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HomeMy WebLinkAboutSUBMITTED PAPERSPermit Number - St. Lucie County © SCANNED Building & Zoning Department • BY 2300 Virginia Avenue $a Fort Pierce, FL 34982 LI-160 County O 772-462-155353 APPLICATION FOR STORM SHUTTER PERMIT SEE REVERSE SIDE FOR INSTRUCTIONS DATE: 1. LOCATION/SITE ADDRESS: 0 1--�pi6n 3 WoxX, 2. PARCEL ID NUMBER: 333q -S0 1 — ML10 -©©0 S W=W=WMW=-11j11L�111]MfMO MGM 3. DESCRIPTION OF PROJECT OR WORK ACTIVITY: ,�EZ,5alt GJD S(DPLM 4. TYPE OF STRUCTURE: SFR ✓ ADDITION OTHER 5. OWNER 1 INFORMATION 6. Name: Ito �iC�y�p`ll 1��� Address: 903 D C �loc,M,)InnG gam, City:90 r+ c5� LLY ► -e, State: FL Zip: ")LI9% Phone: 30,;L-'A1q -565tA Type of Surface attachment: Wood Frame Z Concrete t� P4141 WyF� R�A Y CONTRACTOR INFORMATION FL Reg/Cert #: SCC 13 ►!$08aa� County Cert #: Business Name: Dwi 5W rre.,t-- (2coe` Masonry Other Product Type Maximum Opening Pressure per A.S.C.E.-7 Product Compliance Report # Method of Attachment As per Product Approval or Engineers Analysis 120 mph 130 mph 140 mph 140 Exp. C FL N.O.A. Other Anchor Type Anchor Spacing Removable Panels --✓ I - ;� 1) 3 T-&cart ? it — l,. ce Accordion --G 5. P. 0(, • oq l n &~Lh 3• Roll U Colonials Other ALL PRODUCTS SHALL BE LABELED FOR DETERMINING IMPACT RESISTANCE FROM WIND BORNE DEBRIS. **SEE FINAL INSPECTION PROCEDURE FOR EXISTING RESIDENTIAL STRUCTURES ON BACK. CM 7. VALUE OF CONSTRUCTION: $ 56 FEES DUE: RECEIPT: OWNER'S AFFIDAVIT: I certify that all of the information contained in this application is correct and that all work will be done in compliance with all applicable laws regulating construction and zoning. ��e,"3 S, S�vca�tiotsaS�.,� u�7�rw1f �— PRINT QUAWIERS/O NERS JiAME S ATUR F QUALIFIER/OWNER STATE OF FLORIDA, COUNTY OF V A'l'"t 1kowski ACKNOWLEDGED BEFORE ME THIS / DAY OF ZE: , 20 10, BY, WHO I<PERSONALLYKNOW O ME OR WHO HAS PRODUCED AS IDENTIFICATION. Q IOAM14 A A. EVANS NOTARY PUBLIC SIGNATURE OF NOTARY TYPE OR PRINT NAME OF NOT STATE OF FLORIDA TITLE: NOTARY PUBLIC COMMISSION NUMBER C0111M#EE033967 OON EN P1W1AW*4roU NOTICE TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROV ENTS INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. y INSTRUCTIONS, Please complete all information in the space provided. All information must be Printed (use black or blue ink only) or Typed. This application for Shutters to be used for only those activities that is not otherwise included under a primary building permit. This application for Permit may not be used for any activity that include's any type or kind of structural alteration. Building activities involving structural alteration, in addition to the installation of Shutters, must be permitted through the regular building permit review process. The information to be provided with this application includes: 1. LOCATION/SITE ADDRESS: .............................................. Indicate the street address, or general location, of the property on which the building activity is taking place. 2. PARCEL ID NUMBER: ........................................................ Indicate the Property Tax Identification Number for the property on which the building activity is taking place. 3. DESCRIPTION OF PROJECT OR WORK ACTIVITY........ Briefly describe the building activity under permit application. 4. OWNERSFORMATION:::....:..........:..:..:.......... .:.............. "Indicate the name and; address of the owner of.the property on which .. the product is to lie installed. '.5.., CONTRACTORS INFORMATION: .................................... Indicate the State of Florida (if applicable) and St. Lucie County contractor's registration numbers, and the name of the business 1ti&Work. 6. VALUE OF CONSTRUCTION: ....:...................................... Indicate the total value of the work to take place. Total cost of construction includes all material and labor costs associated with the building/construction activity. The value of construction is used to determine the amount of permitting fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction. All applications for the installation of Shutters are to be submitted to the St. Lucie County Building and Zoning Department, St. Lucie County Administration Building, 2300 Virginia Avenue, Fort Pierce, FL 34982. All applications for Permits must be complete and filed with the Department no later 4:30 P.M. each business day. No applications will be accepted for processing after 4:30 P.M. For assistance in, completing this application, please contact the St. Lucie County Building and Zoning Department, at (772) 462-1553, during regular... office hours (8:00`AM °- 5:00•PM), Monday through Friday`. Following the issuance of this Shutter Permit, the scheduling of all required inspections may be made by calling (772) 462-1261. INSPECTIONS ** EXISTING RESIDENCES All shutters must be.'Installed and in place at the time of the final inspection, except for Egress Windows and Doors where one panel must be installed and the remainder must be by the opening for the inspector to verify remaining panels. ON NEW HOMES ALL SHUTTER PANELS MUST BE INSTALLED AT TIME OF FINAL INSPECTION OR INSPECTION WILL FAIL AND C.O. WILL NOT BE ISSUED. SLCCDV FORM NO: 006-05 ammmmmmm=ice 03/02/2009 - F:\03 Elements\10 Loading\11 Calculators\ASCE 7-05\ FLB - ASCE 7-02 Pressure Charts 2007 FLORIDA BUILDING CODE & ASCE 7-05 DESIGN LOADS FOR COMPONENTS AND CLADDING INTERIOR ZONE 4 PRESSURES Mean DESIGN PRESSURES (PSF) - Zone 4 Roof Tributary Area (Sq Ft) .. - 30 Height 10 15 20 25 35 "40.. 45 -. -50 -. .3 -45.2 -44A 43.8 43.3 -42:9 -42.5. --42.2 �-41.9 0 -15 ft +42.7 +41.6 +40.8 +40.2 +39.7 +39.2 +38.9 +38.5 +38.3I 47.0 45.8 45.0 44.4 43.9 43.4 43.1 42.4 - 16 ft +43.3 +42.2 +41 A +40.7 +40.2 +39.8 #39.4.. --42.7 +39.1: -: +38.8 48.2 47.0 46.2 45.5 45.0 44.5 44.2 -43.8 43.5 18 ft +44.4 +43.2 +42.4 +41.7 +41.2 +40.8 +40A +40.1 +39.7 49.2 48.0 47.2 46.5 46.0 45:5 45.1 `44.8 -44:5 20 ft +45.4 +44.2 +43.3 +42.7 +42.1 +41.7 +41.3: +41.0 +40.6 -50.2 49.0 48.1 47.5 46.9 46.5 �46.1- 45.7' +45.4 22 ft +45.1 +44.2 +43.6 +43.0 +42.5 +42.1 +41.8 +41.5 49.9 49.0 48.4 47.8 47.3 46.9 46.6 46.2 +45.9 +45.0 +44.4 +43.8 +43.3 +42.9 +42.6 +42.2 -50.8 49.9 49.2 48.6 48.1 47.7 47.3 47.0 Tft +46.7 +45.8 +45.1 +44.5 +44.1 +43.6 +43.3 +42.9 -51.6 -50.7 49.9 49.4 48.9 48.5 48.1 47.8 +47A +46.5 +45.8 +45.2 +44.8 +44.3 +44.0 +43.6 . -52.3 -51 A 50.7 -50.1 49.6 49.2 48.8 48.5 30 ft +49.4 +48.1 +47.2 +46.5 +45.9 +45.4 +45.0 +44.6 +44.3 -54.4 -53.0 -52.1 -51.4 -50.8 -50.3 49.8 49.5 49.1 32 ft +50.1 +48.8 1 +47.9 +47.1 +46.5 1 +46.0 +45.6 +45.2 +44.9 -55.1 -53.7 -52.8 -52.0 -51.4 50.9 50.5 -50.1 49.7 34 ft +50.8 +49.4 +48.5 +47.7 +47.1 +46.6 +46.2 +45.8 +45A -55.7 54.4 -53A 52.7 52.1 -51.5 -51.1 -50.7 50.3 36 ft +51.4 +50.0 +49.1 +48.3 +47.7 +47.2 +46.7 +46.3 +46.0 -56.4 -55.0 -54.0 -53.3 -52.6 -52.1 -51.7 -51.3 -56.9- 38 ft +52.0 +50.6 +49.6 +48.9 +48.2 +47.7 +47.3 +46.9 +46.5 -57.0 55.6 -54.6 53.8 -53.2 -52.7 -52.2 -51.8 51.5 40 ft +52.5 +51.1 +50.2 +49.4 1 +48.8 1 +48.2. +47.8 =+47.4... -,+47.0... -57.6 -56.2 -55.2 -54A -53.8 -53.2 -52.8 .. -52.4 -5ZO 42 ft +53.1 +51.7 +50.7 +49.9 +49.3 +48.7 +48.3 +47.9 -:+41.5 58.1 -56.7 -55.7 -54.9 -54.3 -53.8 -53.3 ..-52.9 =52.5'' 44 ft +53.6 +52.2 +51.2 +50.4 +49.8 +49.2 +4&8' -+48.3 +48.0`_ -58.7 -57.2 -56.2 55.5 -54.8 -54.3 -53.8 -53.4 -53.0- 46 ft +54.1 1 +52.7 +51.7 +50.9 +50.2 +49.7 +49.2 t+48.8. +48A -59.2 -57.8 -56.7 -55.9 -55.3 -54.8 -54.3 -53.9 -53.5 48 ft +54.6 +53.1 +52.1 +51.3 +50.7 ,+50.1 +49.7 +49.2 +48.9. -59.7 -58.3 -57.2 -56.4 -55.8 -55.2 -54.8 -54.3-54.0 50 ft +55.0 +53.6 +52.6 +51.8 +51.1 +50.6 +50A +49.7 +49.3' -60.2 -58.7 -57.7 -56.9 -56.2 55.7 -55.2 -54.8 -54.4 52 ft +55.5 +54.0 +53.0 +52.2 +51.5 +51.0 +50.5 +50.1 +49.7 -60.7 -59.2 -58.2 -57.4 -56.7 56.1 55.6 -55.2 54.8 54 ft +55.9 +54.5 +53A +52.6 +52.0 +51.4 +50.9 +50.5 +50.1 -61.2 -59.7 -58.6 -57.8 57.1 56.6 -56.1 -55.6 55.3 56 ft +56A +54.9 +53.8 +53.0 +52.3 + . I +51.31 +50.9 +50.5 -62.0 -60.5 -59.5 -58.6 -58.0 57.4 -56.9 -56.5 -56.1 60 ft +57.2 +55.7 +54.6 +53.8 +53.1 +52.5 +52.0 +51.6 +51.2 EXTERIOR ZONE 5 PRESSURES Mean DESIGN PRESSURES (PSF) - Zone 5 " Roof Tributary Area (Sq Ft) 30 Height 10 15 20 25 35 40 45 50 -57.2 -55.0 53A -52.1 -51.1 -50.2 -49.5 48.9 48.3 0 -15 ft +42.7 +41.6 +40.8 +40.2 +39.7 +39.2 +38.9 +38.5 +38.3 58.0 -55.7 54.1 52.8 -51.8 -50.9 50.2 49.5 48.9 -. 16 ft +43.3 +42.2 +41.4 +40.7 +40.2 +39.8 +39.4 +39.1 +38.8 -59A 57.1 55A -54.2 -53.1 52.2 -51A 50.8 -50.2 18ft +44A +43.2 +42A +41.7 +41.2 +40.8 +40.4 +40.1 +39.7 11 -` -60.8 -58A 56.7 -55A 54.3 53.4 -52.6 51.9 51.3 20'ft +45.4 +44.2 +43.3 +42.7 +42.1 +41.7 +41.3 +41.0 +40.6 -62.0 59.6 57.8 56.5 55A 54.5 53.7 -53.0 -52.3 22 ft +46.3 +45.1 +44.2 +43.6 +43.0 +42.5 +42.1 +41.8 +41.5 -63.2 -60.7 58.9 -57.5 -56A 55.5 54.7 53.9 53.3 24 ft +47.2 +45.9 +45.0 +44.4 +43.8 +43.3 +42.9 +42.6 +42.2 -64.2 -61.7 59.9 -58.5 57A 56.4 -55.6 -54.8 -54.2 26 it +48.0 +46.7 +45.8 +45A +44.5. +44.1 +43.6 +43.3 +42.9 -65.2 -62.7 -60.8 59,4 -58.3 57.3 .56.5 -55.7 -55.0 28 ft +48.7 +47.4 +46.5 +45A . +45.2 +44.8 .