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55 NE 100 StOwner's Address Contracting Co. Qualifier `\ . State # Square Ft. `Q Signature of owner and/or Condo President PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date Job Address 5 5 1 F (fie. ST Tax Folio -310‘ -0 ) 3 /9 2 .O No Legal Description Ct5 l b- o 110/71; kt o Lo / /' wa5 f�� FGo /G i• (3lxR to Owner/Lessee / Tenant 7N ''c ^ - < 4- D /e." t-J' )i L f s S '+ /-°— Master Pernut # S / ) S - Phone 3 o 75- 6 7 / 9 Municipal # Architect/Engineer K r c- Bonding Company Address Mortgagor Address Permit Type (circle one): BUILDING LECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN WORK DESCRIPTION �J\S� R \ 1 Q1 j\QA '� \l Il Cpl Cd /lam- te FI a' \ lAt 3 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 will 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: 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- ed acto to do - work stated. Date Not as to Own and/o ondo Prr} Date e ta My Commiss� ik�sS3AAnQ �' COMMISSION ;,t° cg' b rim dig n ... g cc i i i , tf,103) FEES: PERMIT / S RADON APPROVED: Zoning Buildin Mechanical Historically Designated: Yes /0e- 5 -s l(\ Address a D(314 ' V tG 5 5 I I 'HO), EL SS# aOS- �g --3n Competency # 03 ot,a4t, Co. Address vLl Ox\() bf■ C1 {M 1 Q Estimated Cost (value) 1 0 ,) o , ature of Con actor or 0 er- Builder Date o : as to Contr or Owner - Builder Date My Commission Expires: c a Po M. DAMON HOURIHAN !� COMMISSION } IS " , � N)E D'rer ,rnl 0 -'4.0f 01 . AnANU C aO•011 CO„ au`. C.C.F. I . 60-0 NOTARY BOND ectrical 6 TOTAL DUE 7 �, •°� Plumbing Engineering 5 �N ( C7 8tAi ts-e * /5-o /9 .c- G/bde - 3� • SHUTTER PRODUCT APPROVAL AUTHORIZATION FORM Building Official DPit Coc. &Y`' /►� tfim 1 (2 Attn: Building Official: We are Dade County Notice of Acceptance Holder for the 20 Gage Galvanized Steel Storm Panel under number 99- 0208.01. This letter authorizes �. y \ 11 v' d Y\ to use our 20 Gage Galvanized Steel Storm Panels at the following job: Sincerely, evin ''. Kennedy President AfI6nfic Shu+fers, Inc. 1111 iliiiiiiiiiiiiiii Hurricane Shutters Storm Panels • Accordions • Roll -ups 15421 West Dixie Highway, Bay 23 • N. Miami Beach, FL 33162 (305) 945-7277 • Fax: (305) 945 -1131 No .� • MIAMI -DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Atlantic Shutters Inc. 15421 West Duxue Hwy. Bay 23 N. Miami Beach FL 33162 The expense of such testing will be incurred by the manufacturer. Acceptance No.:99- 0208.01 Expires:11 /09/2001 Approved: 03 /04/1999 Internet mail address: postmaster @buildingcodeonline.com g MIAMI - DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 \VEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT SECTION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Your application for Product Approval of: 20 Ga. Galvanized Steel Storm Panels Shutter under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below. BCCO 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, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined BCCO that this product or material fails to meet the requirements of the South Florida Building Code. Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Dade County, Florida under the conditions set forth above. rancisco . Quintana, R.A. Director 1 of 3 Miami -Dade County Building Code Compliance Office Homepage: http : / /www.buildingcodeonline.com Atlantic Shutters, Inc. ACCEPTANCE No. : 99- 0208.01 APPROVED MAR 0 1999 EXPIRES 11/09/2001 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE This approves a 20 gauge galvanized steel storm panels shutter, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. PRODUCT DESCRIPTION This 20 gauge galvanized steel.storm panels shutter and its components shall be constructed in strict compliance with the following documents: Drawing No. 98 -312, titled "20 Ga. Galvanized Steel Storm Panel ", prepared by Knezevich & Associates, Inc., dated December 16, 1998, sheets 1 through 9 of 9, signed and sealed by V. J. Knezevich, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami - Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS All permanent set components, included but not limited to embedded anchor bolts, threaded cones, metal shields, headers and sills, must be protected against corrosion, contamination and damage at all times. 4. INSTALLATION This 20 gauge galvanized steel storm panels shutter and its components shall be installed in strict compliance with the approved drawings. 5. 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 ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. 2 of 3 11 / Helmy A. v akar, P. E. - Product Control Examiner Product Control Division Atlantic Shutters, Inc. ACCEPTANCE No. : 99- 0208.01 APPROVED MAR 0 4 1999 EXPIRES 11/09/2001 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. 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 (3) years. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", 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 Miami -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 engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTANCE 3 of 3 ffl. / / C% — Helmy Aar, P.E. - Product Control Examiner Product Control Division MEAN HE (N) NON COASTAL ZONES COASTAL ZONES EDGE ZONE (ZONE 7) END ZONE (ZONE 6) INTERIOR ZONE (ZONE S) EDGE ZONE (ZONE 7) END ZONE (ZONE 6) INTERIOR ZONE (ZONE 3) >60' -70' 776.5 86.8 57.2 133.1 114.1 73.1 >717-80' 121.2 90.3 59.3 156.8 116.9 77.0 >80' -90' 125.8 93.8 61.8 160.6 719.7 78.8 >9O' -100' 129.6 96.6 63.6 764.4 122.5 80.7 > 100' - 136.2 101.5 66.9 170.0 126.7 _ 83.4 >120" - 140 1 142.8 106.3 10.1 175.6 1309 86.2 >140' -160' 148.4 110.6 72.9 180..3 134.3 88.5 >1647-180' 153.7 114.1 731 185.0 137.9 90.8 .>18r-200' 157.8 177.6 77.5 188.0 140.7 92.7 >200' -250' 168.1 125.3 82.5 197.2 747.0 96.8 >250' -300' 776.6 131.6 86.7 204.7 152.6 100.5 >300' -350' 785.0 137.9 90.8 211.3 157.5 103.7 >350' -400' 192.3 743.5 94.3 276.9 161.3 706.7 >400' -450' 799.8 148.9 98.1 221.6 165.2 108.8 >450'- 500' 204.7 152.6 100.5 226.J 168.7 177.1 MEAN ROOF H (h) COASTAL & NON COASTAL ZONES ( TRI8UTARY AREA - 70 172.) COASTAL & NON COASTAL ZONES ( 1R43UTARY AREA - 20 FT2.) COASTAL & NON COASTAL ZONES (TRIBUTARY AREA - 30 772.) COASTAL & NON COASTAL ZONES (TRIBUTARY AREA - 40 172.) COASTAL & NON COASTAL ZONES (1R!BUTARY AREA - 50 FT2.) END ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) END ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) ENO ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) ENO ZONE (ZONE 5) INTERIOR ZONE (ZONE 4) , END ZONE (ZONE 5) £NTER/OR ZONE (ZONE 4) 0•-15' 61.5 47.8 57.7 45.8 35.5 44.8 53.3 4.3.9 51.1 42.9 > 15' -20' 66.9 52.0 • 62.7 49.8 60.4 48.8 58.0 47.7 55.6 46.7 >20' -25 71.5 55.6 67.0 53.2 64.3 52.1 62.0 51.0 59.4 49.9 >25' -30' 75.J 58.6 70.7 56.7 68.0 54.9 65.3 51.8 62.6 52.6 >30' -40' 87.5 63.4 76.4 60.7 73.5 59.4 70.6 58.1 67.7 56.9 >40' -50' 86.8 67.5 81.5 64.7 78.4 63.3 75.3 62.0 72.2 60.6 >50 -60' 97.4 71.1 85.8 68.1 82.5 66.7 79.3 613 75.0 63.8 BUILDING'S MEAN ROOF HEIGHT VS NEGATIVE DESIGN LOAD FOR COMPONENTS & CLADDING (P.S.F.) FOR ASCE 7 -88 - MEAN ROOF HEIGHT EQUAL OR LESS THAN 60 FEET (APARTMENT BUILDINGS & RESIDENTIAL HOMES) DETERMINATION OF POSITIVE PRESSURES BASED ON NEGATIVES' SHOWN ON CHART (o) FOR BUILDING WITH MEAN ROOF HEIGHT EQUAL OR LESS THAN 60 FEET : FOR END ZONES : MULTIPLY NEGATIVE PRESSURES BY 0.80 TO OBTAIN MAXIMUM POSITIVE PRESSURES. FOR INTERIOR ZONES : MULTIPLY NEGATIVE PRESSURES 9Y 0.94 TO OBTAIN MAX: UM POSITIVE PRESSURES. (b) GREATER THAN 60 FEET ROOF HEIGHT FOR EDGE ZONES : MULTIPLY NEGATIVE PRESSURES BY 0.50 TO OBTAIN MAXIMUM POSITIVE PRESSURES. FOR END ZONES : MULTIPLY NEGATIVE PRESSURES 8Y 0.66 TO OBTAIN MAXIMUM POSITIVE PRESSURES. FOR INTERIOR ZONES : MULTIPLY NEGATIVE PRESSURES BY 1.00 TO OBTAIN MAXIMUM POSITIVE PRESSURES BUILDING'S MEAN ROOF HEIGHT VS DESIGN LOAD FOR COMPONENTS & CLADDING (P.S.F.) FOR ASCE 7 -88 - MEAN ROOF HEIGHT GREATER THAN 60 FEET (APARTMENT BUILDINGS) TRIBUTARY AREA : WINDOW OR DOOR OR SHUTTER AREA (AT) AS APPLICABLE EXCEPT THAT FOR FREE STANDING STORM PANELS PANEL SPAN (f7) .4 PANEL SPAN ( /t) (AT) = 3 NOTES : PROFESSIONAL ENGINEERS SIGNATURE AND SEAL INDICATED ON 71115 DRAWING ARE ONLY APPLICABLE TD GENERIC WIND LOAD CHARTS BASED ON A.S.C.E. 7 -88 SECTION 6. REQUIREMENTS FOR A FASTEST WIND SPEED OF 110 m.p.h. & 1.05 IMPORTANCE FACTOR. SPECIFIC WIND LOADS MARKED OR HIGH LIGHTED 014 THIS GENERIC CHART BY THE CONTRACTOR FOR AN SPECIFIC JOB. AT THE TIME FOR APPLYING FOR A PERMIT. AND DETERMINED BASED ON AN SPECIFIC MEAN ROOF HEIGHT, WIND EXPOSURE. AS WELL AS EDGE. FNO OR INTERIOR ZONE. HAVE NOT BEEN ANALYZED BY THIS ENGINEER NOR THEY ARE BEING CERTIFIED BY THIS ENGINEER. SHOULD THIS CONDITION NOT THE ACCEPTABLE BY THE BUILDING OFFICIAL. THEN THIS SIGNED AND SEALED GENERIC WINO CHART SHALL NOT BE USE0 TO OBTAIN ANY PERMIT WHERE SPECIFC DESIGN WIND LOADS ARE REQUIRED TO BE CERTIFIED BY A PROFESSIONAL ENGINEER. DAD£ COUNTY I L EC O 1Nc 77&UT =MO & DV0C 101wo cCWPANY urt kw, ( .a fel ti l4Ja2 s3rr W4L7E19 A Tuff A•. P. 4 RORIOA Lk. # 44167 ASCE 7 -88 /WIND LOAD SCHEDULES MIL Or metes mALL Yt9 7/71/97 Mk r 4 I sfa YR AS SHOWN SCALE 5/77/95 0415 DRAWING 7Mf SHQL7 1 Or I FASTENER SPACING (INCHES) ANCHOR SCHEDULE LOADS AND SPANS REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD (W) PSF MAX. (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3" EDGE DISTANCE SPANS UP TO 5' -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) SPANS UP TO 5' -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 I : HOLLOW CONCRETE BLOCK 111111N11 ►lllllllllllllllllllll ►� 1/4"0 ITW TAPCON W/ 1 - 1/4" MIN. EMBEDMENT 48.0 12 12 8 12 12 9 3 4 9 9 6 1/, 3 6 5 12 12 12 12 12 12 4 7 12 12 8 �:' / 5 8 6 62 12 7 6 12 12 7 /, 3 7 7 6/ � ;. 3 6 3 12 9 9 12 12 9 ./'; / / 5 9 9 7 /V/ ; ,/ 4 7 4 7 2.0 10 4 5 10 10 6 , , `% 3 6 3 6 //j 3 6 3 12 6 8 12 12 8' %% 4 8 4 7 �'� 4 7 4 92.0 8 i j 4 8 8 6 ' / 3 6 3 6 A 3 6 3 10 3 6 10 10 7 ' /i,'. 4 7 4 7 i;�j . 4 7 4 200.0 6 / ! / / 3 6 3 6', // 3 6 3 6 7/ 3 6 3 7` ,/, 4 7 4 7; 4 7 4 7 / 4 7 4 ` "11 `;1= 1/4 "0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 - 1/4 MIN. EMBEDMENT & 1/4 - 20 MACHINE SCREW WITH NUT 48.0 12 12 12 12 12 12 5 7 12 12 11 3 5 11 8 12 12 12 12 12 12 6 8 12 12 11 3 6 11 8 9 12 12 12 3 5 12 12 10 4 10 5 12 12 11 12 12 12 3 6 12 12 10 , 5 10 5 72.0 12 8 8 12 12 10 ''' ' f i 4 10 6 10 //' 4 10 5 12 8 9 12 12 10 '.'