 4 5 -10 3 -9 5 -7 180.0 4 - 0 5 - 6 3 - 7 5 - 5 190.0 3 -10 5 -3 3 -5 5 -3 200.0 3 -8 4 -11 3 - 3 4 -11 210.0 3- 6 4- 9 3- 1 4- 9 220.0 3 -4 4 -6 2 -11 4 -6 230.0 3 -2 4 -4 2 -9 4 -4 POSITIVE DESIGN LOAD (W) (PSF) ACTUAL SHUTTER SPAN (L) (FT -IN) MINIMUM SEPARATION FOR INSTALLATIONS 30' OR LESS ABOVE GRADE (INCHES) 'MINIMUM SEPARATION FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) 30.0 5 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 - 3/8 11 - 3 1/2 2-7/8 2 -1/4 12 - 0 3 -1/4 2 -5/8 40.0 5 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -3/8 11 - 3 1/2 2 -7/8 2 -5/8 11 - 10 3 -1/4 3 50.0 5 - 0 2 -3/4 1 -1/8 7 - 4 2 -3/4 1 -1/2 11 - 2 3 3 60.0 5 - 0 2 -5 /8 1 -1/4 7 - 4 2 -S /8 1 -1/2 10 - 8 3 3 70.0 5 - 0 2 -5/8 1 -1/4 7 - 4 2 -5/8 1 -5/8 10 - 3 3 3 80.0 5 - 0 2 - 5/8 1 - 1/8 7 - 4 2 -5/8 1 -5/8 9 -11 3 3 - 90.0 4 - 0 2 -5 /B 1 -1/8 7 - 4 2 -5 /6 1 -3/4 9 - 7 3 3 100.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -7/8 9 - 1 ' 3 3 110.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2-5/8 1 - 1/2 8 - 8 3 3 120.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -1/2 8 - 4 2 -7/8 2 -5/8 EXISTING STRUCTURE SEE SEPARAT FROM GLASS SCHED (TABLE 2) GLASS OR DOOR ACCEPTABLE ANCHORS 1/ 4"0 RAWL CALK -IN ANCHOR. 1/4 "O ELCO FEMALE "PANELMATE, 1/4"0 ELCO MALE PANELMATE ". 1/4 -20 ITw EPDXY OR 5/16" WOOD BUSHING @ 6" O C. FOR TYPE II AND 12" 0 C FOR TYPE IV 00 NOT EXCEED ANCHOR SPACING SPECIFIED IN ANCHOR SCHEDULE !SEE ANCHOR SCHEDULE FOR SPECS AND SPACINGS>. r u W Z W CO -I 4 J W W 0, O G DIRECT MOUNT DETAIL SCALE: 3" = V -0" TABLE 1 — STORM PANEL SCHEDULE "EMBED. SEE SEPARATION FROM GLASS SCHED. (TABLE 2) NOTE: 3iE = FOR TYPE I & II - BOLTS REQUIRED Cal MIDSPAN TO HOLD PANEL SEAMS TOGETHER. 31E 31E = FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. £' <IS rING STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) —0 CONT. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" FOR TYPE I & II S p 12" O C FOR TYPE III & IV 0 NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. IO WALL MOUNT DETAIL "I SCALE u Z IS W CO J J H W Z Q N a TABLE 2 — SEPARATION FROM GLASS SCHEDULE 1/4 -20 S S BOLT & WINGNUT @ PANEL MIDSPAN • OR @ 51" O.C. MAX. (TYP) MIN. 2" x 2" x .125" MAX 4" x 4" x 125" CONT. 6063 -T6 ALUM. ALLOY OR. 18 GAGE GALV. STEEL ANGLE O CORNER DETAIL SCALE : 3" = 1' -0" 150 145 140 135 130 125 120 115 110 105 I 100 95 90 • • 'TYPE III & IV I t T i I I 30 STORM PANEL 40 50 STORM PANEL STORM PANEL SPAN DESIGN VS. LOAD DIAGRAM 60 70 DESIGN LOAD — NEGATIVE (P (; ) 80 APPROVED AS CO YING WITH THE SOUTH FLOR D• B LDING CODE DAT . — - • _ 199SB BY PRODUCT CO TROL DIVISION BUILDING .CO 'E COMPLIANCE OFFICE ACCEPTANCE NO96 -Of • 6 a FL L PE 1- /1 0 L m N m d 4 I J m LL m Z Frn 040 - m V.J KNEZEVICH PROFESS! ''A GINEER 11 19 E 4/1/95 Scale AS NOTE (design by V )K drawn by GO [checked by V 1K drawing no. 95 -133 [ sheet 3dt6 M IMI .. r i in ', in EXISTING STRUCTURE SEE SEPARAT FROM GLASS SCHED (TABLE 2) GLASS OR DOOR ACCEPTABLE ANCHORS 1/ 4"0 RAWL CALK -IN ANCHOR. 