+44.3 _ -+44.0 +43.6 -66.2 -63.6 -61.7 -60.3 -59.1 58.1 -57.3 _ 56.5 -55.8 30 ft +49.4 +48.1 +47.2 +46.5 +45.9 +45.4 +4&0I +44.6 +44.3 -67.1 -64.5 -62.6 -61.1 - -59.9 -58.9 -58.1 -57.3 56.6 32 ft +50.1 +48.8 +47.9 +47.1 +46.5 +46.0 +45.6 +45.2 +44.9 -68.0 -65.3 -63A -61.9 -60.7 -:59.7 58.8 -58.0 ' 57.3 34 ft +50.8 +49A +48.5 +47.7 - _ "+4T.1 +46.6 +46.2 +45:8 +45.4 -68.8 -66.1 -64.2 -62.7 -61 A --60.4 59.5 '. 58.7 -58.0 36 ft +51 A +50.0 +49.1 +48.3 +47.7 +47.2 +46.7 +46.3 +46.0 -69.6 -66.8 -64.9 -63.4 -62.1 -61.1 -60.2 -59.4 -58.7 38 ft +52.0 +50.6 +49.6 1 +48.9 +48.2 +47.7 +47.3 +46.9 +46.5 -70.3 -67.6 -65.6 -64.1 -62.8 -61.8 -60.9 -60.1 -59.3 40 ft +52.5 1 +51.1 +50.2 +49A +48.8 +48.2 1 +47.8 1 +47.4 +47.0 -71.0 -68.3 -66.3 -64.7 -63.5 -62A -61.5 -60.7 -59.9 42 ft +53.1 +51.7 +50.7 +49.9 +49.3 +48.7 +48.3 +47.9 +47.5 -71.7 -68.9 -66.9 -65.4 - -64.1 - -63.0 -62.1 -61.3 -60.5 44 ft +53.6 +52.2 +51.2 +50.4 +49.8 +49.2 +48.8 +48.3 +48.0 -72.4 -69.6 -67.5 -66.0 -64.7 -63.6 -62.7 51.8 -61.1 46 ft +54.1 +52.7 +51.7 +50.9 +50.2 +49.7 +49.2 +48.8 +48.4 -73.1 -70.2 -68.2 -66.6 -65.3 -64.2 -63.2 -62.4 -61.7 -. 4811 +54.6 1 +63.1 +52.1 +51.3 +50.7 +50.1 +49.7 +49.2 1 +48.9 -73.7 -70.8 -68.7 -67.1 -65.8 -64.7 -63.8 -62.9 -62.2 50 ft +55.0 +53.6 +52.6 +51.8 +51.1 +50.6 +50.1 +49.7 +49.3 -74.3 -71 A -69.3 -67.7 -66A -65.3 -64.3 -63.5 -62.7 52 ft +55.5 +54.0 +53.0 +52.2 +51.5 +51.0 +50.5 +50.1 +49.7 -74.9 -72.0 -69.9 -68.2 -66.9 -65.8 -64.8 -64.0 -63.2 54 ft +55.9 +54.5 +53.4 +52.6 +2..0 +. . . +50.1 -75.5 -68.8 57456.3 -65.3 -64.5 -63.7 56ft +523 +51.8+51.+ 3 1 1.9+53.0 +50.5+564 -76.6 -73.6 -71.4 59.8 -68.4 -67.3 -66.3 -65A -64.6 60 ft 1 +57.2 +55.7 +54.6 +53.8 +53.1 +52.5 +52.0 +51.6 +51.2 WIND VELOCITY=140 MPH I MRH=0-60' ON Kd= EXPOSURE ICI S EETABLE NOT S5 FOR ALT Kd INSTRUCTIONS FOR TABLE USE: 1. TABLES ARE INTENDED TO DEPICT THE 'WORST CASE' PRESSURES, 'WORST CASE' IS DEFINED AS THE CRITICAL CONDITION OF ANY UNKNOWN VARIABLE AS DESCRIBED BELOW. USE OF CRITICAL CONDITIONS REQUIRED; FOR.USE WITH THESE TABLES. 2. FOR SITUATIONS THAT REQUIRE,Kd=1:0,. TABLE VALUES ARE UNDER -DESIGNED BY A FACTOR OF 1.18. VERIFY Kd REQUIREMENTS WITH LOCAL MUNICIPALITY PRIOR TO TABLE USE. 3. USE OF TABLES VALID ONLY FOR BUILDINGS LESS THAN 60' MEAN ROOF HEIGHT. 4. TABLES VALID FORALL 'ROOF SLOPES:_.REDUCTIONS FOR ROOF SLOPES LESS THAN 10o SHALL BE PERFORMED BY AN ENGINEER AS A SITE SPECIFIC CONDITION, 5. IDENTIFY THE BUILDING MEAN (AVERAGE). ROOF HEIGHT. IF THE MEAN ROOF HEIGHT CANNOT BE IDENTIFIED, USE THE . PEAKROOF HEIGHT. 6. ALWAYS ROUND UP ROOF HEIGHTS TO NEXT TABLE VALUE OR TO A CONSERVATIVE ASSUMPTION. 7. CALCULATE THETRIBUTARY-AREA OFTHE:OPENING IN QUESTION (HEIGHT * WIDTH) OR THE SPAN LENGTH (HEIGHT), MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE-THIRD THE. SPAN, LENGTH (HEIGHT-2 / 3). USE THE AREA BETWEEN STRUCTURAL OPENINGS ONLY- THIS INCLUDES AREAS BETWEEN STRUCTURAL MULLS. IF THE TRIBUTARY AREA OF AN OPENING CANNOT BE IDENTIFIED, THE MOST CRITICAL (10 SQUARE FEET) SHALL BE USED. ALWAYS ROUND TRIBUTARY AREA DOWN TO THE LESSER TABLE VALUE. FOR LARGER TRIBUTARY AREAS THAN PUBLISHED, USE THE LARGEST PUBLISHED VALUE. 8. IDENTIFY THE ZONE OF THE OPENING AS INTERIOR (ZONE 4) OR EXTERIOR (ZONE 5) PER ,-- THE FIGURE OR INFORMATION BY OTHERS. ANY QUESTIONABLE OPENING IS TO BE CONSIDERED THE MORE CRITICAL (EXTERIOR) ZONE. 9. READ OFF POSITIVE AND NEGATIVE PRESSURES FOR USE AS REQUIRED BY THE LOCAL MUNICIPALITY IN ACCORDANCE WITH CODE. GENERAL NOTES: 1. THESE CHARTS ARE NOT VALID AS A SITE -SPECIFIC DRAWING. THESE TABLES ARE ONLY VALID WHEN SIGNED & RAISED SEALED BY FRANK L. BENNARDO, P.E. 2, THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED. USE OF THESE TABLES AND CORRESPONDING WIND VELOCITY, EXPOSURE, AND OTHER COEFFICIENTS LISTED HEREIN SHALL BE DICTATED AND VERIFIED BY THE GOVERNING BUILDING DEPARTMENT AND PERMIT HOLDER. NO WARRANTY FOR APPLICABILITY OF TABLE VALUE USE IS OFFERED HEREIN. 3. THIS SPECIFICATION IS NOT INTENDED TO OFFER ANY PRODUCT APPROVED CERTIFICATION, REFER TO ANY SEPARATELY SUBMITTED TEST CRITERIA AND OTHER APPROVALS FOR DESIGN & INSTALLATION INFORMATION AND APPLICABILITY OF THESE TABLE VALUES WHICH IS TO BE VERIFIED BY OTHERS IN ACCORDANCE WITH GOVERNING CODES. 4. DESIGN IS BASED ON THE 3 SECOND GUST (WIND VELOCITY) FOR A CATEGORY II (GENERAL RESIDENTIAL '& COMMERCIAL CONSTRUCTION) USING AN IMPORTANCE FACTOR I=1.0. THESE TABLESNOTFOR USE -WITH ESSENTIAL FACILITIES OR ASSEMBLY OCCUPANCIES. TOPOGRAPHIC FACTOR.. Kzt=LO FOR FLAT TERRAIN USE ONLY. THESE TABLES NOT VALID FOR HILLY TERRAIN. INTERNAL PRESSURE. COEFFICIENT (GCpi=+/-0.18) ENCLOSED BUILDING ONLY. VERIFY USE OF Kd=0,85- (DIRECTIONALITY FACTOR) WITH -LOCAL -BUILDING DEPARTMENT. HVHZ = HIGH VELOCITY HURRICANE' ZONE, TABLES ARE FOR WALLS AND VERTICAL SURFACES ONLY. 5. ADHERE TO ALL LOCAL IMPACT PROTECTION SYSTEM ORDINANCES. 6. NO CERTIFICATION IS OFFERED FOR THE INTEGRITY OF THE HOST STRUCTURE. 7. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. a= 10% OF LEAST HORIZONTAL DIMENSION OR 4o% OF MRH, WHICHEVER IS SMALLER-, BUT NOT LESS THAN 4% OF LEAST HORIZONTAL DIMENSION OR 3FT (1m). USE ZONE 5 IF AT ALL IN QUESTION. CONSULT AN ENGINEER FOR A MORE SPECIFIC INTERPRETATION IF REQUIRED. 59 5 ® 5lk �(A) ELEVATION WALL ZONE FIGURES PEAK ROOF HEIGHT MEAN ROOF EAVE HEIGH'- ROOF HEIGHT 'o m >; cTn m r o < REMARKS DRWNCHKD DATE 2007 FLORIDA BUILDING CODE ENGINEERING nC atm o� o m� �> INITISSUE CL FLB 04/19/06 REVISE FOR 07 FBC TSB FLB 02/23/09 G / \ = ASCE 7-05, MRH = 0 60 FT EXPRESS® _ m - ar � n Cl1 DESIGN LOADS FOR 160 SW 12th AVENUE, #106 �F `tom COMPONENTS & CLADDING DEERFIELD BEACH, FL 33442 m� z o D -I (n F-L a' THIS DOCUMENT IS THE PROPERTY OF FRANK L. BENNARDO, PH: (954) 354-0660 FAX: (954) 354-0443 rpO z PEAND SHALL NOT BE REPRODUCED IN WHOLE OR PART m WITHOUT WRITTEN CONSENT OF FRANK L. BENNARDO, P.E. WWW.ENGEXP.COM mZ o O T o v !^ »ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND iuvai meTF ni in ncaTicmnTnnu CERT OF AUTH #9885 Rl Q z m T j Florida Building Code Online - - Page 1 of 2 Affairs,ommunity -�Q BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map I Links I Search I iaProduct Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL11358 Application Type New Code Version 2007 Application Status Approved Comments Archived r Product Manufacturer Town and Country Industries, Address/Phone/Email 400 West McNab Road Ft. Lauderdale, FL 33309 (954)493-8551 tomj@tc-alum.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Shutters Subcategory Storm Panels Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Wendell W. Haney, P.E. developed the Evaluation Report Florida License PE-54158 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2011 Validated By L.F. Schmidt, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL11358 RO COI CERT OF INDEPENDENCE.pdf Referenced Standard and Year (of Standard) Standard Year ASTM E1886 / E1996 2002 ASTM E330_ 2002 Equivalence of Product Standards http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvIL5K 15 S Wld5Fina59 SwBcX... 4/8/2010 Florida Building Code Online Certified By Page 2 of 2 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 09/10/2008 09/10/2008 09/17/2008 10/14/2008 Summary of Products FL # 11Model, Number or Name Description 11358.1 11A. Aluminum Storm Panel 050" Aluminum Non -Porous Storm Panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL11358 RO II INST 11358.1.pdf Approved for use outside HVHZ: Yes Verified By: Wendell W. Haney, P.E. 54158 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Shutter meets requirements for "Wind Zone FL11358 RO AE EVAL 11358.1.pdf 4" (basic wind speed > 140 mph) and Missile Level "D" Created by Independent Third Party: Yes as defined in ASTM E1996-02. See INST 11358.1 for specific Design Pressure Ratings by size, additional use limitations and installation instructions. 11358.2 JIB. Aluminum Hinged Storm Panel .050" Aluminum Non -Porous Hinged Storm Panel Limits of Use Installation Instructions Approved for use in HVHZ: No FL11358 RO II INST 10358.2.pdf Approved for use outside HVHZ: Yes Verified By: Wendell W. Haney, P.E. 54158 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Shutter meets requirements for "Wind Zone FL11358 RO AE EVAL 11358.2.pdf 4" (basic wind speed > 140 mph) and Missile Level "D" Created by Independent Third Party: Yes as defined in ASTM E1996-02. See INST 11358.2 for specific Design Pressure Ratings by size, additional use limitations and installation instructions. Back Next Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399-2100 (850) 487-1824, Fax (850) 414-8436 © 2000-2010 The State of Florida. All rights reserved. Privacy Statement I Copyright Statement I Accessibility Statement I Plug-in Software I Customer Service Survey I Contact Us Product Approval Accepts: ® ®RT vorlilso 6006Nd VEROV0 http://www.