. 5 10 6 10 / 5 10 5 92.0 12 4 6 12 12 10 / 4 10 5 10 , '. / 4 10 5 12 4 7 12 12 10 ' , ; ' , 5 10 5 10 / r ; 5 10 5 200.0 10 r , %// 4 10 5 10 , , j/ 4 10 10 / 4 10 5 10 /': ' 5 10 5 10 , /7'< 5 10 5 10 ;://' ' 5 10 5 1/4 "0 RAWL W/ 7/8" & 1/4 - 20 STEEL MACHINE POWERS CALK EMBEDMENT STAINLESS SCREW 48.0 12 12 10 12 12 12 5 6 12 12 9 4 9 7 12 12 12 12 12 12 6 9 12 12 12 3 6 12 9 62.0 12 10 8 12 12 10 3 4 10 10 8 ; % 4 8 4 12 12 12 12 12 I12 3 7 12 12 11 ;; /� 6 11 6 72.0 12 7 7 12 12 9 ,/0 4 9 5 8 ! 4 8 4 12 8 11 12 12 11 3 6 11 6 11 /, 6 11 6 92.0 12 4 5 12 12 8 4 8 4 8 i %/ 4 8 4 12 5 8 12 12 11 ; ,, '' 6 11 6 11 //. 6 11 6 200.0 8 // 4 8 4 8 ; 4 8 4 8/ %`/ . 1 4 8 4 11 r; i i ' /, 6 11 6 11 /4 6 11 6 11 , i // 6 11 6 48.0 12 12 8 12 12 9 3 5 9 9 6 >�, 3 6 4 12 12 12 12 12 11 4 7 11 11 8 /� /, 5 8 6 I] ) 62.0 12 7 6 12 12 7 j 3 7 7 5 // / 3 5 3 12 9 9 12 12 8 ;11 5 8 8 7 ja 4 7 4 1/4 "� RAWL NAIL - IN MIN. POWERS ZAMAC W/ 1 - 1/8" EMBEDMENT 7 2.0 10 4 5 10 10 6 3 6 3 5 3 5 3 12 5 8 12 12 7 2! 4 7 4 7 . �' 4 7 4 92.0 8 r "%1 /// 4 8 8 5 , 3 5 3 5 / 3 5 3 10 3 6 10 10 7 / i„r/ 4 7 4 7 %/j 4 7 4 200.0 5 i 3 5 3 5 /// � / 3 5 3 5 / /r 3 5 3 7 /i / //; 4 7 4 7 it !/ , 4 7 4 7 ; x, 4 7 4 1111 1/4 DYNABOLT ANCHOR "0 48.0 12 12 8 12 12 8 3 5 8 8 6 1/ 3 6 4 12 12 12 12 12 10 4 7 10 10 7, 2,i 5 7 5 t I 62.0 11 6 6 11 11 6 ;j 3 6 5 3 5 3 12 8 9 12 12 8/ 5 8 8 7 7' / 4 7 3 ITW RED HEAD SLEEVE W/1 - 1/8" MIN. EMBED. 72.0 9 4 5 9 9 5 vj/ 3 5 3 5 21 3 5 3 12 5 8 12 12 7 /%: 4 7 4 7 /',. j L. 7 3 92.0 7 � 4. 7 7 5 ;, � 3 5 3 5 / 3 5. 3 9 3 6 9 9 7 '/, 4 7 3 7 , i ,;- 4 7 3 200.0 5 // /l 3 5 3 5 f , ,/ 3 5 3 5 3 5 3 7/ // , /. 4 7 3 7 / 2' // 4 7 3 7 4 7 3 1/4 EPDXY S.S. L. 48.0 12 12 12 12 12 12 11 12 12 12 12 6 11 12 12 12 12 12 12 12 12 11 12 12 12 12 6 11 12 12 A111►1U►1►11MUW 62.0 12 12 12 12 12 12 6 12 12 12 12 5 10 12 10 12 12 12 12 12 12 6 12 12 12 12 5 10 12 10 MACHINE 2" 2 SCREW Roo I - 20 ITW EPCON ANCHOR W/ SCREW W/ MIN. EMBED. 72.0 12 12 12 12 12 12 5 10 12 12 12 .5 10 12 10 12 12 12 12 12 12 5 10 12 12 12 5 10 12 10 92.0 12 8 12 12 12 12 5 10 12 10 12 5 10 12 10 12 8 12 12 12 12 5 10 12 10 12 5 10 12 10 200.0 12 5 10 12 10 12 5 10 12 10 12 5 10 12 10 12 5 10 12 10 12 5 10 12 10 12 5 10 12 10 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER ANO SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT ANO EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS W000 FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. - 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR W000 FRAMING. W000 STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE DAT BY PRODUCT CORTROL DIVES1ON BUILDING CODE COMPLIANCE OFFICE 4CCEPTANCE NO q - 0208.0 °c ; VJ. K F!ROFES SVONA FL Lice j PE 001 O in ' I 4 W J �f Q N o , o M r O R X N 4 m m I u o A lo5'-] e FI 4 4L 64 I: I a dwn by 1 .t. NcJ !design ch by1 VJ by n V P( drawing no. 98 -312 sheet 9 of 9 12/17/98 15:38 641 MOKENA DRIVE-MIAMI SPRINGS, FLORIDA 33166 & ASSOCIATES, INC. revisions FASTENER SPACING (INCHES) ANCHOR SCHEDULE LOADS AND SPANS REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD ( W ) P S F MAX. (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3• EDGE DISTANCE SPANS UP TO 5' -O" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) SPANS UP TO 5' -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION TYPE 2 3 •4 5 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION TYPE 2 3 4 5 CONNECTION 1 TYPE 2 3 4 5 CONCRETE 1 1 - 1/4" (MIN. 48.0 12 12 12 12 12 12 6 7 12 12 12 3 5 12 9 12 12 12 12 12 12 8 12 12 12 12 4 8 12 11 62.0 12 12 10 12 12 12 4 6 12 12 11 3 5 11 6 12 12 12 12 12 12 5 9 12 12 12 3 7 12 7 ■ .11111111 11 ■ /4".ITW TAPCON W/ MIN. EMBEDMENT 3,100 P.S.I. CONCRETE) 72.0 12 9 9 12 12 11 3 5 11 7 11 3 5 11 6 12 11 12 12 12 12 4 8 12 9 12 3 7 12 7 92.0 12 5 7 12 12 11 3 5 11 6 11 3 5 11 6 12 6 10 12 12 12 3 7 12 7 12 3 7 12 7 200.0 11 3 5 11 6 11 3 5 11 6 11 3 5 11 6 12 3 7 12 7 12 3 7 12 7 12 3 7 12 7 * '�` I �� ' "" " °` 1 "Q ELCO MALE/ FEMALE "PANELMATE" W/ 1 - 1/4 MIN. EMBEDMENT & 1/4 - 20 MACHINE SCREW WITH NUT (MIN. 9.000 P.S.I. CONCRETE) 48.0 12 12 12 12 12 12 5 7 12 12 11 3 5 11 8 12 12 12 12 12 12 6 8 12 12 11 3 6 11 8 62.0 12 12 9 12 12 12 3 5 12 12 10 j; 4 10 5 12 12 11 12 12 12 3 6 12 12 10 /' � / 4 5 10 5 72.0 12 8 8 12 12 10 / /j/ 4 10 6 10 /7/7, 4 10 5 12 8 9 12 12 10 /// 5 10 6 10 ; ; 5 10 5 92.0 12 4 6 12 12 10 ; 4 10 5 10 4 10 5 12 4 7 12 12 10 ' ', / 5 10 5 10 / i, j • 5 10 5 200.0 10 i � ',/,/ 4 10 5 10 �' / /, : 4 10 5 10 '/%, - y , 4 10 5 102/..5 10 5 10 / , / j,, 5 10 `5 10 //' , 5 10 5 * 1/4' RAWL W/ 7/8" & 1/4 - 20 STEEL MACHINE (MIN. 3,000 lilt O POWERS CALK - IN EMBEDMENT STAINLESS SCREW P.S.I. CONCRETE) 48.0 12 12 12 12 12 12 12 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 8 12 12 12 6 2.0 12 12 12 12 12 12 7 8 12 12 12 5 7 12 11 12 12 12 12 12 12 9 12 12 12 12 7 11 12 12 72.0 12 12 12 12 12 12 5 7 12 12 112 5 7 12 11 12 12 12 12 12 12 7 12 12 12 12 7 11 12 12 92.0 12 9 9 12 12 12 5 7 12 11 12 5 7 12 11 12 12 12 