1/4 "O ELCO FEMALE "PANELMATE, 1/4"0 ELCO MALE PANELMATE ". 1/4 -20 ITw EPDXY OR 5/16" WOOD BUSHING @ 6" O C. FOR TYPE II AND 12" 0 C FOR TYPE IV 00 NOT EXCEED ANCHOR SPACING SPECIFIED IN ANCHOR SCHEDULE !SEE ANCHOR SCHEDULE FOR SPECS AND SPACINGS>. r u W Z W CO -I 4 J W W 0, O G DIRECT MOUNT DETAIL SCALE: 3" = V -0" TABLE 1 — STORM PANEL SCHEDULE "EMBED. SEE SEPARATION FROM GLASS SCHED. (TABLE 2) NOTE: 3iE = FOR TYPE I & II - BOLTS REQUIRED Cal MIDSPAN TO HOLD PANEL SEAMS TOGETHER. 31E 31E = FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. £' <IS rING STRUCTURE TENSION FASTENER (SEE ANCHOR SCHEDULE) —0 CONT. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" FOR TYPE I & II S p 12" O C FOR TYPE III & IV 0 NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. IO WALL MOUNT DETAIL "I SCALE u Z IS W CO J J H W Z Q N a TABLE 2 — SEPARATION FROM GLASS SCHEDULE 1/4 -20 S S BOLT & WINGNUT @ PANEL MIDSPAN • OR @ 51" O.C. MAX. (TYP) MIN. 2" x 2" x .125" MAX 4" x 4" x 125" CONT. 6063 -T6 ALUM. ALLOY OR. 18 GAGE GALV. STEEL ANGLE O CORNER DETAIL SCALE : 3" = 1' -0" 150 145 140 135 130 125 120 115 110 105 I 100 95 90 • • 'TYPE III & IV I t T i I I 30 STORM PANEL 40 50 STORM PANEL STORM PANEL SPAN DESIGN VS. LOAD DIAGRAM 60 70 DESIGN LOAD — NEGATIVE (P (; ) 80 APPROVED AS CO YING WITH THE SOUTH FLOR D• B LDING CODE DAT . — - • _ 199SB BY PRODUCT CO TROL DIVISION BUILDING .CO 'E COMPLIANCE OFFICE ACCEPTANCE NO96 -Of • 6 a FL L PE 1- /1 0 L m N m d 4 I J m LL m Z Frn 040 - m V.J KNEZEVICH PROFESS! ''A GINEER 11 19 E 4/1/95 Scale AS NOTE (design by V )K drawn by GO [checked by V 1K drawing no. 95 -133 [ sheet 3dt6 evisions 1 ANCHOR SCHEDULE LOADS (INCHES) GENERAL COMMENTS, COUNTY COMMENTS anus FASTENER TNLDN ® SPACING REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD (WI PSF 2" EDGE DISTANCE 3" EDGE DISTANCE SPAN IL) FT. SPAN (L) FT. Inc M•% +• -: M•x B• -S" MAX 12' -0• MAX 6' -0• .MAX 1• -. MAX B' -S' MAX 12• -0' MAX CONCRETE Wm •m TAPCON W/ 1_1/8^ rim EMBEDMENT LMAXP II IIIIIIII IM IIIIII I �� 3 =17° 6I PSF I PiaMPIWAIMOMMEE I/ 6417 1 II - MDAXSF I/ Mi�' II �� 1 4AXP 9 4AXP III/IIlIII I /I _M. SP y I / I 9 4AXP MAXSF IIIIIIII ti vSP MAX. II III III /I 2MAXSP 1 /L "O ITW RED HEAD SLEEVE ANCHOR W/ 1 -1/ L^ MIN. EMBEDMENT LBr MA %. I/IIIIII IIIIIIII III 92: %F �MI 2 MAX.P 53 PSP MA% cz /PSP r,x II II M' I I 61 PSP I I /IIII 9121�i° " I I/ II 9 2 St MAx /I '4:r �1 yl� 6I PSF MAX. I"II' II I III /I II 'W." RUM I IIII �I II 1 /L BAWL ZAMAC HAIL -IN M/ 1_1/9' YtN EMBEDMENT '4'" IIIIIIII MAXP IIIIIIII s PSF r.AX IIIIIIII 52 PSC ML i. I IIII .4,:x" IIIIII I /I 'LT I +MA %P