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgvIL5K15SW1d5Fina59SwBcX... 4/8/2010 f R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Facsimile 813.754.9989 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report Report No.: FL-11358.1 Date: September 10, 2008 Product Category: Shutters Product sub -category: Storm Panels Product Name: 0.050" Aluminum Non -Porous Storm Panel Manufacturer: Town & Country Industries, Inc. 400 West McNab Road Fort Lauderdale, FL 33309 Phone 954.970.9999 Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Wendell W. Haney, P.E. (System ID # 1993) for Town & Country Industries, Inc. based on Rule Chapter No. 9B-72.070, Method I d of the State of Florida Product Approval, Department of Community Affairs -Florida Building Commission. RW Building Consultants and Wendell W. Haney, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code (2007 Edition) See Drawing No. FL-11358.1 prepared by R W Building Consultants, Inc. and signed and sealed by Wendell W. Haney, P.E. (FL # 54158) for specific use parameters. Wendell e , P.E. FL No. 4I5 September 10, 008 PF 1402 Sheet I of 3 Limitations 1. This system has been tested and evaluated as a large missile impact protective system in accordance with the requirements of the Florida Building Code, 2007 Edition, for use excluding the High Velocity Hurricane Zone. This product meets Missile Level "D" and includes Wind Zone 4 as defined in ASTM El996. 2. No 33-1/3% increase in allowable stress has been used in the design of this product. Anchors into wood were designed with 1.6 load duration. 3. Positive and negative design pressures to be used with these drawings shall be determined by others for specific jobs in accordance with the local governing code. 4. The system detailed herein is generic and does not provide information for a specific site. The details herein cover connection to wood, concrete and CMU substrates. If site conditions deviate from the conditions detailed herein, a licensed engineer or registered architect shall prepare site specific documents to be used in conjunction with this document. 5. Product markings shall be rolled into each panel with spacing in between marking no greater than 24" and shall be labeled as follows: Town & Country Industries Ft. Lauderdale, FL ASTM Missile Level D 6. Aluminum storm panels shall be 5052-H32 or 3004-H34 aluminum alloy, tested thickness 0.0495". 7. All extrusions shall be 6063-T6 aluminum alloy, unless noted otherwise. All tolerances shall be in accordance with ADM 2005. 8. All bolts & washers shall be zinc coated steel, galvanized steel, stainless steel, or 2024-T4 aluminum alloy with a minimum tensile yield strength of 33 Ksi. 9. Permit holder shall verify the adequacy of the existing structure to withstand new superimposed loads. 10. Storm panels have been designed and tested to the maximum spans and loads shown on these drawings. 11. Top & bottom details shown may be interchanged as field conditions dictate. Panels may be mounted horizontally where applicable. 12. Panels may be mounted in reverse direction (i.e. interior side of opening). For reverse mounted applications, use the positive design pressures shown in Table 1 for both positive and negative design pressures. 13. Panel attachment to mounting hardware using washered wingnut or direct mount anchors are at 12" on center. 14. Storm panel connection to mounting hardware extrusions at 12" O.C. maximum. Wendell . Iyay, P.E. FL No. 158 Sept ber , 2008 PF 1402 Sheet 2 of 3 Supporting Documents A Drawing 1. Drawing No. FL-1 1358.1 prepared by R W Building Consultants, Inc. (Florida Board of Professional Engineers Certificate of Authorization No. 9813), signed and sealed by Wendell W. Haney, P.E. B Tests 1. Testing per ASTM E330-02 as performed by Testing Evaluation Laboratories, Inc. and reported in test report TEL 07-01190258.1 , signed by Wendell W. Haney, P.E. 2. Testing per ASTM El996/1886-02, Missile Level D, Wind Zone 4, as performed by Testing Evaluation Laboratories, Inc. and reported in test report TEL 07- 01190258.1, signed by Wendell W. Haney, P.E. C Calculations 1. Product anchoring for tested specimens is in accordance with manufacturer's published recommendations as substantiated by tested specimens reported in test report TEL 07-01190258.1 and verified by calculations prepared, signed and sealed by Wendell W. Haney, P.E. Additional product anchor analysis for loading conditions prepared, signed and sealed by Wendell W. Haney, P.E. D Other 1. Certificate of Participation issued by National Accreditation and Management Institute, certifying that Town & Country Industries, Inc. is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. 4=de"l I W. P.E. FL No. 54 September 10, 2008 PF 1402 Sheet 3 of 3 Customer: GRAYSON Wo",�wiler Number: 11092010004 NO3LR01 Unit No. Wall Pressure Opening Width Opening Height Shutter Width Shutter Height Slat Length Anchor Spacing 1 -63.2 53 72.5 67 80.5 77.25 12"o.c. 12"o.c. 2 -63.2 74 64 92 70.5 67.25 6"o.c. 15"o.c. 3 -63.2 219.75 97.5 245.625 104 100.75 9"o.c. 9"o.c. 4 -63.2 74 90.5 92 97 93.75 3"o.c. 15"o.c. 5 -63.2 74 96.5 88 104.5 101.25 9"o.c. 9"o.c. 6 -63.2 148 96.5 148 104.5 101.25 9"o.c. 9"o.c. 7 -63.2 64 124 80.5 128 124.75 12"o.c. 6"o.c. 8 -63.2 153 122.5 178.25 126.5 123.25 12"o.c. 6"o.c. 9 -63.2 74 96.5 88 104.5 101.25 9"o.c. 9"o.c. 10 -63.2 26.5 63.5 40.25 71.5 68.25 15"o.c. 15"o.c. 11 -63.2 26.5 63.5 40.25 71.5 68.25 15"o.c. 15"o.c. 12 -63.2 49 56.5 63.25 64.5 61.25 15"o.c. 15"o.c. 13 -63.2 48 60.5 63.25 68.5 65.25 15"o.c. 15"o.c. 14 -63.2 26.5 51 40.25 59 55.75 15"o.c. 15"o.c. 15 -63.2 37 51 51 59 55.75 18"o.c. 18"o.c. 16 -63.2 59.5 86.25 73.5 90.25 87 12"o.c. 12"o.c. 17 -63.2 37 51 51 59 55.75 18"o.c. 18"o.c. 18 -63.2 26.5 51 40.25 59 55.75 18"o.c. 18 "o.c. 19 -63.2 26.5 51 40.25 59 55.75 18"o.c. 18"o.c. 20 -63.2 26.25 51 40.26 59 55.75 18"o.c. 18"o.c. 21 -63.2 37 63.5 51.75 71.5 68.25 15"o.c. 15"o.c. 22 -63.2 37 63.5 51.75 71.5 68.25 15"o.c. 15"o.c. 23 -63.2 26.5 51 40.25 59 55.75 15"o.c. 15"o.c. 24 -63.2 37 63.5 51.75 71.5 68.25 15"o.c. 15"o.c. 25 -63.2 37 63.5 51.75 71.5 68.25 15"o.c. 15"o.c. 26 -63.2 26.5 51 40.25 59 55.75 15"o.c. 03/02/2009 - FAO3 Elements\10 Loading\11 CalculatorSWSCE 7-05\_FLB - ASCE 7-02 Pressure Charts 2007 FLORIDA BUILDING CODE & ASCE 7-05 DESIGN LOADS FOR COMPONENTS AND CLADDING INTERIOR ZONE 4 PRESSURES Mean DESIGN PRESSURES (PSF) - Zone Roof Tributary Area (Sq Ft) ,. _ 30 1 Height 10 15 20 25 35 140 •.. 45 '.50 0 ft -46.3 ;45.2 -44A 43.8 -43.3 42.9 42.5 • •42.2 -41.9 -15 +42.7 -441.6 +40.8 +40.2 +39.7 +39.2 +38.9 -- +38.5 +38.3 47.0 -45.8 45.0 -44.4 -43.9 43.4 43A - 42.7 -42.4 16 ft +43.3 +42.2 +41.4 +40.7 +40.2 +39.8 +39A,. +39.1 +38.8'! 48.2 47.0 46.2 45.5 -45.0 44.5 44.2 . -- 43.8_ ..43.5 18 ft +44.4 +43.2 +42.4 +41.7 +41.2 +40.8 +40A +40.1 +39.7 49.2 48.0 -47.2 46.5 -46.0 45..5 45.1 44.8 -44.5 i 20 ft +45.4 +44.2 +43.3 +42.7 +42.1 1 +41.7 +41.3 1 +41.0.1 +40.6 -50.2 -49.0 48.1 -47.5 -46.9 -46.6 =46.1 -45.7- -45.4 22 ft +46.3 +45.1 +44.2 +43.6 +43.0 +42.5 +42.1 +41.8 +41.5 -51.2 -49.9 49.0 •48.4 47.8 47.3 46.9 46.6 46.2 24 ft +47.2 +45.9 +45.0 +44A +43.8 +43.3 +42.9 +42.6 +42.2 -52.0 -50.8 49.9 49.2 48.6 48.1 -47.7 47.3 47.0 26 ft +48.0 +46.7 1 +45.8 +45.1 +44.5 +44.1 +43.6 +43.3 +42.9 -52.8 -51.6 -50.7 49.9 49.4 48.9 48.5 48.1 47.8 28 ft +48.7 +47.4 +46.5 +45.8 +45.2 1 +44.8 +44.3 +44.0 1 +43.6 -53.6 -52.3 -51A -50.7 50,1 49.6 49.2 48.8 48.5 30 it +49.4 +48.1 +47.2 +46.5 +45.9 +45.4 +45.0 +44.6 +44.3 -54.4 -53.0 52.1 -51 A -50.8 -50.3 49.8 49.5 49.1 32 ft +50.1 +48.8 +47.9 +47.1 +46.5 +46.0 +45.6 +45.2 +44.9 -55.1 53.7 -52.8 -52.0 -51.4 50.9 -50.5 50.1 49.7 34 ft +50.8 +49A +48.5 +47.7 +47.1 +46.6 +46.2 +45.8 +45A -55.7 54A -53.4 -52.7 -52.1 -51.5 -51.1 -50.7 -50.3 36 ft +51.4 1 +50.0 1 +49.1 +48.3 1 +47.7 1 +47.2 +46.7 1 +46.3 1 +46.0 -56.4 -55.0 -54.0 -53.3 52.6 -52.1 -51.7 -51.3 -50.9 38 ft +52.0 +50.6 +49.6 +48.9 +48.2 +47.7 +47.3 +46.9 +46.5 -57.0 -55.6 -54.6 -53.8 -53.2 -52.7 -52.2 .-51.8 51.5 40 ft +52.5 +51.1 +50.2 +49A +48.8 +48.2 +47.8 -+47.4 +47.0 -57.6 -56.2 -55.2 -54.4 -53.8 -53.2 -52.8 --52.4 -52.6 42 ft +53.1 +51.7 +50.7 +49.9 +49.3 +48.7 +48.3 :.