12 12 12 7 11 12 12 12 7 11 12 12 200.0 12 5 7 12 11 12 5 7 12 11 12 5 7 12 11 12 7 11 12 12 12 7 11 12 12 12 7 11 12 12 1-1 1/4 RAWL NAIL MIN. (MIN. 3,000 48.0 12 12 11 12 12 12 5 6 12 12 10 '; 4 10 7 12 12 12 12 12 12 6 10 12 12 12 3 7 12 9 6 2.0 12 11 9 12 12 11 3 5 11 11 9 4 9 5 12 12 12 12 12 12 4 8 12 12 11 3 6 11 6 ". POWERS ZAMAC - IN W/ 1 - 1/8" EMBEDMENT P.S.I. CONCRETE) 72.0 12 7 7 12 12 9 /� 4 9 5 9 /, 4 9 5 12 9 11 12 12 12 3 6 12 7 11 3 6 11 6 92.0 12 4 6 12 12 9 / / 4 9 5 9 , � � 4 9 5 12 5 9 12 12 11 3 6 11 6 11 3 6 11 6 200.0 9 � // �// 4 9 5 9 7 7 �/ 4 9 5 9 4 9 5 11 3 6 11 6 11 3 6 11 6 11 3 6 11 6 ,����) 1/4 "a DYNABOLT ANCHOR (MIN. 2.100 48.0 12 12 12 12 12 12 7 8 12 12 12 4 6 12 11 12 12 12 12 12 12 9 12 12 12 12 5 9 12 12 H1 11" "" 6 2.0 12 12 11 12 12 12 4 6 12 12 12 3 5 12 7 12 12 12 12 12 12 6 10 12 12 12 4 8 12 9 ITW RED HEAD SLEEVE W/1 - 1/8" MIN. EMBED. P.3.I. CONCRETE) 72.0 12 10 9 12 12 12 3 5 12 8 12 3 5 12 7 12 12 12 12 12 12 4 9 12 10 12 4 8 12 9 92.0 12 6 7 12 12 12 3 5 12 7 12 3 5 12, 7 12 7 12 12 12 12 4 8 12 9 12 4 8 12 9 200.0 12 3 5 12 7 12 3 5 12 7 12 3 5 12 7 12 4 8 12 9 12 4 8 12 9 12 4 8 12 9 BOLT 1 (MIN. II 1/4'•. RAWL & 1/4 (3/4 IN. 2.000 4 8.0 12 12 12 12 12 12 11 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 7 12 12 12 62.0 12 12 12 12 12 12 7 8 12 12 12 5 6 12 10 12 12 12 12 12 12 8 12 12 12 12 6 11 12 12 POWERS DROP - IN - 20 SIDEWALK ". HEAD) W/ MIN. EMBEDMENT P.S.I. CONCRETE) 72.0 12 12 12 12 12 12 5 7 12 12 12 • 5 6 12 10 12 12 12 12 12 12 6 11 12 12 12 6 11 12 12 92.0 12 8 9 12 12 12 5 6 12 10 12 5 6 12 10 12 11 12 12 12 12 6 11 12 12 12 6 11 12 12 200.0 12 5 6 12 10 12 5 6 12 10 12 5 6 12 10 12 6 11 12 12 12 6 11 12 12 12 6 11 12 12 12/17f98 15:38 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) W000 STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9 DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORID BUILDING CODE DAT 19 BY PRODUCT C"ROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 9 Ct'0201'0 1 C 0 i w FL Licen PE 0010 sc• AS POTEO design by vJ, 2>4.`"ip.] rito •z � w • °m4 9 a 4 4 Ca 3.1 el V.J. KNISZEWCH PROFESSIONAL drawn by MC checked byl VJK ( droving no. 98 -312 sheaf e of 9 COPYRIGHT 1998 KNEZEVICH & ASSOCIATES, INC. CONSULTING ENGINEERS • PRODUCT TESTING 641 MOKENA FASTENER SPACING ANCHOR SCHEDULE LOADS AND SPANS (INCHES) REQUIRED FOR VARIOUS DESIGN EXISTING STRUCTURE ANCHOR TYPE LOAD (W) PSF MAX. (SEE NOTE 1) MIN. 3/4" EDGE DISTANCE SPANS UP TO 5' -0•• (SEE NOTE 1) SPANS UP TO 8• -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION TYPE 2 3 4 5 000M 111111111►lllllll1111111111v 1/4 "0 WOOD LAG SCREW W/ 1 - 3/4" THREAD PENETRATION (SHEAR PARALLEL TO GRAIN) 48.0 12 12 12 12 12 12 12 9 12 12 12 6 6 12 12 62.0 12 12 12 12 12 12 7 7 12 12 12 5 6 12 11 72.0 12 12 10 12 12 12 5 6 12 12 12 5 6 12 11 92.0 12 9 8 12 12 12 5 6 12 11 12 5 6 12 11 200.0 12 5 6 12 11 ' 12 5 6 12 11 12 5 6 12 11 111111111111111111111111111U. 1/4•'. WOOD LAG SCREW W/ 1 - 3/4" THREAD PENETRATION (SHEAR PERPENDICULAR TO GRAIN) 48.0 12 12 12 12 12 12 12 7 12 12 12 6 5 12 12 62.0 12 12 9 12 12 12 7 5 12 12 12 5 4 12 11 72.0 12 12 8 12 12 12 5 4 12 12 12 5 4 12 11 92.0 12 9 6 12 12 12 5 4 12 11 12 5 4 12 11 200.0 12 5 4 12 11 12 5 4. 12 11 12 5 4 12 11 lc a4r o 1 ,1 ,0:1,:1•,1 _ 1/4 "0 ELCO MALE/ FEMALE 'PANELMATE" W/ 1 -7/8 MIN. EMBEDMENT & 1/4 -20 MACHINE SCREW WITH NUT 48.0 12 12 12 12 12 12 12 12 12 12 12 7 9 12 12 6 2.0 12 12 12 12 12 12 8 9 12 12 12 6 8 12 12 72.0 12 12 12 12 12 12 6 8 12 12 12 6 8 12 12 92.0 12 10 11 12 12 12 6 8 12 12 12 6 8 12 12 200.0 12 s. 6 8 12 12 12 6 8 12 12 12 6 8 12 12 7/16 WOOD W/ 5/8" AND EDGE 48.0 12 12 12 12 12 12 5 7 12 12 10 3 5 10 8 ``` � 62.0 12 12 9 12 12 11 3 5 11 11 9 ; ;i, 4 9 5 •• BRASS BUSHING EMBED. 3/4" MIN. DISTANCE 72.0 12 7 8 12 12 10 j , " f 4 10 6 9 i j 4 9 5 92.0 12 4 6 12 12 9 �; 4 9 5, 9 �% 4 9 5 200.0 9 �! 4. 9 5 9 /,/ /,/ 4 9 5 9 f� 4 9 5 12/17/98 15:38 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS. NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE I5 ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. DESIGNATES ANCHOR CONDITIONS WHICH ARE 9. j i /j NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH ORIDA BUILDING CODE DAT l'tLR CL 19 BY . _ • _ . ! u PRODUCT CO ' DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO, C q - 010%•0l • CO W Q iU O N u) 0 W W Z N C 0 N > o tn O A I 1 i `0 .t fn ▪ N J 1� Q � W m O • a) Q J N • rn • o P. X 1 1 1 < 1 m c m m E 1 4 c 0 • • 01 21 VJ. PROFESSIONA H FL Lic a No: PE 000.63 AS NOTED I design by VJK drawing no. 98 -312 sheet 7 of 9 ER (drawn by t NC checked by VJK 641 MOKENA DRIVE•MIAMI SPRINGS, FLORIDA 33166 CONSULTING ENGINEERS • PRODUCT TESTING PRODUCT MARKING LOCATION o f 400" 1 1 , 2.016" 'a1 12/17/98 15:38 .1701' 75t 12.00" COVERAGE 13.50" OI L1 ml 4 u 1 1 2.00" 2® "h" HEADER FULL PANEL r 2.016" 0 "U" HEADER SCALE : 3" = 1'- 0 SCALE : 3" = 1'- 0" - PRODUCT MARKING (OPTIONAL LOCATION) 400' ® STORM PANEL SCALE :3 " =1' -0" II 185" 'o 122" (TYP SCALE : 3" = 1'- 0" GENERAL NOTES: 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 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOADS. 3. STORM PANELS SHALL BE 20 GAUGE STEEL (t = .035") CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 50, G60 GALVANIZED COATING. 