IIIIIIII II II TI PSC ML %. I I 9 ML I/ I II 9 4:r % 23D PS IIII I III I I/ L DROP -IN L 1/L -20 SIDEWA BDLT 13/0.4 MEAGi W/ /" MIN [MBCDMCNT LMAxF IIIIIII II /A n/ SMAXP II / IM I I I 63 PaP MAR. II / I /I /I IIII LT I®I®/IIIII IIII"' tin P2 r Y.L% I/ II �I IIII 2 W-" IIII II IIII I •/L ^m CALK -IN L 1/L -x0 SIW / "0- BOLT M"D M MEAD) 4 MIN [MBCDCNT f� •MLX° IIIIIIII III 53 PSP MAX I/ I IIII 62 PSP MA% IIIIIIII IIIIIIII MIIMMI °:." '4AXP 9 4:x 0 IIIIIIII I 2 -V- SC IIIIIIII LMA %P IIIIIIII t /L'm ELCO FEMALE'PANELMATE- 4/ 1/ 4'0 5.5 MACHINE SCREW W/ 1-1/L' MIN IMBED. 1. alglnn'11111.. ' IIIIIII' SMAXP IIIIII' �� 63 MA PS%. F IIII' I I I 63 PSF MLX TMAX IIII I 9 4A7F IIIIII" N/A 2NA' %P MMIIIIII IIIIIIII 9 4A %P II IIII 1/4 MALE PANELMATE' W/ 1 -1 /L MIN. EMBED. LMAXP SPSF nAx. IIIIIIII 1 /4•0 ELCO MALE - PANCLMATE W /1 -1 /L ^MIN EMBED. ■, 1'at %l,am,11111'1�11t1\IIIIN= 'IDS.` MA %. 63 PSP II II +MAX' IIIIII' III I 9 4:X 0 I I I II / II ' IIIIIIII 02 PSF MA %. III evisions 1 ANCHOR SCHEDULE LOADS (INCHES) GENERAL COMMENTS, COUNTY COMMENTS TCXSxI FASTENER TEN °) SPACING REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD (WI PSF 2" EDGE DISTANCE 3" EDGE DISTANCE SPAN IL) FT. SPAN IL) FT. L •_f0" MAX T' -I. MAX B' -S" MAX 12•_0' MAX. 6'_0' MAX. +' -L• MAX B' -S' MAX. fx' -0• MAX. HOLLOW BLOCK 1 /L ^m TAPCON W/ 1 -1/B' MIN EMBEDMENT LMAXP I IM I I �� E2 PsP MA i. II ' III I/ 6417 I I/ - MDAXSF I Mi�' II �� 1 4AXP II MI I /I _M. SP y I / I 9 4AXP LPEOMMIZIgliNIMIIMMI Mil IIII ti vSP MAX. II III III /I 2MAXSP SLEE VE ANCHOR W/ ITW RED READ SLEEVE 1 -114 MIN EMBEDMENT 'LT II III 92: %F �MI 2 MAX.P s4:r I I II 32 PSF MAX. I / 61 PSP I I /IIII 9121�i° IIIIII II 9 2 St MAx III "M '4:r III' III/ II I III /I 92 PSF MLX. MA XSf I I �I I/ I I 1 /L "P RA WL ZA MAC NAIL - IN W/ t -1/B• MIN. EMBEDM MAXP IIIIIIII 52 PSC ML i. I IIII I /I 'LT III' II II TI PSC ML %. I I I I/ I II 9 4:r I/ I /I / I I 'MAXSP II /A n/ VIII SIDEWALK BOLT 1 IS /R m MEAD) W/ T /B• MIN. EMBEDMENT LMA %F II 1D ' IIII 5 4::' IIII"' I 62 PSP , ' • x- II IIII II 7417F I I III III 9 41x.` IIIIII MIIMMI °:." I I /I I I II FEMALE 'PANELMATE' FEMALE NEL W/ + /L ^m 5.5. MACHINE SCREW W/ 1-1 /L' MIN. EMBED. I a 11 LMA %P IIIIIIII S S X II �� I IIII I I I 63 PSF MLX I I� I '4:r II N/A IIII 9 4A %P II IIII y�/. M/III II II 2 30 P ML %SF . 1 /4•0 ELCO MALE - PANCLMATE W /1 -1 /L ^MIN EMBED. ■, 1'at %l,am,11111'1�11t1\IIIIN= 'IDS.