+47.9 +47.5 i -58.1 -56.7 -55.7 54.9 -54.3 -53.8 -53.3 • -52.9' -52.5 44 ft +53.6 +52.2 +51.2 +50.4 +49.8 +49.2 +48.6 +48.3... -58.7 -57.2 56.2 55.5 -54.8 -54.3- "53.8 -53.4 -53.0 4611 +54.1 +52.7 +51.7 +50.9 +50.2 +49.7 +49.2 +48.8 +48.4 59.2 -57.8 -56.7 -65.9 -55.3 54.8 -54.3 -53.9 -53.5 48 ft +54.6 +53.1 +52.1 +51.3 +50.7 +50.1 +49.7; +49.2 _-+48.9 -59.7 -58.3 -57.2 -56.4 -55.8 -55.2 -54.8 •. -54.3 -54.0 50 ft +55.0 +53.6 +52.6 +51.8 +51.1 +50.6 +50.1 +49.7 +49.3 -60.2 -58.7 -57.7 -56.9 -56.2 -55.7 -55.2 -54.8 -54.4 52 ft +55.5 +54.0 +53.0 +52.2 +51.5 +51.0 +50.5 +50.1 +49.7 -60.7 -59.2 -58.2 -57.4 -56.7 -56.1 -55.6 55.2 -54.8 54 ft +55.9 +54.5 +53.4 +52.6 +52.0 +51.4 +50.9 1 +50.5 +50.1 -61.2 -59.7 -58.6 -57.8 57.1 -56.6 56.1 -55.6 55.3 56 ft +56A +54.9 +53.8 +53.0 +52.3 +51.8 +51.3 +50.9 +50.5 -62.0 -60.5 -59.5 .58.6 -58.0 -57.4 -56.9 -56.5 -56.1 60 ft +57.2 +55.7 +54.6 +53.8 +53.1 +52.5 +52.0 +51.6 +51.2 EXTERIOR ZONE 5 PRESSURES Mean DESIGN PRESSURES (PSF) Zone 5 Roof' Tributary Area (Sq Ft) 30 Height 10 15 1 20 25 35 40 45 50 •2 -55.0 53.4 -52.1 -51.1 50.2 -49.5 •48.9 -48.3 0 -15 ft +42.7 +41.6 +40.8 +40.2 +39.7 +39.2 +38.9 +38.5 +38.3 -58.0 55.7 -54.1 -52.8 -51.8 -50.9 -50.2 -49.5 -48.9 16 ft +43.3 +42.2 +41.4 +40.7 +40.2 +39.8 +39.4 +39.1 +38.8 59.4 -57.1 -55.4 -54.2 -53.1 52.2 -51 A -50.8 -50.2 18 ft +44.4 +43.2 +42.4 +41.7 +41.2 +40.8 +40.4 +40.1 +39.7 -60.8 58.4 56.7 -55.4 54.3 53.4 -52.6 -51.9 51.3 20 ft +45.4 1 +44.2 +43.3 +42.7 +42.1 +41.7 +41.3 1 +41.0 +40.6 -62.0 -59.6 -57.8 -56.5 55A -54.5 -53.7 -53.0 -52.3 22 ft +45.1 +44.2 +43.6 +43.0 +42.5 +42.1 +41.8 +41.5 53.2 -60.7 -58.9 57.5 -56A -55.5 -54.7 53.9 -53.3 24 ft +47.2 +45.9 +45.0 +44.4 +43.8 +43.3 +42.9 +42.6 +42.2 - • -61.7 -59.9 -58.5 -57A -06.4 -55.6 -54.8 - 44.2 26 ft +48.0 +46.7 +45.8 +45.1'+44.5 +44.1 +43.6-. +43.3 +42.9 -65.2 -62.7 -60.8 59.4 58.3 57.3 -56.5 55.7 -55.0 28 ft +48.7 +47.4 +46.5 +45.8 . +45.2 +44:8 +44,3 -•+44.0 +43.6 -66.2 -63.6 -61.7 -60.3 _: -59.1 -58.1 -57.3 _ 56.5 55.8 30 ft +49A +48.1 +47.2 1 +46.5 - +45.9 +45.4 +45.0 +44.6 1 +44.3 -67.1 -64.5 -62.6 -61.1- -59.9 -58.9 -58.1 -57.3 -56.6 32 ft +50.1 +48.8 +47.9 +47.1 +46.5 +46.0 +45.6 +45.2 +44.9 -68.0 -65.3 -63A -61.9 -60.7, - -59.7 -58.8 -58.0 -=57.3 34 ft +50.8 +49.4 +48.5 +47:7 -' +47.1' +46.6 +46.2 +45.8 +45A -68.8 -66.1 -64.2 -62.7` -61A -60.4 -59.5. -58.7 58.0 36ft +51.4 +50.0 +49.1 +48.3 +47.7 +47.2 +46.7 +46.3 +46.0 -69.6 -66.8 -64.9 -63.4 -62.1 -61.1 -60.2 59.4 -58.7 38 ft +52.0 +50.6 +49.6 +48.9 +48.2 +47.7 +47.3 +46.9 +46.5 -70.3 -67.6 -65.6 -64.1 -62.8 -61.8 -60.9 -60.1 59.3 40 ft +52.5 1 +51.1 1 +50.2 +49.4 +48.8 +48.2 1 +47.8 +47.4 +47.0 -71.0 -68.3 -66.3 -64.7 -63.5 -62.4 -61.5 -60.7 -59.9 42 It +53.1 +51.7 +50.7 +49.9 +49.3 +48.7 +48.3 +47.9 +47.5 -71.7 -68.9 -66.9 -65A -64.1 -63.0 -62.1 -61.3 -60.5 44 ft +53.6 +52.2 +51.2 +50.4 +49.8 +49.2 +48.8 +48.3 +48.0 -72.4 -69.6 -67.5 -66.0 -64.7 -63.6 -62.7 -61.8 -61.1 46 ft +54.1 +52.7 +51.7 +50.9 +50.2 +49.7 +49.2 +48.8 +48.4 -73.1 -70.2 -68.2 -66.6 -65.3 -64.2 -63.2 52.4 51.7 48 ft +54.6 +53.1 1 +52.1 +51.3 +50.7 +50.1 1 +49.7 +49.2 +48.9 -73.7 -70.8 -68.7 -67.1 -65.8 -64.7 -63.8 -62.9 -62.2 50 ft +55.0 +53.6 +52.6 +51.8 +51.1 +50.6 +50.1 +49.7 +49.3 -74.3 -71.4 -69.3 -67.7 -66A -65.3 -64.3 -63.5 -62.7 52 ft +55.5 +54.0 +53.0 +52.2 +51.5 +51.0 +50.5 +50.1 +49.7 -74.9 -72.0 -69.9 -68.2 -66.9 -65.8 -64.8 -64.0 -63.2 54 ft +55.9 +54.5 +53.4 +52.6 +52.0 +51.4 +50.9 +50.5 +50.1 -75.5 -72.5 -70.4 -68.8 -67A -66.3 -65.3 -64.5 -63.7 56 ft +56.4 +54.9 +53.8 +53.0 +52.3 +51.8 +51.3 +50.9 +50.5 76.6 -73.6 -71 A -69.8 •68,4 -67.3 -66.3 55.4 -64.6 60 ft +57.2 +55.7 +54.6 +53.8 +53.1 +52.5 +52.0 +51.6 +51.2 WIND VELOCITY=140 MPH MRH=O-60' EXPOSURE ICI SEE BASED ON Kd=0.89 TABLE NOTES FOR ALT Kd INSTRUCTIONS FOR TABLE USE: 1. TABLES ARE INTENDED TO DEPICT THE 'WORST CASE' PRESSURES. 'WORST CASE' IS DEFINED AS THE CRITICAL CONDITION OF, ANY UNKNOWN VARIABLE AS DESCRIBED BELOW, USE OF CRITICAL CONDITIONS REQUIRED. FOR USE WITH THESE TABLES, 2. FOR SITUATIONS THATREQUIRE Kd=1.0,. TABLE VALUES ARE UNDER -DESIGNED BY A FACTOR OF 1.18. VERIFY Kd REQUIREMENTS WITH LOCAL MUNICIPALITY PRIOR TO TABLE USE. 3. USE OF TABLES VALID, ONLY FOR. BUILDINGS LESS THAN 60' MEAN ROOF HEIGHT. 4. TABLES VALID FOR ALL ROOF -SLOPES.: REDUCTIONS FOR ROOF SLOPES LESS THAN 10° SHALL BE PERFORMEDBY AN ENGINEER AS A:SITE SPECIFIC CONDITION, 5. IDENTIFY THE BUILDING MEAN (AVERAGE) ROOF HEIGHT, IF THE MEAN ROOF HEIGHT CANNOT BE IDENTIFIED,' USE THE _,PEAKROOF HEIGHT. 6. ALWAYS ROUND UP ROOF HEIGHTS TO NEXT TABLE VALUE OR TO A CONSERVATIVE ASSUMPTION. 7. CALCULATE THE TRIBUTARY -AREA, OF THE -OPENING IN QUESTION (HEIGHT* WIDTH) OR THE SPAN LENGTH (HEIGHT) MULTIPLIED BY, AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE-THIRD THE. SPAN LENGTH (HEIGHT 2 / 3). USE THE AREA BETWEEN STRUCTURAL OPENINGS ONLY- THIS INCLUDES AREAS BETWEEN STRUCTURAL MULLS. IF THE TRIBUTARY AREA OF AN OPENING CANNOT BE IDENTIFIED, THE MOST CRITICAL (10 SQUARE FEET) SHALL BE USED. ALWAYS ROUND TRIBUTARY AREA DOWN TO THE LESSER TABLE VALUE. FOR LARGER TRIBUTARY AREAS THAN PUBLISHED, USE THE LARGEST PUBLISHED VALUE. S. IDENTIFY THE ZONE OF THE OPENING AS INTERIOR (ZONE 4) OR EXTERIOR (ZONE 5) PER THE FIGURE OR INFORMATION BY OTHERS. ANY QUESTIONABLE OPENING IS TO BE CONSIDERED THE MORE CRITICAL (EXTERIOR) ZONE. 9. READ OFF POSITIVE AND NEGATIVE PRESSURES FOR USE AS REQUIRED BY THE LOCAL MUNICIPALITY IN ACCORDANCE WITH CODE. GENERAL NOTES: 1. THESE CHARTS ARE NOT VALID AS A SITE -SPECIFIC DRAWING. THESE TABLES ARE ONLY VALID WHEN SIGNED & RAISED SEALED BY FRANK L. BENNARDO, P.E. 2, THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED. USE OF THESE TABLES AND CORRESPONDING WIND VELOCITY, EXPOSURE, AND OTHER COEFFICIENTS LISTED HEREIN SHALL BE DICTATED AND VERIFIED BY THE GOVERNING BUILDING DEPARTMENT AND PERMIT HOLDER. NO WARRANTY FOR APPLICABILITY OF TABLE VALUE USE IS OFFERED HEREIN. 3. THIS SPECIFICATION IS NOT INTENDED TO OFFER ANY PRODUCT APPROVED CERTIFICATION. REFER TO ANY SEPARATELY SUBMITTED TEST CRITERIA AND OTHER APPROVALS FOR DESIGN & INSTALLATION INFORMATION AND APPLICABILITY OF THESE TABLE VALUES WHICH IS TO BE VERIFIED BY OTHERS IN ACCORDANCE WITH GOVERNING CODES. 4. DESIGN IS BASED ON THE 3. SECOND. GUST (WIND VELOCITY) FOR A CATEGORY II (GENERAL RESIDENTIAL & COMMERCIAL CONSTRUCTION) USING AN IMPORTANCE FACTOR I=1.0. THESE TABLES NOT FOR USE WITH. ESSENTIAL FACILITIES OR ASSEMBLY OCCUPANCIES. TOPOGRAPHIC FACTOR. Kzt=1.0 FOR FLAT TERRAIN USE ONLY. THESE TABLES NOT VALID FOR HILLY TERRAIN. INTERNAL PRESSURE COEFFICIENT (GCpi=+/-0.18) ENCLOSED BUILDING ONLY. VERIFY USE OF Kd=0,85 (DIRECTIONALITY FACTOR) WITH LOCAL BUILDING DEPARTMENT. HVHZ = HIGH VELOCITY HURRICANE ZONE. TABLES ARE FOR WALLS AND VERTICAL SURFACES ONLY. 5. ADHERE TO ALL LOCAL IMPACT PROTECTION, SYSTEM ORDINANCES, 6. NO CERTIFICATION IS -OFFERED FOR THE INTEGRITY OF THE HOST STRUCTURE. 7. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. a= 10% OF LEAST HORIZONTAL DIMENSION OR 4o% OF MRH, PEAK ROOF WHICHEVER IS SMALLER,. BUT NOT LESS THAN 4%OF LEAST HORIZONTAL HEIGHT DIMENSION OR 3FT (Sm). USE ZONE 5 IF AT ALL IN QUESTION. CONSULT MEAN I AN ENGINEER FOR A MORE SPECIFIC INTERPRETATION IF REQUIRED. ROOF a a EAVE HEIGH ROOF HEIGHT 5 ® 5 5® 4 a ELEVATION O WALL ZONE FIGURES f ETR C v rn ° D REMARKS DRWN CHKD I DATE 2007 FLORIDA BUILDING CODE D < T oD o6'I 5m INIT ISSUE CL FLB 04/19/06 m c5 W&PGRINEESESPtING REVISE FOR 07 FBC TSB FLB 02/23/09 m " C ASCE 7-05, MRH = 0 - 60 FT J� n DESIGN LOADS FOR 160 SW 12th AVENUE, #106 tom u n . Ul COMPONENTS & CLADDING DEERFIELD BEACH, FL 33442 y -I O p0 THIS DOCUMENT IS THE PROPERTY OF FRANK L, BENNARDO, PH: (954) 354 0660 FAX: (954) 354-0443 7' � PA RE AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF FRANK L. BENNARDO, P.E. W W W . E N G EX P. CO M ,°, Q T o 0 in ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMRTED AND rtvei merc ni is nFancirennu CERT OF AU7H nsass Z C -, In W. W. Schaefer engineering & Consulting, P.A: (CA #6809) 8895 N. Military Trail; Suite 204C Palm Beach Gardens, FL 33410 Phone (561)775-4902; Fax (561)775-4903 2007 FLORIDA BUILDING CODE; CODE COMPLIANCE STATEMENT FOR PRODUCTS HOLDING DADE COUNTY NOA Effective date of this compliance statement: 04/14/08 Applicable Dade County Notice of Acceptance (NOA): 06-0407.07 W. W. Schaefer Engineering drawings applicable to the above referenced NOA: No. 1475 Product Manufacturer: Folding Shutter Corp. Product Name: Titan II Non-HVHZ Folding Shutter Code compliance statement: The above referenced product, its NOA and all documents pertaining to the NOA have been reviewed for code compliance to the 2007 Florida Building Code. As a result of our review, we find the above referenced product and its corresponding NOA to be compliant with the 2007 Florida Building Code and all applicable code referenced standards. Sincerely, APR 15 U?' Warne'/W. Schaefer, P.E. Flo r ' a P.E. #44135 Rl�gineer of record for the product NOA MIAMI-DADE COUNTY, FLORIDA MIAMEDr4DE NON-HVHZ ME RO-DADE FLAGLER BUILLDING CAWA W BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NOA) www.buildinLycodeonline.com Folding Shutter Corporation 7089 Hemstreet Place West Palm Beach, Florida 33413 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used only in the NON -High Velocity Hurricane Zone (NON- HVHZ) areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the NON-HVHZ of the Florida Building Code. DESCRIPTION: "Titan IP' Aluminum Accordion Shutter APPROVAL DOCUMENT: Drawing No. 1475, titled " Titan II NON-HVHZ Folding Shutter ", sheets 1 through 5 of 5, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated April 04, 2006, signed and sealed by W. W. Schaefer, P.E. on April 04, 2006 bearing the Miami -Dade County Product Control Approval 'stamp with the Notice of Acceptance number and approval date by Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "NON-HVHZ Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words NON-HVHZ Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1, evidence submitted pages E-1 through E-4 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E. NOA No 06-0407.07 ` o Expiration Date: 04/09/2011 Approval Date: 05/18/2006 Page 1 Folding Shutter Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 94-0916.10 A. TESTS: 1. Test report on Uniform Static Air Pressure Test of Accordion Shutter, prepared by Hurricane Engineering & Testing, Inc., Report No.HETI-94-191, dated 07115194, signed and sealed by Arshad Viqar, P.E. 2. Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of accordion shutter, prepared by Hurricane Engineering & Testing, Inc., Report No. HETI-94-195, dated 07116194, signed and sealed by Arshad Viqar, P.E. B. DRAWINGS: 1. Drawing No. 94-63 "Accordion Shutter Details", sheets 1 and 2 of 2, prepared by Al-Farooq Corporation, dated 08125194, revised on 10105194, signed and sealed by Humayoun Farooq, P.E. C. MATERIAL CERTIFICATION: 1. Mill Certified Test Report issued by William L. Bonnell Co., Inc. dated 09113194 with chemical composition and mechanical properties for aluminum alloy 6063-T6. 2. Tensile Test Report No. HETI-94-T20, prepared by Hurricane Engineering & Testing Inc. dated 09115194 D. CALCULATIONS: 1. Anchor analysis dated 10106194, Pages 1 thru 10 of 10, prepared by AI-Farooq Corp., signed and sealed by Humayoun Farooq, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 96-1112.02 A. DRAWINGS: 1. Drawing prepared by Al-Farooq Corporation titled "Titan II Folding Shutter'; Drawing No. 94-63, dated 08125194, revision E dated 03119198, sheets 1 through 5 of 5, signed and sealed by Humayoun Farooq, P.E. B. TESTS: 1. Test report on Uniform Static Air Pressure Test of accordion shutter, prepared by Hurricane Engineering & Testing, Inc., Report No. HETI-96-542, dated 04117196, signed and sealed by Hector M. Medina, P.E. 2. Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of accordion shutter, prepared by Hurricane Engineering & Testing, Inc., Report No. HETI-96-541, dated 04103196, signed and sealed by Hector M. Medina, P.E. Helmy A. Makar, P. E. Product Control Examiner NOA No 06-0407.07 Expiration Date: 04/09/2011 Approval Date: 05/18/2006 E-1 Folding Shutter Corporation. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test of accordion shutter, prepared by Hurricane Test Laboratory, Inc., Report No. 0143-0806-97, dated 08108197, signed and sealed by Timothy S. Marshall, P.E. C. CALCULATIONS: 1. Anchor analysis dated 09130196, prepared by AI-Farooq Corp., signed and sealed by Humayoun Farooq, P.E. 2. Anchor analysis dated 12122197, prepared by AI-Farooq Corp., signed and sealed by Humayoun Farooq, P.E. 3. Anchor analysis dated 03119198, prepared by Al-Farooq Corp., signed and sealed by Humayoun Farooq, P.E. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 01-0118.03 A. DRAWINGS: 1. None. B. TESTS: 1. None. C. CALCULATIONS: 1. None. D. MATERIAL CERTIFICATION: 1. None. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 02-1224.03 A. . DRAWINGS 1. Drawing No. 1173, titled "Titan II Folding Shutter", sheets I through 5 of S, prepared by W W. Schaefer Engineering & Consulting, P.A., dated October 03, 2002, signed and sealed by Warren W Schaefer, P.E. on June 05, 2003. B. TESTS 1. Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test of accordion shutter, prepared by Hurricane Test Laboratory, Inc., Report No. 0143-0408-02, dated 11112102, signed and sealed by Vinu J. Abraham, P.E. li t/tl� A • /"'�� Helmy A. Makar, P. E. Product Control Examiner NOA No 06-0407.07 Expiration Date: 04/09/2011 Approval Date: 05/18/2006 E-2 Folding Shutter Coraoration NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor analysis, 12 Pages, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated October 15, 2002, signed and sealed by Warren W. Schaefer, P.E. D. MATERIAL CERTIFICATIONS 1. Tensile Test Report No. 2KM-1334, prepared by QC Metallurgical, Inc., dated December 06, 2002. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 04-1103.01 A. DRAWINGS 1. Drawing No. 1173, titled " Titan 11 Folding Shutter ", sheets 1 through 5 of 5, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated October 03, 2002, last revision A, signed and sealed by Warren W. Schaefer, P.E. on October 28, 2004. B. TESTS 1. Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test of accordion shutter, prepared by Hurricane Test Laboratory, Inc., Report No. 0143-0408-02, dated 05107104, signed and sealed by Vinu J. Abraham, P.E. C. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. D. CALCULATIONS 1. None. E. MATERIAL CERTIFICATIONS 1. Tensile Test Report No. 2KM-1334, prepared by QC Metallurgical, Inc., dated December 06, 2002. 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 05-0119.01 A. DRAWINGS 1. Drawing No. 1173, titled " Titan II Folding Shutter ", sheets I through 5 of 5, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated October 03, 2002, last revision A, signed and sealed by Warren W. Schaefer, P.E. on January .05, 2005. B. TESTS 1. None. Helmy A. Makar, P. E. Product Control Examiner NOA No 06-0407.07 Expiration Date: 04/09/2011 Approval Date: 05/18/2006 E-3 r Folding Shutter Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. D. CALCULATIONS 1. Design analysis and Anchor calculations, 50 Pages, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated January 04, 2005, signed and sealed by Warren W. Schaefer, P.E. E. MATERIAL CERTIFICATIONS 1. None. 7. NEW EVIDENCE SUBMITTED (NON-HVHZ) from NOA #05-0908.01 A. DRAWINGS 1. Drawing No. 1475, titled " Titan II NON-HVHZ Folding Shutter ", sheets 1 through 5 of 5, prepared by W. W. Schaefer Engineering & Consulting, P.A., dated April 04, 2006, signed and sealed by W. W. Schaefer, P.E. on April 04, 2006. B. TESTS 1. None. C. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. D. CALCULATIONS 1. None. E. MATERIAL CERTIFICATIONS 1. None. F. NOTE 1. The only change in NOA#06-0407.07 for NON-HVHZ from NOA #05-0908.01 is . the Shutter Glass Separation. A&Aez::�21 eimy A. Makar, P. E. roduct Control Examiner NOA No 06-0407.07 Expiration Date: 04/09/2011 Approval Date: 05/18/2006 E-4 6 DIMENSION UNLIMITED (PERP. TO PANEL SPAN) -'-- INDUSTRIES Wholesale Aluminum and Building Products /8 A�� TYP. 12" MAX. ON CENTER - ` c�rTinUc PANEL ATTACHMENT TO_UOUNTING 400 WEST MCNAe ROAD FORT LAUDERDALE, FL 33309 .0501I ALUMINUM STORM PANEL General Notes: 1. This system has been tested and evaluated as a large missile impact protective system In accordance with the requirements of the Florida Building Code for use excluding the High Velocity Hurricane Zone. This product meets missile level'b" and includes Wind Zone 4 as defined. in ASTM E1996. 2. No 33-113 % increase in allowable stress has been used in the design of this product. Anchors into wood were designed with 1.6 load duration. 3. Positive and negative design pressures to be used with these drawings shall be determined by others for specific jobs in accordance with the local governing code. 4. The system detailed herein is generic and does not provide information for a specific site. The details herein cover connection to wood, concrete and CMU substrates. Ifsite conditions deviate from the conditions detailed herein, a licensed engineer or registered architect shall prepare site specific documents to be used in conjunction with this document. 5. Product markings shall be rolled into each panel with spacing in between marking no greater than 24" and shall be labeled as follows: Town & Country Industries Ft. Lauderdale, FL ASTM A4m7e Level D 6. Aluminum storm panels shall be 5052-H32 or 3004-H34 aluminum alloy, tested thickness 0.04957 . 7. All, extrusions shall be 6063-T6 aluminum ahoy, unless noted otherwise. AN tolerances shag be in accordance with ADM 2005. 8. All bolts & washers shall be zinc coated steel, galvanized steel, stainless steel, or 2024-T4 aluminum alloy with a minimum tensile yield strength of 33 Ksi. 9. Permit holder shall verify the adequacy of the existing structure to withstand new superimposed toads. 10. Storm panels have been designed and tested to the maximum spans and loads shown on these drawings. 11. Top & bottom details shown may be interchanged as field conditions dictate. Panels may be mounted horizontally where applicable. 12. Panels may be mounted in reverse direction (i.e. interior side of opening). For reverse mounted applications, use the positive design.pressures shown in Table 1 for both positive and nogoWe design pressures. 