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: ATLANTIC SHUTTERS, INC. NORTH MIAMI BEACH, FL . MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 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 1" 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 (CTC) TEST REPORTS No. 95-007, No. 95- 026, 96-006 AND 96 -006R. 9. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES: 11. 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 AS SHOWN ON THESE APPROVED DRAWING. X07'1666" 75" 6.00" COVERAGE 7.50" HALF PANEL in: 1 20" TYP 2.000 HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) ® OPTIONAL ANGLE 0 ANGLE VARIES: 5.25 " MAX. SCALE :3 " =1' -0" 1/4 -20 X 3/4" MIN. T , PUNCHED INTO ANGLE (SEE DETAILS FOR SPACING) 01 -� Ni .. °I°OZ' TYP ; 2.00} ® STUDDED ANGLE SCALE : 3" = 1'- 0" .08S" co .25": (ZAMAC 3 ALLOY) 70 WASHERED WINGNUT SCALE : HALF SIZE FASTENER ® 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" O.C. \ FOR DESIGN LOADS GREATER THAN 100 PSF 3 LESS THAN OR \ EQUAL TO 200 PSF. OVERLAP FASTENERS TYP. (SEE TOP MOUNT - ,I(PERP. TO PANEL SPAN) SECT ON OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE 1 NOTE # 6) - ALUM. ANGLE CLOSURE PIECE: 1" x x .125" MIN. TO 2." x 5" x .125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) WIDTH UNLIMITED WIDTH UNLIMITED r 12" (TYP) t(PERP. TO PANEL SPAN1- TOP MOUNT SECTION 1 TYPICAL ELEVATION - TYPE III d 1/4" MAX. ` 0 SCALE: 1 - 1/2" = WIDTH UNLIMITED TOP MOUNT t OR DIRECT MOUNT- � l(PERP. TO PANEL SPAN) SECTION -J Q i Q 1_ 1 1- Z W I N NI CC =i ID 1 Z '0 w • J i J J i Q wl � CC w F' A BOTTOM A MOUNT BOTTOM MOUNT EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) 1/ 4" MAX i ALUM. ANGLE CLOSURE PIECE: CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO 2" "MAX. SECTION A w J - CO J Q Q 1- z 0 N_ 0 cc 0 -J Q V 1- CC w J w z 4 a X Q E ■ 1 1 / 6 " . (TYP) (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) BOTTOM MOUNT OR DIRECT MOUNT - OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE II WIDTH UNLIMITED (PERP. TO PANEL SPANI- TOP MOUNT /` OR DIRECT MOUNT 12' (TYP L BOTTOM MOUNT OR DIRECT MOUNT TYPICAL ELEVATION - TYPE IV FASTENER (a@ 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN OR EQUAL TO 200 PSF. 1 -1/2" .. MIN. Li-. 1/2" MIN. OVERLAP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA :U(LDING CODE DAT BY -' .1 .A a 19 1 .l7/.._r / ,/ PRODUCT CO ROL DIV)S'ON BUILDING CODE COMPLiANCE OFFICE ACCEPTANCE N0. C O -01.0 I U > w N W Z 5 x i o.. , • 0 m en ' r O = LL W N - � a Z O a F z W i O z O scat• AS NOTl.) design by 1 VJK I drawn by 1 Nci [checked by drawing no. 98 -312 shut 1 of 9 CONSULTING ENGINEERS • PRODUCT TESTING MIAMI (305) 883-9571 FT. LAUD LENGTH (SEE 001 OS. 0 / f (VERTICAL OR H t PRODUCT MARKING LOCATION o f 400" 1 1 , 2.016" 'a1 12/17/98 15:38 .1701' 75t 12.00" COVERAGE 13.50" OI L1 ml 4 u 1 1 2.00" 2® "h" HEADER FULL PANEL r 2.016" 0 "U" HEADER SCALE : 3" = 1'- 0 SCALE : 3" = 1'- 0" - PRODUCT MARKING (OPTIONAL LOCATION) 400' ® STORM PANEL SCALE :3 " =1' -0" II 185" 'o 122" (TYP SCALE : 3" = 1'- 0" GENERAL NOTES: 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 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOADS. 3. STORM PANELS SHALL BE 20 GAUGE STEEL (t = .035") CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 50, G60 GALVANIZED COATING. 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: ATLANTIC SHUTTERS, INC. NORTH MIAMI BEACH, FL . MIAMI -DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 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 1" 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 (CTC) TEST REPORTS No. 95-007, No. 95- 026, 96-006 AND 96 -006R. 9. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES: 11. 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 AS SHOWN ON THESE APPROVED DRAWING. X07'1666" 75" 6.00" COVERAGE 7.50" HALF PANEL in: 1 20" TYP 2.000 HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) ® OPTIONAL ANGLE 0 ANGLE VARIES: 5.25 " MAX. SCALE :3 " =1' -0" 1/4 -20 X 3/4" MIN. T , PUNCHED INTO ANGLE (SEE DETAILS FOR SPACING) 01 -� Ni .. °I°OZ' TYP ; 2.00} ® STUDDED ANGLE SCALE : 3" = 1'- 0" .08S" co .25": (ZAMAC 3 ALLOY) 70 WASHERED WINGNUT SCALE : HALF SIZE FASTENER ® 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" O.C. \ FOR DESIGN LOADS GREATER THAN 100 PSF 3 LESS THAN OR \ EQUAL TO 200 PSF. OVERLAP FASTENERS TYP. (SEE TOP MOUNT - ,I(PERP. TO PANEL SPAN) SECT ON OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE 1 NOTE # 6) - ALUM. ANGLE CLOSURE PIECE: 1" x x .125" MIN. TO 2." x 5" x .125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) WIDTH UNLIMITED WIDTH UNLIMITED r 12" (TYP) t(PERP. TO PANEL SPAN1- TOP MOUNT SECTION 1 TYPICAL ELEVATION - TYPE III d 1/4" MAX. ` 0 SCALE: 1 - 1/2" = WIDTH UNLIMITED TOP MOUNT t OR DIRECT MOUNT- � l(PERP. TO PANEL SPAN) SECTION -J Q i Q 1_ 1 1- Z W I N NI CC =i ID 1 Z '0 w • J i J J i Q wl � CC w F' A BOTTOM A MOUNT BOTTOM MOUNT EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) 1/ 4" MAX i ALUM. ANGLE CLOSURE PIECE: CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO 2" "MAX. SECTION A w J - CO J Q Q 1- z 0 N_ 0 cc 0 -J Q V 1- CC w J w z 4 a X Q E ■ 1 1 / 6 " . (TYP) (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) BOTTOM MOUNT OR DIRECT MOUNT - OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE II WIDTH UNLIMITED (PERP. TO PANEL SPANI- TOP MOUNT /` OR DIRECT MOUNT 12' (TYP L BOTTOM MOUNT OR DIRECT MOUNT TYPICAL ELEVATION - TYPE IV FASTENER (a@ 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN OR EQUAL TO 200 PSF. 1 -1/2" .. MIN. Li-. 