` MA %. IIIIIIII SMAxP IIIIIIII MIME III I III 63 PYF 74 :r I III 02 PSF MA %. III MIII I III E 2 47P II /I 1 /L -20 EPDXY E SCREW W/ S.S. MACMMC SCRCV W/ 1 -3 /B' MIN. EMBED. LB r MAX. IIIIIIII ® IIIIII sM:: F 62 PSP MA %. IIIIIIII IIIIII III EEM' Jfl Ta fu :R'n1 1MAXF 9 4.x. 9 2MA.r I III IMIMM evisions 1 ANCHOR SCHEDULE LOADS (INCHES) GENERAL COMMENTS, COUNTY COMMENTS IIS SI s FASTENER 1EN cu SPACING REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD (W) PSF 2•' EDGE DISTANCE 3" EDGE DISTANCE SPAN IL) FT. SPAN (L) FT. L• - 10' MAX. IIIIIIII II T'_L•• MAX. B' - S' MAX. /I 12 -0^ MAX. 6' -0' MAX I/ T• -L' MAX. B " -s' MAX. II 12• -0' MAX OOOM 1/ LAG SCREW 1 -1 1/x- - MEN MIN. [MBCDCNT LMAXF snAxF 6„:%. SF I � ' ' MilMOMIEMILMMMIM IIIIIIII IIII I/ II %Pr - MDAXSF 1/L -m ELCD FEMALE - P m TE RE S. AC 1 /L'a 1 I. M IN EMBED. SCREW W/ 1_1 /L' MIN fMOCD. 1 ■i•I:II.I'■11„,1r - -f L6 PSF MA %. II �� MI MI MIMI _M. SP y I / I / M I' ti vSP MAX. II / III /I MA% I I/ 92: %F I /IIIIII 2 MAX.P MFAMMOMMIMMIIMI IIIIIII I 5/16-e BRASS WORD BUSKING b 1 /L -20 SIDEWALK BOLT 131L•s HEAD) W/ Y MIN. EMBEDMENT L4:r 32 PSF MAX. I/ II I / II 61 PSP I I /IIII 1 11111 II 9 2 St MAx III "M TAx5P VIIIIII evisions 1 U oy dunsep COUNTY COMMENTS ADDED DETAILS GENERAL COMMENTS, COUNTY COMMENTS .(q eJeP '5/24/95 1/10/95 m b P P \ T N 01 \ N N ,D P N M ! N Rf .0 IA • ANCHOR NOTES: MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 2. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF WOOD STUD. 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. 1. N/A = DO NOT USE ANCHOR. APPROVED CO ''LYING WITH THE SOUTH F IDA : iLDING CODE DAT ii;! . T : 199 BY ' I PRO) CT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. '6 b z U N w N" W v < U ° z O a V) In < ¢ W U 0 , W ± Z0 n m N P P N 0 1 Q .Z N N z o g 0 ya_.. If) X E X i L a 4 0 NJ N dote fiNMIgaraMIMO / V.J KNE ICH PR OF ) Li 'E ' I 1 scale AS NOTE (design by I, VJK 1 199,9 L /1/95 [drawn by GO [chec[chec by ked drawing no. 95 -133 shoat 4 of 6 SEAVIEW INDUSTRIES, INC. COPYRIGHT 1996 KNEZEVICH S. ASSOCIATES, INC STEEL STORM PANEL GA GALVAN I description COUNTY COMMENTS ... ADDED DETAILS GENERAL COMMENTS COUNTY COMMENTS COUNTY COMMENTS > S6/72/S elep 1/10/95 5/1/96 5/23/96 7/2/96 ou Nizi N TWO 1/4"0 WOOD LAG SCREWS @ 24" O.C. MAX. USE 3rd ANCHOR @ 24 O.C. MAX. FOR SPANS GREATER THAN OR EQUAL TO CONT. 6" x .125" ALUM. PLATE ACROSS WOOD JOIST OR ROOF TRUSS PROVIDE CONT. PLATE WHERE 'TRACK ENDS BETWEEN TRUSSES GLASS OR DOOR 2 "x2 "x 093" ALUM. STUDDED ANGLE v2.. V\ 0 II .. -..ice STORM PANEL (MAX. DESIGN LOAD s '72 PSF) "U" HEADER STORM PANEL 2" x 4" x 1/8" CONT. ALUM. TUBE (6063 -T6) 1/2"0 THRU BOLT @ 12" O.C. D 0 "PASS THRU" DETAIL SCALE : 3" = 1' -0" WOOD ROOF TRUSS OR FRAMING MEMBER $14 SMS BETWEEN TRUSSES STUCCO FINISH OR PLYWOOD SOFFIT 1/4" MAX. (MAX. DESIGN LOAD x 72 PSF) O SOFFIT CONNECTION DETAIL SCALE : 3" = 1' -0" 1/4"0 RAWL CALK -IN @ 12" O.C. WITH 7/8" MIN. EMB. IN CONC. OR HOLLOW BLOCK OR 1/4"0 LAG SCREW @ 24" O.C. W/ 1 -1/2" MIN. EMB. iN WOOD 2" x 2" x 1/8" CONT. ALUM. ANGLE 6063 -T6 MAX. 1/8" TILE FINISH MATERIAL 3/4" PLYWOOD 1/4"O RAWL CALK -IN @ 5" O.C. WITH 7/8" MIN. EMB. IN CONC. OR HOLLOW BLOCK OR 1/4"0 LAG SCREW @ 12" O.C. W/ 