13. Panel attachment to mounting hardware using washered wingnut or direct mount anchors are at 12" on Carder. 14. Storm panel connection to mounting hardware extrusions at 12 O.C. maximum. TABLE OF CONTENTS SHEET DESCRIPTION i TYPICAL E AT S NOTES 2 ML OF MATERIALS & COMPONENTS 3 TYPICAL gJaWRIE QUAI 4 TYPI AL CR C 5 DMAL SS CTIONS 6 TYPI R C S 7 TYPICAL 8 TYPICAL CRO S ii4l`fS AND INTERIOR FASTENED PANEL 9 ANCH - CONCRM 10 ANCHORING SCH - @LOCK 11 ANC ORING SCHEDULE - WOOD KEYHOLE PUNCH DETAIL ALTERNATIVE HOLE DIA. OF 5/8' IS ACCEPTABLE. HURRICANE PROTECTION TABLE 1- PANEL SPAN ALLOWABLE DESIGN PRESSURES PANEL SPAN (in) ALLOWABLE DESIGN PRESSURE (+) PSF (-) PSF 144 33.0 35.0 138 39.2 4.1.1 45.4 471 51.6 `51- _ - 57.9 `Y" 59.3 114 64.1 65.4 108 70.3 71.4 102 76.5 773 96 82.7 83.6 90 88.9 89.6 84 95.1 95.7 78 101.4 101.8 72 107.6 107.9 66 113.8 113.9 0-60 1 120.0 120.0 MAX. PANEL SPAN SEE TABLE 9 1 z lw (n ~ J �w za na =o ti a T"ICAIr ilOR3ZaN7LLIP15TAilAfIOH ►uinru I iKu ILAIT�n PERP TO PANEL SPAN s i; L oW :a z L UJ Lid i0 TYPICAL VERTICAL iHSYAfaROH NOTE, TOP MAY BE SLOPED DR RADIUSED TO MATCH GEOMETRY OF OPENING. MOUNTING HARDWARE MUST BE ROLL -FORMED TO THE RADIUSI NO NOTCHING OF MOUNTING HARDWARE TO ACHIEVE SHAPES IS ALLDWED. DATE: 9 10 08 SCALE: N.T.S. On. BY. AL m. sir: WWH FL-11358.1 or r—, T"H" HEADER 1',2'13R3' lo lo oo r 0 o, 0 in v 0.188- .i -- - n o Q 0 "UT HEADER: ALTERNATE LABEL LOCATION EXT. - SURFACE a d iti=�II i -1.07' � r� PA M��P7NEL PANELA CAN ONL E USED AS CLOSE THE R INING f BE LES N FULL PANEL 0.125 1/4-20X3/4 KNURLED STUDS W/ VINGNUTS SPACED AT 12. OC (DIRECTION MAY BE REVERSED) cV p O 2', 3', 4' OR 5' O 3a BUILD -OUT "U" HEADER 9 0.378 Ln 15 1 4-20 0 TRUSS HEAD BOLT REQUIRES USE OF KEYHOLE WASHER IN DIRECT MOUNT APPLICATIONS v 0.188 .: o —_ �T_ 1/4-20 S0./HEX HEAD BOLT STUDS W/ VINGNUTSSPACED AT 12'OC 0.086 OBUILD-OUT "F" TRACK ZZL :1 12 1/4-20 MACHINE BOLT W NUT O4 STUD ANGLE SEE NOTE 1 n 11 1/4-20 SOJHEX HEAD BOLT STUDS V/ WINGNUTS SPACED AT IL" OC 0.090 NOTES (TYP) ANCHOR HEADS MUST NOT INTERFERE WITH INSTALLATION OF O"Fv' TRACK THE PANEL. ANCHORS SHALL NOT BE INSTALLED MORE THAN 3' FROM END OF EXTRUSIONS. IF ANCHORS MUST BE MOVED TO FACILITATE INSTALLATION OF THE PANEL, ANCHOR SCHEDULE REQUIREMENTS SUCH AS CENTERLINE DISTANCES, EMBEDMENT, EDGE DISTANCE, ETC MUST BE MAINTAINED. �3 #14x3/4 TEK/SMS SCREW 14 1 4-20 SIDEWALK BOLT =177771 11 1/4-20 SQ./HEX HEAD ROOT 6OTUBE 0.125 °roQ n ■ N Z a ® In N O W Ol 10 Oq OZ \Z 1 3', 4. OR 5D> a:M o o 0CD 0= m o N r ANGLE o o z 0 Z 0) a Or-`0 O 3 O ID mdam°o D 1/4-20X3/4 KNURLED STUDS V/ VINGNUTS o `0 SPACED AT 12' OC / E U (DIRECTION MAY BE REVERSED) 91 1/4-20X3/4 KNURLED STUDS V/ VINGNUTS SPACED AT 12' DC DIRECTION MAY BE REVERSED) D 4�,WSTUD A_ NG_�.E SEE NOTE "i 0.09 C MINIMUM r-- i a, .632' LEG po 4b STUD ANGLE SEE NOTE 1 9 li 0,190 in o c c 1/4-20 SOJHEX HEAD BOLT c STUDS V/ VINGNUTS I SPACED AT 12' OC 2,OD0� OPTIONAL LEG DIRECTION ® "F" ANGLE TRACK SEE NOTE 1 N N 0.069 0.873 CD o � T OS63 W N 0 0� M J J— M 0.05 --+{— 0 T� ALLOY H 0.25 YIY' Y e - �� _WASJi.ER::_WINGNU NON -RECESSED FLAT SURFACE TYPE ONLY KEYHOLE WASHER _ 20 GA. GALV. STEEL (t=,038') GRADE 40 OR 0,05D' ALUM ALLOY (3D04-H34) z En 0, Q V) En Qz N to to J �Q 0 W U)y WW JW C� ¢ ¢ OG U(9 C O 0 a O Q a DATE. 9/10/08 SCALE: N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL-11358.1 SHEET 2 OF 11 1 /4' ALUM. ANGLE CLOSURE PIECE lx2 MIN. TO lx5 MAX, MIN, THICKNESS 0,0625� TRAP MOUNT CLOSURE DETAIL ALUM, ANGLE CLOSURE PIECE 1x2 MIN. TO ix5 MAX. MIN, THICKNESS 0.0625 EXISTING STRUCTURE o�I m ALUM. ANGLE CLOSURE PIECE lx2 MIN, TO lx5 MAX, MIN, THICKNESS 0,0625 0 24' OC BUILD -OUT MOUNT CLOSURE DETAIL EXISTING STRUCTURE 1/4' MAX. 24. OC EXISTING STRUCTURE FASTENERS E 24' O.C. (SEE CONCRETE OR WOOD SUBSTRATE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHORS). �P'4• 1 24' OC ALTERNATE DETAIL WALL MOUNT CLOSURE DETAIL ALUM. ANGLE CLOSURE PIECE lx2 MIN. TO lx5 MAX, MIN, THICKNESS 0.0625 EXISTING STRUCTURE E 24' OC "—FASTENERS 2 24' O.C. FOR DESIGN LOAD DP( 90 PSF 6 19' FOR DESIGN LOAD 90<DP<=120. (SEE HOLLOW BLOCK SUBSTRATE ANCHOR SCHEDULE FOR ACCEPTABLE ANCHORS). ALTERNATE DETAIL HOLLOW BLOCK CMU SUBSTRATE �) M g M �� a U M op `J st o o 0 Q,\6 g u0 o W J o Io > M 0 0 z O m Z. -'c' o m U N .: Z ` 9 Z p z 0 QED = O G . C 'O 3 a 5 O O to0� a m IL IL m o 1,4 c a E� r� 0 z Q 00 � J En W Q W W p fn J W M U_ 0 U _ O o a 11 1D 14 9 p O z E 24' OC 12 DATE; 9 10 08 4" 914E24'OC li 15 smkm N.T.S. DWG. BY; AL MAX. Da 0.060' ALUMINUM CORNER ANGLE CHIC. BY; WWH 3004-H34 OR 6061-T5 DRAWING NO.; CORNER ANGLE DETAIL FL-11358.1 SHEET 3 OF 11 Cl CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM X ANCHOR SCHEDULE 4� � 2 IN N t Q� N v j C ~ EMB. l7 C �•: „ O z d Vi X W J J ( A)"H" MOUNT SECTION 'ED TION TYPE IOR TYPE AND :ING FROM :DULE B STUD ANGLE IN,QLLMOUNT SECTION W H cr o: F- V1 l7 T z I-- cd W W 0 W EMB. Cl CONNECTION TYPE SELECT ANCHOR TYPE L ANCHOR SPACING FROM ANCHOR SCHEDULE 12 E 12' O.C. TYP, 13 3 � 0 5 N T o L ANCHOR -SPACING FROM ANCHOR SCHEDULE C W— ,L&-;0UT= U' MOUNT=SECTION �m EXISTING STRUCTURE i� 0 J Q IS OPTIONAL LEG DIRECTION Cl CONNECTION TYPE SELECT ANCHOR TYPE L ANCHOR SPACING FROM ANCHOR SCHEDULE Cl CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM ANCHOR SCHEDULE OBUILD-QUT "F" TRACK SECTION Ci CONNECTION TYPE SELECT ANCHOR TYPE L ANCHOR SPACING FROM ANCHOR SCHEDULE W e o< H Vl B Z W y WD WI B J Q F OPTIONAL LEG DIRECTION Cl CONNECTION TYPE OE "F" TRACK MOUNT SECTION SELECT ANCHOR TYPE 6 ANCHOR SPACING FROM ANCHOR SCHEDULE FASTEN 2 6' O.C. OR 12' O.C. BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. CS CONNECTION TYPE REFERENCE ANCHOR SCHEDULE ANCHOR TYPE L MAXIMUM SPACING. KEYHOLE WASHER REQ'D FOR TRUSS HEAD BOLT USAGE, TDIRECT MOUNT SECTION dC— a Q Z Q Ij V1 J W J Q W WW p N �W Uo e O 0 0- a DATE: 9/ 10 OB SCALE N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL-11358.1 IISHEET 4 OF EXISTING WOOD TRUSS OR r FRAMING MEMBER SHALL BE IPERPENDICULAR TO PANEL SG >= 0.55 3 ROWS OF 1/4' LAG SCREWS WITH 2' MIN. EMBEDMENT INTO WOOD (SG >- 0.55) a 24' O.C. MAX. LL in IL ro r II a 4 ITEM #13, 12' MAXIMUM O.C. COINCIDENT WITH ANCHOR ROW CL ( CEILING MOUNT/BUILD-OUT SECTION SG >= 0.55 EXISTING STUCCO FINISH OR PLYWOOD SOFFIT EXISTING WOOD TRUSS OR FRAMING MEMBER SHALL BE PERPENDICULAR TO PANEL SG >= 0.42 3 ROWS OF 1/4' LAG SCREWS WITH 2' MIN. EMBEDMENT INTO WOOD (SG >= D.42) 8 24'.O.C. MAX. EXISTING STUCCO FINISH OR PLYWOOD SOFFIT ITEM #13, 12' —� MAXIMUM O.C. COINCIDENT WITH ANCHOR ROW CL Ia CEILING MOUNT/BUILD-OUT SECTION SG >= 0.42 C3 CONNECTION TYPE SELECT ANCHOR TYPE AND 9 ANCHOR SPACING FROM ANCHOR SCHEDULE c 4a ul N d ©REVERSE STUD ANGLE MOUNT SECTION C3 CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM ANCHOR SCHEDULE 2 12' OC m FQ- J---EDGE DIST EXISTING STRUCTURE HO"P ANGLE TRACK MOUNT SECTION ro yt`o� o6 vz Q ON o J p (0 `p _ >ri o0 Z 0 m Q c UN•• fZ,°c o Z p Z 46 6m0—E 3 O o 0 mn.amo o � c ^ j L t K 1i U 0 Zd Lu V) In J m J Q 2 WW U (9 U D_ o (L o_ DATE: 9 10 08 SCALE: N.T.S. DWG. BY: AL CHK. BY: :Wi"'t1 DRAWING NO.: FL-11358.1 SHEET 5 OF EXISTING v v STRUCTURE --EDGE DIST. s Ln N O C2 CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM ANCHOR SCHEDULE ANCHOR SPACING NOT TO EXCEED 16' D.C. OM TRAP "U" HEADER SECTION m EXISTING STRUCTURE C3 CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM ANCHOR SCHEDULE ON TRAP STUD ANGLE SECTION Cl CONNECTION TYPE SELECT ANCHOR SPACING AND ANCHOR TYPE FROM ANCHOR SCHEDULE EXISTING STRUCTURE EMBED — 12 13 AT 12' O.C. MAX. C4 CONNECTION TYPE SELECT ANCHOR SPACING AND ANCHOR TYPE FROM ANCHOR SCHEDULE (P)REVERSE "F" ANGLE TRACK MOUNT SECTION AUXILLIARY VIEW 17 17 C3 CONNECTION TYPE SELECT ANCHOR'TYPE 6 ANCHOR SPACING FROM ANCHOR SCHEDULE _ a� Vl W 9 m is w EXISTING STRUCTURE OREVERSE STUD ANGLE FLUSH MOUNT SECTION (SIDE VIEW) USE ANY ANCHOR FROM ANCHOR SCHEDULE ITCHED IGLE AUXILLIARY VIEW 37 (TOP VIEW) REVERSE STUD ANGLE FLUSH MOUNT SECTION 1) e 01q !i N U V Z pmoo w o m o 0 Z 2 Q uof i.2 F O O O ton>"� ° a 0 M O O C r > m U N tL . 0 0 Z 0 Z p Q = u cm�vr' &K,3 CL J O O ama00..mo v� Ec o 7 a 0 z Lu � ¢z Ln J �J wW Ln O D O DATE: 9 10 08 SCAIF: N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL- 11358.1 SHEET b OF STRUCTURAL BACKING SYSTEM WOOD FRAME, AIR GAP SG >= 0.42 EMB. BRICK VENEER 6" MAX. ASTM C62 INCLUDING AIR GAP, EMB. MUST BE MAINTAINED 1/4' LAG SCREW WITH 2.5' MIN. EMBEDMENT INTO WOOD (SG >- OSS) R 16. O.C. MAX. EMBEDMENT EXCLUDES PLYWOOD 6 SHEATHING. 