1/2" MIN. OVERLAP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA :U(LDING CODE DAT BY -' .1 .A a 19 1 .l7/.._r / ,/ PRODUCT CO ROL DIV)S'ON BUILDING CODE COMPLiANCE OFFICE ACCEPTANCE N0. C O -01.0 I U > w N W Z 5 x i o.. , • 0 m en ' r O = LL W N - � a Z O a F z W i O z O scat• AS NOTl.) design by 1 VJK I drawn by 1 Nci [checked by drawing no. 98 -312 shut 1 of 9 CONSULTING ENGINEERS • PRODUCT TESTING MIAMI (305) 883-9571 FT. LAUD LENGTH (SEE 001 OS. 0 1' /17 /62R 1 5• EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED I ON TYPE OF STRUCTURE T I I SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EMBED / ,/ EXISTING CONCRETE, EMBED HOLLOW BLOCK OR ✓ F , WOOD FRAMING. SEE N ANCHOR SCHED. BASED /o ON TYPE OF STRUCTURE GLASS OR DOOR H 0 W l7 0 w / w l7 i 0 W F- Z GLASS OR DOOR J w z i CL / / 1 E• — • 1/4 -20 MACHINE BOLT FASTENER. SEE & WINGNUT @ 6" O.C. ANCHOR SCHEDULE, FOR TYPE I & II AND REF. CONNECTION "TYPE 4• Cal 12" O.C. FOR TYPE III ANGLE TO WALL DETAIL FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION9YPE 2' 11/2" MAX. WALL MOUNT SECTION SCALE : 3" = 1' -0" �-- FINISH MATERIAL STUCCO, / AND /OR PLYWOOD i FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION "TYPE 4' FROM GLASS SCHED. (TABLE 2) 0 CONT. (TYP. TOP & BOTTOM CONT SCALE : 3" = 1' -0" 7 1/4 -20 MACHINE BOLT & NUT Cal 12" 0.C. PANEL TO ANGLE DETAIL 1/4 -20 MACHINE BOLT & NUT @ 6" FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4" w -J 4 • ' 1- w w In 1/4" MAX. SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/4•' MAX. x SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. (MAX. DESIGN LOAD .130 P.S.F. = -100 P.S.F. ) BUILD -OUT MOUNT SECTION 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND O.C. @ 12" O.C. FOR TYPE III & IV & IV NOTE: PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4" A /1) THIS DETAIL SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR — WOOD FRAMING i EMBED 1 /( TYP) tu rn ? wj0 W O FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION "TYPE 3" AT TOP OR BOTTOM MAY BE USED • AND STUCCO FINISH, / SCALE : 3" = 1' -0•• OF PANELS. WOOD CEILING/INSIDE MOUNT SECTION EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED " ON TYPE OF STRUCTURE —" PLYWOOD AND STUCCO FINISH SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/6" MAX. CONT. ©CONT. GLASS OR DOOR ©CONT. / \ WOOD FRAMING (TYP.) ANGLE TO WALL DETAIL O WALL MOUNT SECTION E SCALE : 3" = 1' -0" — FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION 'TYPE 3" L id /EDGE, DIST. Q. EQ.. / EXISTING CONCRETE, HOLLOW BLOCK OR / WOOD FRAMING. SEE / ANCHOR SCHED. BASED / :'��' / ON TYPE OF STRUCTURE —' /// EDGE DIST i w -J 4 I - w V) l7 Z w J - J W z 4 a X 4 EXISTING STUCCO FINISH (TYP.) 1/4 -20 MACHINE BOLT & WINGNUT Cnl 6" 0.C. FOR TYPE I &IIAND©12" 0.C. FOR TYPE III & IV L FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 3' SCALE : 3'• = 1/4" MAX. 0 CEILING/INSIDE MOUNT SECTION W f w — USE REMOVABLE ANCHORS ONLY © 6" 0.C. MAX. FOR TYPE I & II AND @ 12" O.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION 'TYPE 1' (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) 1/4 -20 MACHINE BOLT & WINGNUT Cal 6" 0.C. FOR TYPE I & 11 AND @ 12" O.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL - 1/4" MAX. - 2': L7 z:- WI(LI -J1_1 J m w:4 ZIF- 4 1w •Iv X :— 4. F APPROVED AS COMPLYING WITH THE SOUTH FLORIDA UILDING CODE DAT IVR • 19 BY •� - � PRODUCT CO ROL DIV1S:ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. • I `J ° c1 I data rAl EE ) a ,, "�a 11.4 a 1:4" sI I v y G 0 • ! ow I O W 1""1 I N ~ H13:1 V.i. KNE28NICH PROFESSIONA! NGINEER 1 FL Li- se No: PE 0983 B 13 1999, drawing no. i 98 -312 sheet 2 of 9 12/16/!6 drawn b y AS Noreo) Nc !design by VJK [checked by VJK 12/17/98 15:37 .SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR Z 1/4 -20 5.5. BOLT & WINGNUT @ 12" O.C. SCALE : 3" = 1' -0" MIN. 2" x 2" x .125" MAX. 4" x 4" x .125" CONT. 6063 -T6 ALUM. ALLOY OR 18 GAGE GALV. STEEL ANGLE CORNER DETAIL SCALE : 3" = 1' -0" 111111RN// 1111.0.1111P.. o ' is 1- 17 z w J -J w z Q Q. X 4 CONT. Z PLYWOOD AND TWO 1/4"0 S.S. LAG SCREW @ STUCCO FINISH / 24" O.C. MAX. W/ 1 -3/4" PENETRATION 2" x 6" P.T. WOOD / IN CENTER OF STUDS BLOCKING (MAX. DESIGN LOAD ± 72 PSF) NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. WALL MOUNT SECTION (BOTTOM) '-FOR W000 BLOCKING USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO WOOD BLOCKING @ 12" O.C. STORM PANEL ... STORM PANEL THREE 1/4"0 W000 LAG SCREWS W/ 2 -1/2" MIN. EMBED. @ 24" O.C. MAX. CONT. 6" x .250" ALUM. PLATE ACROSS