1 -1/2" MIN. EMB. IN WOOD. 2" x 2" x .093" STUDDED ANGLE I 1/2" "/4" 0 RAWL CALK -IN @ 6" O.C. W/ 7/8" MIN. EMB. N CONC. OR OR HOLLOW BLOCK 2" x 3" x 1/8" CONT ANGLE OR 2" X 5" x 1/8" ANGLE 6063 -T6 ALUM. W/ 1/4" 0 THRU BOLT TO HEADER @ 12" O.C. STORM PANEL (MAX. DESIGN LOAD x 72 PSF) ® ANGLE BUILD —OUT B SCALE : 3" = 1' -0" STORM PANEL (MAX. DESIGN LOAD t 72 PSF) SCALE : 3" = 1' - 0" 1/4" MAX. 5/16" m RAWL CALK -IN @ 5" O.C. W/ 1" MIN. EMS. INTO CONC. OR HOLLOW BLOCK. 2" x5 "x 1/8" CONT. ANGLE 6061 -T6 ALUM. W/ 1/4"0 STUD @ 12" O.C. NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. EDGE MOUNT DETAIL 1 -1/2" CONCRETE PLYWOOD & STUCCO FINISH 5" TO 10" AMMASUMENNIW ■ 1/2" ■111111111111Md (MAX. DESIGN LOAD x 72 PSF) C O POCKET DOOR DETAIL SCALE 3" = 1' -0" - - T STORM PANEL 1/4"0 THRU BOLT ANGLE TO ANGLE CONNECTION @ 12" O.C. 2" x 2" x .093" STUDDED ANGLE (MAX. DESIGN LOAD z 72 PSF) ,p---b- 1/ 4 "0 RAWL CALK -IN @ 6" O.C. W/ 7/8" MIN. EMB. INTO CONC. OR HOLLOW BLOCK. (TYP. TOP & BOTTOM) 2"x3 " /8" OR2 "x 5" x 1/8" CONT. ANGLE 6063 -T6 ALUM. (TYP. TOP & BOTTOM) NOTFS THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. F O ANGLE BUILD —OUT SCALE : 3" = 1' -0" WOOD FRAMED POCKET CLOSURE FOR SLIDING DOOR 1/2 -13 MACHINE SCREW NUT 1/2 "m RAWL CALK -IN @ 12" O.C. W/ 1/2 -13 MACHINE SCREW 2 "x 3"x1 /8"CONT. 6063 - ALUM. ANGLE W/ 1/4" 0 THRU BOLT TO HEADER @ 12" O.C. "U " HEADER - STORM PANEL 1/4" MAX. APPROVED AS C+ NG WITH THE SOUTH FLORIDA : % ING CODE DAT 19q 6 BY tr PRODUCT 1/TROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. 4 - 01 16 . V � = z N ~ L '5' O sr Oa N .a N N < Es 2 V Lai Z Z O V.J KNEZEVICH PROFESSION NGINEER is , 0 FL Lic PE scale AS NOTE (design by t V JK No: 1 1996 4/1/95 drawn by GG checked by) V JK drawing no. 95 -133 sheet 5 of 6 SEAVIEW INDUSTRIES, INC. 20 GA GALVANIZED STEEL STORM PANEL MAX. PANEL LENGTH c. Er-E1" MAX. PANEL LENGTH = T-4" MAX. PANEL LENGTH = T-4" BEAM SCHEDULE DESCRIPTION PANEL LENGTH BEAM SPAN 2 • x 5" 5 . - 0 .. 9 . - S .. Tv = .125" 8' -0" 8 -1" Tf = .125" 2" x 9•• 5' -0" 15• -11" Tv = .072" 8' -0" 13 -7" Tf = . 224" a • I 1a • EXISTING C B S e a v 4 a 4 4 ° C v 4 5/16"0 CALK -4N @ 3 -1/8'= O.C. w/ 1 MIN EMBED. IN CONC. CR HOLLOW BLOCK w/ 3-3/4 - MIN. EDGE DIST, B a12 SMS 2" x 2 "x .093" A., STUDDED ANGLE O SCALE : 3" - 1' -0" r ALT. LEG DIRECTION THREE - 1/4"0 THRU BOLTS 2" x 3" x 1/4" x 0' -8" 6063 -T6 ALUM. ANGLE OR TWO -2" x 3" x 1/8" x 6063 -T6 ALUM. ANGLES r IMAX. DESIGN LOAD : 72 PSF) � n Tf THREE 5/16"0 CALK -IN @ 3 -1 /B" O.C. W/ 1 MIN. EMBED, IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. (MAX. DESIGN LOAD : 72 PSFI STORM PANEL O HEADER MOUNT DETAIL A SCALE 3" = 1' -0•' STORM PANEL i *12 SMS @ 12" 0.0 2"x 3"x 1 /4"x 0' -8" 6063 -T6 ALUM. ANGLE OR TWO -2" x 3" x 1/8" x 0' -8" 6063 -T6 ALUM. ANGLES THREE - 