5/16' LAG SCREW WITH 3' MIN, EMBEDMENT INTO WOOD CSG >= 0.42) 2 IS' D.C. MAX. EMBEDMENT EXCLUDES PLYWOOD 4 SHEATHING. x a r � N 0 0 "U" HEADER BUILD -OUT THROUGH VENEER OVER STRUCTURAL BASE SECTION BALM OPTIONAL LEG DIRECTION 5/16' LAG SCREW 6" MAX. WITH 3' MIN. EMBEDMENT INCL. AIR GAP, INTO WOOD CSG >- 0.42) 2 16' O.C. MAX. EMB. MUST BE 1/4' LAG SCREW MAINTAINED WITH 2.5' MIN. EMBEDMENT INTO WOOD CSG >- 0.55) 8 16' O.C. MAX. AIR GAP STRUCTURAL WITH 25'SCREMI EMBEDMENT BACKING SYSTEM BRICK VENEER INTO WOOD CSG >= 025M a 16' D.C. MAX. WOOD FRAME ASTM C62 5/16' LAG SCREW SG >= 0.42 WITH 25' M1IR EMBEDMENT INTO WOOD CSG >= 0.42) H 16' D.C. MAX. O BUILD -OUT "F" TRACK THROUGH VENEER OVER STRUCTURAL BASE SECTION 1/4' LAG SCREW WITH 2.5' MIN. EMBEDMENT INTO WOOD (SG >= 0M) P 16' D.C. MAX. EMBEDMENT EXCLUDES PLYWOOD 4 SHEATHING. 5/16' LAG SCREW WITH 3' MIN. EMBEDMENT INTO WOOD CSG >- 0,42) H 16' D.C. MAX. EMBEDMENT EXCLUDES PLYWOOD 4 SHEATHING. Qa STUD ANGLE THROUGH VENEER OVER STRUCTURAL BASE SECTION 6" MAX. INCL. AIR GAP, EMB. MUST BE MAINTAINED r—EMB : KNURLED STUDS SPACED AT 12' OC ELCO TVAS PANEL ANCHOR SEE SPECIFIC ANCHORING REQUIREMENTS NOTED ABOVE OPTIONAL LEG DIRECTION PW 4' LAG SCREW H 2.5' MIN.EMBEDMENT TOWOOD CSG >- 0.55) 2 16' O.C. MAX.16' LAG SCREW IT2.5' MIN. EMBEDMENT TO WOOD (SG >= 0.42) E 16' O.C. MAX. AIR GAP — STRUCTURAL 1/4' LAG SCREW WITH 25' MIN, EMBEDMENT BACKING SYSTEM BRICK VENEER INTO WOOD (SG >= 0.55) E 16' D.C. MAX. WOOD FRAME ASTM C62 5/16' LAG SCREW SG >= 0.42 WITH 2.5' MIN. EMBEDMENT INTO WDDD (SG >= C.42) 8 16' D.C. MAX. DIRECT MOUNT THROUGH VENEER OVER STRUCTURAL BASE SECTION A m M a n c `Q G3� oz o or z c 6 (0 n d >>") ® o O M CDo a p V V " 0 x VZ0Z0Q1 ?m °S o p3 o a O d m m° o o c E �� 2 W F= Z :n J ED J Df W VV11 WLu Z J Li O o a a DATE: 9 10 08 SCALE: N. T. S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL— 11358.1 SHEET / OF PUNCH 1/2'xi' HO ADJACENT PANELS TO RI THIS BOLT W/PM NUT. PANEL OVER EACH AD. PANEL AND FASTEN � WINGNUTS FRI INTERIOI 5'x2'xl/B' ANG! 1 IA -On x1 ..... W/WASHERED WINGNUT E 12' OC (CONNECTS TO ADJACENT PANEL). HANDLE :D TO PANEL O ' I EMB. 'r Zp '. U X W 4: X Imo• W (/1 C • '' ri 2-1/2'xl-1/4' WIDE NOTCH <TYP. BOTH SIDES>, SO"U" HEADER BUILD -OUT MOUNT SECTION '-2 CONT. WOOD FRAMING REQUIRED TO BE DESIGNED BY ENGINEER OR ARCHITECT OF RECORD FOR THE SPECIFIC PROJECT. SPECIFIC GRAVITY OF THE WOOD FRAMING MEMBERS USED MUST MEET THE MIN. FOR THE PARTICULAR WOOD ANCHOR SCHEDULE TABLE USED (SG = 0.42 OR SG = 0.55). Cl CONNECTION TYPE SELECT ANCHOR TYPE & ANCHOR SPACING FROM ANCHOR SCHEDULE 1/4-2GX3/4 KNURLED STUDS SPACED AT 12' OC � O --------------_------ 1 M 1 i 3/8'0 HOLE FOR , N a _ FASTENING PANEL I W Q I '~ y; . w �) 8 .L m a W c EMB.-�}--------------------- EXISTING STRUCTURE 5'x2'xl/S' ANGLE. Cl CONNECTION TYPE SELECT ANCHOR TYPE AND ANCHOR SPACING FROM ANCHOR SCHEDULE INTERIOR FASTENING ANGLE ASSEMBLY THESE DETAILS DEPICT THE CONNECTION OF ANY PANEL FOR AN OPENING WITH PANELS INSTALLED FROM INSIDE. USE OF THESE DETAILS SHALL BE IN CONJUNCTION WITH AN "H" HEADER OR "U" HEADER TOP MOUNT, REMOVEABLE PANELS MAY BE MORE THAN ONE PANEL WIDE IN AN OPENING. Q Lo N 0 1/2' PLY C2 CONNECTION TYPE USE 1/4' WOOD LAG SCREW OR 1/4' ELCO-MALE/FEMALE PANELMATE REFERENCE ANCHOR SCHEDULE FOR MAX. SPACING, EQ. a�w N J J im O — 4 ~ TT CEILING "U" HEADER MOUNT SECTION EXISTING 2X4 WOOD -� '-- (2 ROWS SPACED AT 16'OC MAX,) STUDS SPACED AT 1/4' LAG BOLTS OR 1/4' WOOD MAXIMUM 16'13C SCREWS WITH 1,88' MIN, EMBEDMENT INTO WOOD (SG> = ,4P-) OU STUD ANGLE BUILD -OUT MOUNT SECTION INTO STUD WALL m lu°°i M ?Mto n �a VW)i N0 0 z °°f oz�,N\,z FQ- N o .A N, M) D O z 0 '� ° o m oa"a«�) v Z c z° ex `o �a) �0 3 a p o o ao` ma:amo C c :E 4 103 o ^, o � tvy3 i-i U Z Q �z J Q "QQJ WW o R En-' !2En w U� _ 0 O O ICE 0- DATE: 911 MOB sr -Am N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL- 1135B.1 SHEET 8 OF 11 ANCHOR SCHEDULE FASTENER MAX. SPACING (IN.) REQ'D FOR VARIOUS DESIGN LOADS AND SPANS SHORTER EDGE DISTANCES LONGER EDGE DISTANCES LD M ANCHOR TYPE W 3 Z w o LOAC PSF MAX (SEE NO 1) SPANS UP TO 60" (SEE NOTE 1) CONNECTION TYPE Cl 1102 C31 C41 C5 SPANS UP TO 108" (SEE NOTE 1) CONNECTION TYPE C1 C2 C3 C4 CS SPANS UP TO 144" (SEE NOTE 1) CONNECTION TYPE Cl I C2 C31 C41 C5 w z SPANS UP TO 60" (SEE NOTE 1) SPINS UP TO 108" (SEE NOTE 1) SPANS UP TO 144" (SEE NOTE 1) w o CONNECTION TYPE Cl I C21 C3 C41 C5 CONNECTION TYPE Cl I C2 1 C3 1 C4 Ifitd5i CONNECTION TYPE C1 C2 C3 C4 C5 33 161 16 16 16 16 16 161 131 13 16 15 15 10 9 16 16116116 16 16 16 16 16 13 16 16112 10 16 16 16 16 16 16 16 12 9 8 16 10 10 7 6 16 16 16116 16 16116 15 11 9 11 13 8 7 16 1/4^01TW TAPOON (HEAD SHAPES MAY VARY) C=3.0'. Fc = 3192 PSI o ^' w in a w Ogg 62 16 15 13 12 16 12 9 7 6 16 8 8 5 5 16 16 16115 13 16113 12 8 7 163 8 10 6 5 16 16 12 10 10 16 10 8 6 5 16 6 6 4 4 14 16 15112 10 16110 9 7 5 7 8 5 4 15 90 16 10 9 8 16 8 6 5 4 16 5 5 3 3 12 16 13 10 8 16 9 8 5 4 16 5 7 4 3 12 105 15 9 7 7 16 7 5 4 4 14 4 4 3 3 10 16 11 9 7 16 7 7 5 4 14 5 6 3 3 10 120 13 8 6 6 16 6 5 3 3 12 4 4 9 14 9 8 6 16 6 6 4 3 12 4 5 3 9 33 16 16 16 16 16 16 16 14 11 16 13 16 10 8 16 16 16116 16 16 16 16 15 11 16 13 16 11 8 16 48 16 16 16 13 16 14 14 9 7 16 9 13 7 5 16 16 16116 13 16114 16 10 7 16 9 15 8 5 16 1/4"0 ELCO TAPMN (HEAD SHAPES MAY VARY) EM = 1.7s `L=4A• Fc = noo PSI N 11 w Ln a W 62 16 16 13 10 16 11 11 7 5 16 7 10 5 4 15 16 16 15 10 16 11 12 8 5 16 7 11 6 4 15 76 16114111 8 16 8 9 6 4 16 5 8 4 12 16 15 12 8 16 9 10 6 4 16 5 9 5 12 90 15 11 9 7 16 7 7 5 4 13 4 6 10 15 13 10 7 16 7 8 5 4 14 4 8 4 10 105 13 10 8 6 16 6 6 4 11 4 5 8 13 11 8 6 16 6 7 4 12 4 6 9 120 11 8 7 5 16 5 5 10 5 7 11 9 Z. 5 16 5 6 4 10 6 7 33 16 16 16 16 16 16 16 16 14 16 16 16 13 10 16 16 16 16 16 16 16 16116114 16 ti6 16 15 10 16 .11 48 16 16 16 16 16 16 16 12 9 16 11 15 9 7 16 16 16116116 16 16 16 14 9 16 11 16 10 7 16 1/4.0 ELM MALE/ FEMALE 0 n In N 62 16 16 16 13 16 14 13 9 7 16 9 12 7 5 16 16 16116 13 16 14 16 10 7 16 9 15 8 5 16 76 16 16 14 11 16 11 11 7 6 16 7 9 5 4 15 16 16115 11 16111 ' 13 8 :6 16 7 12 6 4 16 �j "PANELMEM =1.i5" TF PC = 3350 PSI1105116112 W W 90 16 14 11 9 16 9 9 6 5 1.6 6 8 4 3 13 16 16113 9 16 9 11 7 5 16 6 10 5, 3 13 10 8 16 8 8 5 4 15 5 7 4 3 11 16 14 11 8 16 8 9 6 4 15 5 8 4 3 11 v 1120115 10 8 7 16 7 7 4 3 13 4 6 3 10 15 12 10 7 16 7 8 5 3 13 4 7 4 10 p 33 16 16 16 16 16 16 16 16 16 16 16 16 13 12 16 16 16 16,16 16116116 16 16 16 16 16 14 12 16 v 48 16 16 16,16 16116 16 12 11 16113 14 9 8 16 16 16116116 16 16116 13,11 16 13 15 9 8 16 +i sa4MYsssc� "SAMI rTW YS CL=ao o n w v, 0 62 16 16 16116 16 16 13 9 8 16 10 11 7 6 16 16 16116116 16 16 13 10 9 16 10 11 7 6 16 76 16 16 14 13 16 13 10 7 7 16 8 9 5 5 16 16 16 14 13 16 13 11 8 7 16 8 9 6 5 16 90 16 14 12 11 16 11 9 6 6 16 7 7 5 4 15 16 14112 11 16 11 9 6 6 16 7 8 5 4 16 Fc = 3295 PSI 105116112 10 9 16 9 7 5 5 16 6 6 4 3 13 16 12 10 9 16 9 8 5 5 16 6 7 4 4 13 120116110 9 8 16 8 6 5 4 15 5 5 3 3 11 16 11 9 8 16 8 7 5 4 16 5 6 3 3 12 33 16 16 16 16 16116 16 16 16 16 16 16 16 13 16 16 16 16 16 16 16 16 16 16116 16 16116 14 16 48 16 16 16 16 16 16 16 15 11 16 14 16 11 8 16 16 16116 16 16 16' 16 16 13 16 15 16 14 9 16 5/16"0 ff W TAKON n (HEAD SHAPES MAY VAR EM = 1.75" `L = 5'0" Fc = 3362 PSl `b 1 W c a W 62 16 16 16 16 16 16 16 12 9 16 10 16 9 6 16 16 16116 16.16 16 16 14 10 16 12 16 11 7 16 76 16 16 16 13 16 14 14 10 7 16 8 13 7 5 16 16 16116 15116115 16 11 8 16 9 16 8 6 16 90 16116115 11 16 11 12 8 6 16 7 11 6 16 16 16 16 12 16113,15 10 7 16 8 14 7 5 16 105 16 16 13 9 16 10 10 7 5 16 6 9 5 14 16 16 15 10 16 11 13 8 6 16 7 12 6 15 120 16 14 11 8 16 8 9 6 16 5 8 12 16 16 13 9 16 9 11 7 5 16 6 10 5 13 33 16 16 15 13 16 14116 8 7 16 9 16 6 5 16 16 16 16 16 16 16 16 14 9 16 11 16 10 7 16 48 16 16 10 9 16 9 15 5 5 16 6 14 4 3 13 16 16116112 16 12 15 9 6 16 8 14 7 5 16 9 POINTS SOLM SET = 0.075" C=3^F<=3��105 N '" ��EM w 0 0 w 62 151161 8 7 116 7 11 4 4 141 4 11 3 3 10 16 161131 9 5 16 6 11 5 3 13Au 76 12 14 6 6 16 6 9 3 3 11 3 9 8 16 14 11 7 4 14 5 9 4 3 111/4"0 90 10 12 5 5 16 5 8 3 9 3 7 7 13 12 9 6 o,il 3 12 4 7 3 9 9 10 4 4 14 4 6 8 6 6 11 10 8 5 3 10 3 6 3 8 120 8 9 4 3 13 3 6 7 •5 5 10 9 7 4 IZA 9 3 5 7 MASONRY ANCHOR SCHEDULE NOTES 1. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, 2. SEE MOUNTING SECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 3. TO USE THE ANCHOR SCHEDULE, FIRST DETERMINE THE DESIGN PRESSURE, SPAN AND CONNECTION TYPE FOR THE SPECIFIC OPENING BEING PROTECTED. ENTER ANCHOR SCHEDULE AT A LOAD EQUAL TO OR GREATER THAN THE REQUIREMENT AND A SPAN EQUAL TO OR GREATER THAN THE REQUIRMENT; USE THE ANCHOR SPACING LISTED FOR THE SPECIFIC CONNECTION TYPE AND ANCHOR SELECTED. 4. LINEAR INTERPOLATION IS ALLOWED FOR INTERMEDIATE SPANS AND LOADS. S. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFER TO ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE. 6. ANCHORS SMALL BE INSTALLED IN ACCORDANCE WITH THE ANCHOR MANUFACTURER'S RECOMMENDATIONS. 7, MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 8, WASHERED WINGNUTS AND NUTS SHALL BE INSTALLED SUCH THAT THE NUT IS FLUSH WITH THE THREADED STUD OR BOLT, MINIMUM. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, HEX HEAD OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. ® DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 10. ! DESIGNATES REMOVEABLE FASTENERS. 