WOOD JOIST OR ROOF TRUSS PROVIDE CONT. PLATE WHERE TRACK ENDS BETWEEN TRUSSES GLASS OR DOOR SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 21 0 CONT. --\ 1/4 -20 MACHINE `•, 1/4 -20 MACHINE BOLT BOLT & NUT & WINGNUT @ 6" O.C? @ O.C. - FOR TYPE 1 & 11 I ()CONT. (TYP. \ AND @ 12" O.C. FOR. TOP & BOTTOM TYPE III & IV - • EM ()CONT. SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) • i SCALE : 3" = 1' -0" (MAX. DESIGN LOAD ± 72 PSF) `O SOFFIT CONNECTION DETAIL , SCALE : 3" = 1' -0" - FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4• '- FINISH MATERIAL STUCCO, AND /OR PLYWOOD \ --EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE x SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. n ALT. BUILD -OUT MOUNT SECTION 2' 1 01-- Z'' w1W J: J J im WI Z O <C . tai CL QE D EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE — WOOD ROOF TRUSS OR FRAMING MEMBER �'� f/ i 1/4 -20 MACHINE BOLT & WINGNUT @ 6" 0.C. FOR TYPE 1 & 11 AND @ 12" 0.C. FOR TYPE III & IV 1414 SMS BETWEEN TRUSSES @ 12" 0.C. a' 4' _FINISH MATERIAL STUCCO , AND /OR PLYWOOD ' Z / 1/4_" MAX. 1 . JnL_ USE REMOVABLE ANCHORS ONLY @ 6" 0.C. MAX. FOR TYPE I & II AND (al 12 ".O.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION 'TYPE 1' (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE I SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) A / 1) GLASS OR DOOR ;1/ SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) r - FINISH MATERIAL STUCCO, / AND /OR PLYWOOD / FASTENER. SEE ANCHOR SCHEDULE. REF. CONNECTION "TYPE 4e i 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" 0.C. 1/4" MAX. AP OVED AS COMPLYING WITH 'ME SOUTH FLORIDA BUILDING CODE IZGL (MAX. DESIGN LOAD s 72 P5KT A" 19 BY rK Ad ANGLE BUILD -OUT PRODUCT CfITR0L DIY:S ON r SCALE : 3" = 1' -0" I ,-FINISH MATERIAL STUCCO, / AND /OR PLYWOOD � 1 s � _, �, ^ z: -- wi w -JI ..J —II CO w1 Q z: 'TAO X I F 1 1' E MBED I Zr o DIRECT MOUNT DETAIL SCALE : 3" = 1' -0" BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 9 - O7.0`6'0I W F Q U O a7 en Q at, 0 w N W z 0 m 4 0 O: 0 LL z a. Q F W 0 4 z W 0 ! alto 1 AS NO idaaign by v.nc 0 w r- r .o 2 p 4 • " is I O 0 � , W m, 0 m J � r - ' X ,n Q co R1 P co co } Q a 0 • drawing no. 98 -312 7 of 9 t- z drawn by NC (chatted bye VJK BEAM SCHEDULE DESCRIPTION PANEL LENGTH BEAM SPAN 2" x 5•" Tw = .125" Tf = .125" 5' -0» 9' -5" 8' -0" 8' -1" a� EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE -' SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) La 12 /17 798 15:37 WOOD FRAMED POCKET CLOSURE FOR SLIDING DOOR 1 -1/2" 5" TO 10" MIN. 11111U111P112011 211111UIttPall \11,11115 1 p e. 1/4 "0 THRU BOLT ANGLE TO ANGLE CONNECTION @ 12" 0.C. 2" x 2" x .093" STUDDED ANGLE PLYWOOD & STUCCO FINISH (MAX. DESIGN LOAD t 72 PSF) SCALE : 3" = 1' -0" POCKET DOOR DETAIL - - All / EXISTING CONCRETE 2" x 3" x 1/8" OR 2" x HOLLOW BLOCK OR 5" x 1/8" CONT. ANGLE W000 FRAMING. SEE 6063 -T6 ALUM. (TYP. TOP ANCHOR SCHED. BASED & BOTTOM) ON TYPE OF STRUCTURE NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. ' EM B O ANGLE BUILD —OUT SCALE : 3' • 1' -0" FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION " ' T YPE 4" r — 1/2 -13 MACHINE / SCREW NUT 1/2 "0 POWERS RAWL % CALK -IN @ 12" O.C. W/ 1/2 -13 MACHINE SCREW 2" x 3" x 1/8" CONT. 6063 -T6 ALUM. ANGLE W/ / 1/4" 0 THRU BOLT / TO HEADER @ 12" O.C. 1/2 1/4" MAX. EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR 2"x2 "x.093" ALUM. STUDDED ANGLE SCALE : 3" = 1-0" / / � 1 , m ✓ / / 4 M B , EXISTING CONCRETE, \ HOLLOW BLOCK OR \, WOOD FRAMING. SEE ANCHOR . SCHED. BASED ON TYPE OF STRUCTURE = #12 SMS @ 12" 0.C. (MAX. DESIGN LOAD z 72 PSF) HEADER MOUNT DETAIL - 1/2 "0 THRU BOLT @ 12" O.C. 1/4"0 POWERS 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. WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER x 2" x 1/8" CONT. ALUM. ANGLE 6063 -T6 (MAX. DESIGN LOAD s © "PASS THRU DETAIL SCALE : 3" = 1' -0" --- 2" x 4" x 1/8" CONT.-- 3/4" PLYWOOD / z' ALUM. TUBE (6063 -T6) i � �o r/ N.1; . w 1/4 "0 POWERS RAWL CALK -IN @ 5 " /; rte O.C. WITH 7/8" MIN. EMB. IN CONC. OR 1" HOLLOW BLOCK OR 1/4 "0 LAG SCREW 'n' 4,w I' @ 12" O.C. W/ 1 -1/2" MIN. EMB. 1/.' /' IN WOOD. WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER I / / / , FINISH MATERIAL, STUCCO AND /OR PLYWOOD ALT. LEG DIRECTION TWO -1/4 "0 THRU BOLTS 2" x 3" x 1/4" x 0' -8" 1" x 3" 6063 -T6 ALUM. ANGLE (2" x 3" L -THREE 5/16 "0 POWERS RAWL CALK -IN I 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/.3 -3/4" MIN. EDGE DIST. ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & f MAX. HORIZONTAL SPANS) J W z 4 n- X Q z 0 Co 11 l7 z w J 72 PSF) SEE MIN: STORM PANEL SEPARATION FROM GLASS SCHED' (TABLE 2) 2" x 2" x .093" STUDDED ANGLE .-MAX. 1/8" TILE FINISH MATERIAL EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ANGLE 6061 -T6 ALUM. W/ EXISTING CONCRETE 1/4"0 STUD (1a 12" 0.C. OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FINISH MATERIAL, STUCCO AND /OR PLYWOOD 11 NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD ± 72 PSF) EDGE MOUNT DETAIL SCALE : 3" = 1' -0" x .055" 6063 -T6 ALUM. TUBE — ACCEPTANCE NO C\ Ct - 0108•`1 / <1 • 5/16" 0 POWERS RAWL CALK -IN @ 5 " 0.C. W/ 1" .MIN. EMB. INTO CONC. OR HOLLOW BLOCK. 