1/4•'0 THRU BOLTS ALT. LEG DIRECTION EXISTING C B.S. NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & FINISH MATERIAL. STUCCO AND /OR PLYWOOD © SCALE 3" = 1' - 0" 1 "x 2" 2" x 4" it MAX. HORIZONTAL SPANS) x .055" 6063 -T6 ALUM. TUBE 1/4 "0 RAWL CALK -IN W/ 7/8" MIN. EMBED. IN CONC. OR HOLLOW BLOCK @ 6" O.C. - (1 /2" MAX. 1" x 2" 2" x 2" 2••x4•• 2" x 5" 1/4 "0 RAWL CALK -IN @ 8 " O.C. W/ MIN. 7/8" EMBED. IN CONC. OR HOLLOW BLOCK HEADER (MAX. DESIGN LOAD * 75 PSF) x .055" 6063 -T6 ALUM. TUBE STORM PANEL 1/4" MAX. HEADER MOUNT DETAIL © TRAP MOUNT DETAIL SCALE 3" = V -0" STORM PANEL (MAX. DESIGN LOAD 2 75 PSF) 2` x 2" x .093" STUDDED ANGLE 1/4."0 MACHINE BOLT @ 6" O.C. NOTE. THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. 1/2" MIN. STORM PANEL (MAX. DESIGN LOAD: 72 PSF) STORM PANEL SUPPORT BEAM O 2" x 2" ALUM. TUBE BUILD —OUT SCALE : 3" - 1' -0" 2" x 2" x .093" STUDDED ANGLE 1/4" -20 STUD & WING NUT @ 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV 1/4"0 RAWL CALK -IN @ 6" O.C. W/ MIN. 7/8" EMBED. IN CONC. OR HOLLOW BLOCK 1/4 " -20 STUD & WING NUT @ 6" Z N O.C. FOR TYPE I & II < s AND @ 12" O.C. FOR 2 1/4 " -20 STUD & TYPE !II & IV X I- WINGNUT, PANEL PANEL TO ANGLE w CONNECTION @ 6" O.C. 2" x 2" x .093" OR - 2 "x5" x.093" STUDDED ANGLE 2" x 2" x 093" OR 2"x5 "x.093" STUDDED ANGLE 1/4"0 THRU BOLT @ 12" O.C. ANGLE TO ANGLE CONNECTION 12" x 3" 2" x 4" lx 1/8" 2" x 5" 6063 -T6 ANGLE 1/4=0 RAWL CALK -IN @ 12" O.C. W/ 7/8" MIN. EMBED. INTO CONCRETE O D O ALT. TRAP MOUNT DETAIL SCALE : 3" = 1' -0" NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD 2 72 PSF) SCALE : 3" - 1' -0" IMAX. DESIGN LOAD a 72 PSF) NON- STRUCTURAL STORM PANEL BUILD —OUT 1/4•'0 RAWL CALK -IN @ 6" O.C. W/ MIN. 7/8" EMBED. IN CONC. OR HOLLOW BLOCK STORM PANEL 1/4 • -20 STUD & WING NUT @ 6" O.C. FOR TYPE I & 11 AND @ 12" O.C. FOR TYPE III & IV 2" x 2" x .093" STUD ANGLE APPROVED AS c OMPLY 'G WITH THE SOUTH FLORID BUILD G CODE DAT /0,:v / • 19q( 7 BY ,i ■ PRODUC N CO TROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.96 I& .62. N C 91 cv N a C W C C a I N 4 P 0 P N NI In d 4. tn P r N V.J. KNEZEVICH 1 PROFESSION ENGINEER FL Lic. . Not P O..J 9 =3 date scale e5 NOTE design by VJK I- 0 1 199 4/1/55 drawn by 30 cneched bl VJK drawing no. 95 -133 sheaf 6 of 6 MAXIMUM DESIGN WIND LOADS (PST> FOR ANY TRIBUTARY AREA MAXIMUM DESIGN WIND LOADS (PSF) FOR ANY TRIBUTARY AREA BUILDING ZONES COASTAL OR NON - COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSITIVE Zone(4) & (5) NEGATIVE Int. Zone(4) NEGATIVE End Zone(5) -47 = C 0 -15 45.1 I -47.9 -61.5 > 15 -20 49 I -52.0 -66.8 > 20 -25 I 52.2 I -55. -71.2 > 25730 I 55.0 1 -58.3 -75.0 > 30 -40 59 I -63.3 -81.4 > 40 -50 63.7 I -67.5 -86.8 > 50 -60 67.1 I -7 1 . 1 -91 4 MAXIMUM DESIGN WIND LOADS (PST> FOR ANY TRIBUTARY AREA COASTAL OR NON COASTAL BUILDING ZONES MEAN ROOF P^.:, i I I VE HEIGHT Zone(4) & (5) NEGATIVE I NEGATIVE In-. Zcne(4)I End Zone(S) 0-15 41.3 _4: _ 8 -56.1 +q_6n I 44 v -47 = C > 20 - 25 I 47.8 I -50.6 -6 > 25 -30 I 50.3 , -5_.3 I -66. > 30 -40 I 54.7 I -57 . 9 -74. > 40 - 50 I 56.3 I - 6i.7 I - 79.1 > 50 - 60 I 61.4 i -65.0 I -93.3 DESIGN WIND LOADS (PSF) um)dtiueap I COASTAL OR NON-COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSITIVE Zone(4) & (5) 111 NEGATIVE End Zone(5) 0 -15 I 40.6 -43.4 -51.4 ) 15 -20 I 44 1 -47 : -55 G > 20 -25 I 47.0 -50.2 -59.5 > 25-30 I 49.5 -52.9 -62.7 I > 40 -50 I 57.3 -6:.2 -72.5 1 -IN DESIGN WIND LOADS (PSF) TRIB. AREA > 50 SQ. FT. COASTAL OR NON-COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSITIVE Zone(4) & (5) NEGATIVE Ins. Zone(4) NEGATIVE End Zone(5) 0 -15 I 40.6 -43.4 -51.4 ) 15 -20 I 44 1 -47 : -55 G > 20 -25 I 47.0 -50.2 -59.5 > 25-30 I 49.5 -52.9 -62.7 > 30 -40 I 53.9 -57 4 -68.0 > 40 -50 I 57.3 -6:.2 -72.5 > 50 -60 I 60. -6z - -76. DESIGN WIND LOADS (PSF) TRIB. AREA > 20 SQ. FT. COASTAL OR NON - COASTAL BUILDING ZONES MEAN ROOF HEIGHT POSITIVE Zone(4) & (5) NEGATIVE Int. Zone(4) NEGATIVE End Zone(5) 0 -15 I 43.2 I -45.9 I -57.2 > ' -20 I 46.9 I -4 9. 0 I -62.1 > 20 - 25 i 50.0 I -53.1 I -66.2 > 25 -30 I 52.7 -56.0 I -69.7 > 30 -40 i 57.2 I -60.3 I -75.7 > 40 I 60.9 I - 64.8 1 -80.7 > 50 -60 ! 64.2 f -68.2 I -25.0 ASCE 7-88, 7 -93 DESIGN LOADS FOR COMPONENTS & CLADDINGS BUILDINGS WITH A MEAN ROOF HEIGHT < 60 FT. MEAN ROOF _S sTAL OR NON - COASTAL BUILDING ZONE; +c_:n > 20 -25 > 25-30 > 30 -40 > 40 -50 > 50 -60 ROOF SLOPE, e > 10 ROOF SLOE-2)T , d < DESIGN WIND LOADS (PST) TRIB. AREA > 20 30. __ P ^:, :T :VE I NEGATIVE _dne( > 2 Zone( . . 4 .0 48.2 52. 58.2 - 48.6 - 51.2 - 55.6 - 59.3 - 62.4 -42.0 -ZZ NE :AT :VE End ZCne <5>I - 4S L. - -4 4 -50.3 -63.6 - 69.0 - 73.6 1. TABULATED DESIGN VIND LOADS ARE BASED ON ASCE 7 -08 AND 7 -93 SPECIFICATIONG FDR CDMPONa:NTS AND CLADDINGS. THE FOLLOHING DESIGN CRITERIA ARE USED. A. REAM ROOF HEIGHT LESS THAN OR IEDUAL TO GO FEET. B. IASIC WIND SPEC. 110 KPH C. AN IMPORTANCE FACTOR Or 1.05 rem CATEGORY I STRUCTURES. FOR CATEGORY II AND III Sr uCTURES. reLILTIPLY•APPLICABLE LOAD BY 1.12. D. TRIBUTARY AREA AS NOTED. 2. DESIGN LOADS ARC APPLICABLE FOR COASTAL Ac4D NON- COASTAL BUILDING ZONES. EXPOSURE 'C' IS USED FOR ALL DUILDINZS LESS THAN 60 FEET. 3. POSITIVE AND NEGATIVE LOADS FOR ALL FLOORS ARC DASED UPON THE MEAN ROOT HEIGHT OF THC 3uILDIHG OR STRUCTURE. 4. BUILDING ZONES SHALL BE DETERMINED IN ACCORDANCE VITH THE DIAGRAM SHOWN. DIMENSION 'a' EQUALS 10X DF MINIMLa4 BUILDING VIDTN OR 40Z Or MEAN ROOF HEIGHT (h). WHICHEVER IS SMALLER. 