2" x 5" x 1/8" CONT. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT ' ARC D . 19 BY 111 i 1 /i.../ PRODUCT CO ROL DIVISION BUILDING CODE COMPLIANCE OFFICE / �— FASTENER. SEE / ANCHOR SCHEDULE. REF. CONNECTION "TYPE 2" 1/4" MAX. -1 1/2" MAX. © HEADER MOUNT DETAIL SCALE : 3" = 1' -0" t- z w J w J m W Q Z H Q w 0 z CD I- Q U 0 07 y ad Z 0 W N W z 0 I c 0 T. .I al a :I 21 vJ. PROFESSION FL Lic PE 00 acal• AS MOTTO [design by VJK drawing no. 4 4 E a drawn by MC (checked by VAC 98 -312 ane.rt BEAM SCHEDULE DESCRIPTION PANEL LENGTH BEAM SPAN 2" x 5" Tw = .125" Tf = .125" 5' -0" 9' -5" _ 8' -0" 8' -1" O TRAP MOUNT DETAIL R SCALE : 3" = 1' -0" 12/17/98 15:37 — EXISTING CONCRETE / OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FINISH MATERIAL STUCCO, AND /OR PLYWOOD EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "1`YPE 3° 1/4" -20 STUD & WING NUT @ 6" O.C. FOR TYPE 1 & 11 AND @ 12" O.C. FOR TYPE III & IV `- 2 "x5 " MAX. x.093" STUDDED ANGLE W Z Q a X Q z 1 2' x 2' 1 ' x 2" I x .055" 6063 -T6 ALUM. TUBE 1 FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION 'TYPE 1•- •w w IJ m l7 Z - CONNECTION (al 6" O.C. — ' 2" x 5" MAX. x .093" / STUDDED ANGLE \ ; " OR 2', w !: ;2" MIN., 1/4 " -20 STUD & WINGNUT, PANEL PANEL TO ANGLE S O ALT. TRAP MOUNT DETAIL SCALE : 3" = 1' -0" 1/4 "0 MACHINE BOLT \- 2" x 2" x .093" STUDDED ANGLE NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. O 2" x 2" ALUM. TUBE BUILD —OUT SCALE : 3" = 1' -0" FINISH MATERIAL STUCCO, AND /OR PLYWOOD ,— EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE -- FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION'T`YPE 3" 2" x 2" x .093" STUDDED ANGLE 1/4" -20 STUD & WING NUT (al 6" O.C. FOR TYPE I & II AND (al 12" O.C. FOR TYPE III & IV THREE 5/16 "0 POWERS RAWL CALK -IN (al 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. ' 0 0 / l ,EMB. 2" x - 2 "x .093" STUDDED ANGLE-\ - : i 1/4"0 THRU BOLT (al 12" O.C. ANGLE TO ANGLE CONNECTION 2" x 3" 2 "x4" x1 /8" 2" x 5" 6063 -T6 ANGLE FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION °TYPE 3° EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE rIW ,2" ALT. LEG DIRECTION SCALE : 3" = 1' -0" #12 SMS (la 12" O.C. -2 "x3 "x1/4" x0' -8" 6063 -T6 ALUM. ANGLE `- TWO -1/4"o THRU BOLTS NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD s 72 PSF) T O STORM PANEL SUPPORT BEAM SCALE : 3" = 1' -0" STORM PANEL BUILD —OUT BY Z Q a X 1- l7 �Iz w J w w 1 W — z!(11 •-• Q: — w aim Q I w j J —t J —ALUM. BEAM ▪ (SEE BEAM r SCHEDULE BELOW FOR f Tf BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) ' "- 1/4" -20 STUD & WING NUT (al 6" \ O.C. FOR TYPE I & II 1 AND @ 12" O.C. FOR TYPE III & IV L--2" x 2" x .093" i y \- NON- STRUCTURAL EDGE DIST. STUD ANGLE NOTE: THIS DETAIL MAY BE USED A APROVED AS COMPLYING WITH Ti: TOP OR BOTTOM OF PANEL. SOUTH FLORIDA , BUILDING CODE DAT m RC 1". PRODUCT C011 ROL DIVISION BUILDING .CODE COMPLIANCE OFFICE ACCEPTANCE NO 9 -0/ I� date m a 0 LL 1) 2 a FL Lic PE 0 AS NOTED design by VJK 0 0 u, O 4 N a N O e , W 0 O • 0 J N N 0 LL a w v T 0 F a_ F drawing no. 98 -312 sneer 5 of 9 c 2 aj o ; C : V.J. KNEZEVrcH PROFESSIONAL ER e No: 83 1999 12116/9e drawn by MC checked by vim NEGATIVE DESIGN LOAD W (PSF) TYPE I TYPE II TYPE III TYPE IV "U" & "H" HEADERS WITH STUD SILLS © 6" 0.C. OR "F" TRACK WITH BOLTS @ 6" 0.C. 0Ir FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS @ 6" 0.C. & DIRECT MOUNTS W/ ANCHORS @ 6" 0.C. (TOP & BOTTOM) -or "U" & "H" HEADERS WITH STUD SILLS (la 12" 0.C. OR "F" TRACK WITH BOLTS @ 12" O.C. -toe ore FOR STUDDED ANGLE MOUNTS. "F" TRACK MOUNTS W/ STUDS (al 12" 0.C. & DIRECT MOUNTS W/ ANCHORS C 12" 0.C. MAX. (TOP & BOTTOM) ie it L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) 30.0 8 -8 12 -0 8 -8 12 -0 40.0 8 -8 11 -10 8 -8 11 -6 50.0 8 -8 11 -1 8 -8 10 -3 60.0 8 -8 10 -2 8 -8 9 -4 70.0 8 -8 9 -5 8 -8 8 -8 80.0 8 -6 8 -9 8 -1 8 -1 90.0 8 -0 8 -3 7 -2 7 -8 100.0 7 -4 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 -4 140.0 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 -5/8 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 -5/8 1 -1/8 7 - 4 2 -5/8 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 /s - 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 12/17/98 15:38 TABLE 1 - STORM PANEL SCHEDULE TABLE 1 AND 2 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. ALLOWABLE STORM PANEL SPAN. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE MAX. ALLOWABLE STORM PANEL SPANS. 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. 4. 'or = FOR TYPE I Z. II - BOLTS REQUIRED @ MIDSPAN TO HOLD PANEL SEAMS TOGETHER. ' = FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. TABLE 2 - SEPARATION FROM GLASS SCHEDULE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT et . 19 BY .....gr PRODUCT CON C OL DIV!S!ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO c l c t - 0 Z Of 3.0, i U z 44 cn W V 0 0 a a 19 V z z O z 0 z 11 z 0 V n to c 0 N m •I Qi I i vJ. PROFESSIONAL FL Lit PE 00 AS NOTIO dosiQn by 1 vac N m a ml o f m , ,74 O X! No: 3 R drawn by MC ch•ck•d by vm drawing no. 98 -312 shoot 6 of 9