3U7 NOT LESS THAN EITHER 4X or MIPIIMUM WIDTH OR 3 FEET. 12 M=AN ?EOF ?OS . T _ V7 N_-. :'f E NE':A : VE HE:GHT Fone(4) 3 (5: =one - End Zone<E> A -:2 l ,q _on I > 20 -25 ) 25 - 30 I > 30 -40 > 40 -50 > 50 -60 DEZ:GN WIND LOADS (" =-) TRIB. AREA > 50 S2. OOAS AL OR NON - COSTAL BL :L2:NG _ONE_ =7 _ -Z - 43.1 - 46 C - 4 49.3 -52.6 9 2.5 ! -56.0 5. LINEAR INTERPOLATION NAY DE LJSE3 FOR 'ALLIES BEThEEN TABULATED ELEVATIONS. 6. TR!WTARY cREA REFERS TO THE AREA OF LOAD TIE SYSTEM OR camemern acSISTS. rc SYSTEMS SUCH AS STORM PANELS'AHD FOLDING (ACCORDION) SHUTTERS. THE TRIDUTCiY 1'nCA MAY DE TAKEN AS. L 2 / . 3 VHERE L o SHUTTER SPAN FOR OTHER SYSTEMS. REFER TO THE ENGINEERED DRAWINGS OR THIS OrVICE rOR APPROPRIATE TRIBUTARY AZA 02 USE TALES DrsiGRATED AS. DESIGN VINO LOADS FOR ANC TRIDUATARY AnEAS. - -7 J - 62 PROFESSIONAL ENGINEER / V.J. KNEZEVICH Ft. Lice se Na PE 0010983 A' 1995 date U W 0 'o n a - N � � W - • cc a Q � m J p Q . ' M W c.M W C M W Y y v • w W.oxa' faMINMENBMID --�- - - --- i+ A ,u s > 1. - ' o u O r L - e • Cro ■tap no. 94 -200 'meet 1 of 1 COMPONENTS & CLADDINGS KNEZEVICII St ASSOCIATES. INC. WIND LOADS PRODUCT APORC ED B1f D 1 ZONIEG STRUCTURAL Lkip / ?3}id `P {(a�� {(�1n1 t\O +OFING BLDG. Oa U UAL 0 1/6 I SUBJECT TO CO P rPLPAME ! JiT'hi AIL FEDERAL, S`:ATE AB CCW 1Y E9M? SHORTS VILLAGE ASSUMES NO RES FOR ACCURACY OF OR RESULTS FRO119 THESE PLANS. COMiPLIANCE WITH THE SOUTH FLORIDA BUILDING CODE AS ADOPTED BY Migill SNORES VILLAGE IS REQUIRED. THE ARCHITECI, BUILDER & SUS CONTRACTORS ARE CHARGED UV THE it.NOWLEDGE OF ALL BUILDING REGULATIONS WEID NER OR MT SPECIFICALLY INDICATED HEREIN. DJJC[T, SMACES L PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date 3 73/l07) job Address /230 NF 95 St . Tax Folio Legal Description / Historically Designated: Yes No_ / Tenan ✓ei /, ld t 4 v Q P/D 9 Z74 Master Permit # 346 995 72 i o manchester tan Owner's Address 4 �( Phone\ / -495 '757- 8'661 Contracting Co ( Je /O/1 t �1 v�41'i0 in4� Qualifier SS# Phone State # Municipal # Competency # Ins. Co. Architect/Engineer Address Bonding Company Address Mortgagor Address Permit Type (circle one): UILDIN a ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION /2a / 4 eX /e/ /O Square Ft. Estimated Cost (value) 0 WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENWR OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRIC/#. PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNERS 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. Furthermore, I authorize the above -named contractor to do the work stated. APPROVED: Zoning Mechanical ov►mier and/or Condo President Date gna e of Contractor or Owner - Builder P S . 735 ' 31 673 _3D - Notary to 4. _er : , •. " �•.� ��a :��', :�,t Date My Commissi u � s Aa t�:" fii A COt.SVIMSION NO. 0,C. FEES: PERMIT S RADON C.C.F. ( NOTARY BOND Building VW6c Address 6:/ - - UGr io.... 2DrdlJ Date Notary as to Contractor or Owner - Builder My Commission Expires: Electrical Pate TOTAL DUE — Plumbing Structural Engineer