11. 1/4-20 TRUSS HEAD BOLTS MAY BE USED IN LIEU OF 1/4-20 SIDEWALK BOLT IF KEYHOLE WASHERS ARE USED. J m m w In O DATE: 9 10 08 SCALE: N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL-11358.1 9 OF li Mua nmMnnUMmmnn u • • 1"11 e • e • I 1: a 1 . m000©®©©©oi.©i© 0000m00000©o . • - MUU©%�%%/.%'//.©%%%%%%© • �u©n©m©®iii©iI©iln nun©m©n%,©iinil� ®iii®M®//BMUilU� MMi®M®i'UMmiiinM omimmmi//©muiiinm m'/mmoil©mu//nm • 0 mmil©m' ©„©m©ili//M miil©M Uil©m©ilil® Mmiil Y ANCHOR SCHEDULE FASTENER MAX. SPACING (IN.) REQ'D FOR VARIOUS DESIGN LOADS AND SPANS Lu z LOAC PSF SPANS UP TO 60" (SEE NOTE 1) SPANS UP TO 108" (SEE NOTE 1) SPANS UP TO 144" (SEE NOTE 1) ANCHOR TYPE MAX. (SEE NOTE 1) CONNECTION TYPE C1 C2 I C31 C41 C51 CONNECTION TYPE fQMRIC21 C31 C4 C5 CONNECTION TYPE Cl I C2 C31 C41 C5 33 16 161 16 16 16 16 161141 15 16 16 115 10 11 16 48 16 16 1 16 16 16 16 121 10 10 16 12 10 7 8 16 62 16 16 14 14 16 15 10 7 8 16 9 8 5 6 16 76 16 13 11 12 16 12 8 6 6 16 8 6 4 5 16 1/4 pMCO ALEl FEMALE 90 16 11 9 10 16 10 6 5 5 16 6 5 4 4 14 EM = 1.875" CL = 3.0" 105 16 9 8 8 16 9 5 4 4 16 5 4 3 3 12 120 16 8 7 7 116 7 5 4 4 14 5 1 4 3 3 10 33 16 16 16 16116 16 10 9 14 16 16 8 6 11 16 48 16 12 11 16 16 16 7 6 10 16 11 5 4 7 16 62 16 9 8 14 16 14 5 4 7 16 9 4 3 5 16 L 6 1/4"0 LAG SCREW EM = 1.88" `L - 2'0 76 16 7 7 11 16 11 4 3 6 16 7 3 2 4 16 90 16 6 5 9 16 10 3 3 5 16 6 3 2 4 13 0 0 d 105 16 5 5 8 16 8 3 2 4 15 5 2 2 3 11 120 15 4 4 7 16 7 2 2 4 13 4 2 3 10 v ° G € 00 0 33 16 16 14 16 16 16 9 7 9 16 10 8 5 6 16 8 16 11 9 11 16 11 6 5 6 16 7 5 4 4 16 621 16 8 7 8 1 5 4 4 16 5 4 3 3 12 EM"=1.88 D SCREW 76 15 7 6 7 16 4 3 4 131.4 3 2 3 10 a=20" 90 12 5 5 6 16 6 3 2 3 11 4 3 2 2 8 105 11 5 4 5 16 5 3 2 2 9 3 2 2 7 120 9 4 3 4 15 4 2 2 2 8 3 2 6 33 16 16.14 16 1616 9 7 9 16 10 8 5 6 16 48 16 11 9 11 16111 6 5 6 16 7 5 4 4 16 62 16 8 7 8 161 9 5 4 4 161 5 4 3 3 12 EM = 1.BB88 EM = " 76 15 7 6 7 16 7 4 3 4 13 4 3 2 3 10 90 12 5 5 6 161 6 3 2 3 11 4 3 2 2 8 CL=2V 105 11 5 4 5 16 5 3 2 2 9 3 2 2 7 120 9 4 3 4 15 4 2 2 2 8 3 2 6 EM = MINIMUM EMBEDMENT (PENETRATION) CL = MINIMUM CENTER TO CENTER ANCHOR SPACING ANCHORING NOTES FOR WOOD SUBSTRATES ANCHOR SCHEDULE FASTENER MAX. SPACING (IN.) REQ'D FOR VARIOUS DESIGN LOADS AND SPANS Lu LOAD PSF SPANS UP TO 60" (SEE NOTE 1) SPANS UP TO 108" (SEE NOTE 1) SPANS UP TO 144" (SEE NOTE 1) +�+ ANCHOR TYPE MAX. (SEE NOTE 1) CONNECTION TYPE Cl C21 C31 C4 C5 CONNECTION TYPE C1 C2 C3 C41 C51 CONNECTION TYPE Cl C21 C31 C4 C5 33 116 161 161 16 16 161 11 9 9 161 11 9 6 7 16 48 16 13 11 12 16 12 8 6 6 16 7 6 4 5 16 62 16 10 8 9 16 9 6 4 5 16 6 5 3 3 13 1/4"0 LAG SCREW EM = 1.88" 76 16 8 7 7 16 7 5 3 4 14 5 4 3 10 90 13 7 6 6 16 6 4 3 3 12 4 3 9 a=20" 105 11 6 5 5 16 5 3 3 10 3 3 7 fq 120 10 5 4 4 16 5 3 9 3 6 33 16 16 13 9 16110 11 7 5 16 6 10 5 4 13 48 14 11 9 6 16 6 7 5 3 12 4 7 3 2 9 A °1 0 1/4"0 WOOD SCREW EM = 1.88" `L = 2'0" 62 10 9 7 5 16 5 5 4 2. 9 3 5 3 2 7 76 8 7 5 4 14 4 4 3 2 8 2 4 2 6 90 7 6 4 3 12 3 4 2 6 2 3 2 5 105 6 5 4 3 10 3 3 2 5 2 3 4 0 120 5 4 3 2 9 2 3 2 5 2 3 33 16 16 13 9 161101 11 7 5 16 6 10 5 4 13 48 14 11 9 6 16 6 7 5 3 12 4 7 3 2 9 62 110 9 7 5 16 5 5 4 2 1 9 3 5 3 2 7 1/4.0 SMS EM = 1.88" a= 2.0" 76 8 7 5 4 14 4 4 3 2 8 -2 4 90 7 6 4 3 12 3 4 2 6 2 3 All 105 6 5 4 3 10 3 3 2 5 2 3 120 5 4 3 2 9 2 3 2 5 2 EM = MINIMUM EMBEDMENT (PENETRATION) CL = MINIMUM CENTER TO CENTER ANCHOR SPACING 1. FOR CONNECTION TYPES "Cl" AND "C4", ANCHORS INSTALLED INTO THE 1.5" FACE OF 2X FRAMING SHALL BE IN THE CENTER OF THE 1.5" FACE (.75" EDGE DISTANCE). ANCHORS SHALL BE A MINIMUM OF 2" FROM ENDS OF 2X FRAMING. 2. FOR CONNECTION TYPES "C2" AND "C3", ANCHORS SHALL BE INSTALLED A MINIMUM OF 1" FROM THE LOADED EDGE OF 2X FRAMING AND A MINIMUM OF 2" FROM THE ENDS OF 2X FRAMING. 3. FIELD VERIFY THAT ANCHORS ARE INTO ADEQUATE STRUCTURAL WOOD FRAMING MEMBERS AND NOT INTO PLYWOOD, OSB OR OTHER SIMILAR MATERIALS. 4. FASTENER EMBEDMENT (PENETRATION) EXCLUDES SHEATHING, WALL COVERINGS AND SIMILAR WALL DRESSING MATERIAL. S. SPECIFIC GRAVITY SG = 0.55 IS FOR SOUTHERN YELLOW PINE (SYP) AND SG = 0.42 IS FOR SPRUCE -PINE -FIR (SPF). FOR INTERMEDIATE VALUES OF SG, LINEAR INTERPOLATION CAN BE USED TO DETERMINE MAXIMUM SPACING OF ANCHORS INTO WOOD. L L o 0!w z J C 10 `e O > > Mi c o 0 P)) m ° 0 o a• o c o Z oz 6< x omr '0- p ti3 O 0 0 -_ m da m° o ` : °- 0 li U J w x J in m UJ ot UJ 0 En U a w- AC 0 o: a DATE: 9 10 08 SCALE: N.T.S. DWG. BY: AL CHK. BY: WWH DRAWING NO.: FL-1 1358.1 SHEET 1 1 OF i 4,365 -- 3.834 ---- .045 TYP R.084 R.147 T 995 R.307 2.074 --- --1 .609 I 1 .090 .000 1.039 1 I F�1.264 ER 6063=T5 2.72�5 -' j �12 1.2i8 I 100 TYP- 1.750 j -' 1.264 - 1 HE AD EADL�' 1 6063 =-TS" 2.725 �2 500� .062 TYP 697 1 1.004 I 1 .062 R.307 -•-' WALL MOUNT SLAT 6063-T5 5.000 125 TYP 2.000 1 8' 2X5X 1/8" Bf71LT.-0i1?' A►JGLEa 6063�T6-=-� i i .062 TYP. TiOM RAIN° Q (OP ONAL) ((4ON"STRUCTURAAL) 6063-T6 3,715 2.074 609 F.995 [I � . 2.096 .090 TYP [--1.264 •--j 1F I ALT, }WALL HEADER 600 1.419 6063-T5 . 1.500 082 TYP 1.125 0.093 Ll - �I OA50 -20 884 2.625 II 1.550 0.093 R.307 yfuI�CLE�EFID =SLAT 6063-•-T5 --j 0.070 2.696 4.446 .093 093 2.686 BOTTOM TRACK ADAPTER 6063-T6 2.=51 1.234 - 1 ! I " t- TYP .921 jJ{ 1.200 � L • -� .054 2.242 062 TYP 1.1j14 L. MALE LOCKING SLAT 6063-T5 .654 ! _\ FEMALE LOCKING SLAT 6063-T6 2.941 , 2.940 UFAWN ar: 01FCKED ay., VINS. W.Ws. � 0.062 I � i ,904 � PIOT:1-1 04/04/06 .688 a 1.733 0.688-J 0.1 ZS J 1.637 1.656 .062 TYP. 1 2.438 m ALT>wRNATE `� a _LOCKING-'SL':ATS a 6063-T6 ' N SLAT P FORMANCE CHART o v MAX, DEFLEC110N: in SPAN/30 FOR NEGATIVE LOAD. SPAN/30 OR 2 FOR POSITIVE L0A0. a p aNEGATIV4L0,W a � w d O JM Non U O u- '- J- POSITIVE LOAO C L~iJ = Wo ��LU = ¢ I-ac0 w fn m c0 I 1 � w cn wCO tn to a: Ld a ( l d c i I� O tl�! U- CO a,SLAT 50 60 v 70 80 90 100 110 120 130 140 150 Q SPAN - INCHES = K N T USE SLAT PERFORMANCE CHART TO VERIFY SLAT CAPACITY I Z o h w a V n FOR THE REQUIRED DESIGN LOAD FOR THE PARTICULAR LOCATION. O Z �0. PRODUCT MARKING z NIX W (D 'Tz A LABEL SHALL BE AFFIXED ON LOCKING MEMBER OF UNIT ABOVE THE LOCK WITH FOLLOWING STATEMENT Q W J w 5 � w FOLDING SHUTTER CORP. WEST PALM BEACH, FL uj "BADE COUNTY PRODUCT CONTROL APPROVED �UV .2 zCD I G a GENERAL NOTES N 3 a z 1. THESE SHUTTERS ARE DESIGNED PER THE 2004 FLORIDA BUILDING v 3 a CODE (FBC) FOR NON -HIGH VELOCITY HURRICAN ZONES (NON-HVHZ). 2. DESIGN CRITERIA FOR ALUMINUM. MINIMUM MECHANICAL PROPERTIES, AND SAFETY FACTORS ARE IN ACCORDANCE WITH THE "ALUMINUM 0_ rave as smpp y* w l* � _ CONSTRUCTION MANUAL" LATEST EOIiIOoI.-----., _ _ _ ___ _. .. _.._ -. _. _. _. _ _. _ _.._ . __ ... _ ..... _-�......... .........._ _ .z C..�� IF�etrde I�utd z 3. ALL EXTRUSIONS SHALL BE ALLOYS AS -SHOWN ON DETAILS. O ri Wd 4. STEEL SURFACES TO BE PLACED IN CO,','TACT WITH ALUMINUM SHALL BE GIVEN ONE COAT OF ZINC CHROMATE PRIMER IN ACCORDANCE WITH '� O 7 v Lno FEDERAL SPEC. NO. TTP-645, OR BE GALVANIZED. Miami hide hT;d-ec' cal ad � � z F- 5. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL3�-I��l�" U �n DRESSING OR STUCCO. \\w 6. ALL BOLTS, NUTS AND WASHERS SHALL BE STAINLESS STEEL OR ALUMINUM ALLOY 2024-T4 OR 7075-T6. 7. DESIGN CRITERIA FOR SLATS: MAX DEFLECTION S L/30 FOR NEGATIVE PRESSURE AND THE LESSER OF L/30 OR 2" FOR POSITIVE PRESSURE. 8. ANCHORING OR LOADING CONDITIONS OTHER THAN THOSE SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. a4_475 . I SHEET NO. 9 OF 5 WALL MOUN-T'S' 060 FORMED n STAINLESS STEEL ROLLER HOUSING o IIIIttI,0� �001 X \ M Ed` Ff— D n ANCHORS SAME AS HEADER SECTION A -A n RAIN GUARD NON STRUCTURAL r II -MAX. ( 1 E F 0 c B A A e "c D F NYLON .500 DIA NYLON BUSHINHG #10 X 2-1/2" S.M.S._ STAINLESS STEEL E TYPICAL, ELEVATION OPTIONAL RAIN GUARD NON STRUCTURAL I( I, I�o o� �v t©tvL7tt� 2" MAX. _L �v �L�y>yQII�! DIA I BUSHING 3/16" POP RNETS ALUMINUM 0 10" O.C. BOTH SIDES Ed SF91-10 L 8- SEE ALTERNATE SECTIONS 8-8 FOR ALTERNATE TRACK ADAPTER OPTIONAL RAIN GUARD NON STRUCTURAL NOTE: ANCHOR SPACING SPECIFIED I^i-� IN CHARTS IS TO BE CONSIDERED (( AS OVERALL SPACING BETWEEN ANCHORS. EACH ROW WILL HAVE A SPACING OF 2 TIMES THAT SPECIFIED IN THE CHARTS WITH 3/16" ALUM EACH ROW STAGGERED SUCH THAT r POP RNETS THE OVERALL SPACING IS THAT �- ® 14" O.C. SPECIFIED IN THE CHARTS.__ 2 .3 -1.6" -( -BOTH- SIDES- - - - MAX. I TRIM FLANGE FROM ADAPTER EA. SIDE _SECTION B-B ALTERNATE BOTTOM TRACK ADAPTED WITHOUT FLANGES (SAME AS WITH FLANGES EXCEPT WITHOUT FLANGES) tom•- •- tatr:�talt�©ts�^ 'Of tE��QtB� L�tlttl�Rtlttatrl� \ BUtLT-OUT COND1ii0N 1/4` X 3/4" TEKS OR � z 1/4" X 3/4" BOLTS W/ NUTS do WASHER ® 6" O.C. 2 X 3 X 1/8" 2XSX 1%8" ALUM ANGLE NOTE: HEADER AND SILL DETAIL CAN BE USED IN ANY COMBINATIONS. ANCHORS SAME AS HEADERI 2 X 3 X EEd. ij d 1/8" 2 X 4 X 1/8" � I 2 X/ ALUM ANGLE .. I v° :r I � ANCHORS SAME AS HEADER w w N Ia-Eq Eq-bl 1/4" X 3/4" TEKS OR 1/4" X 3/4" BOLTS ' W/ NUTS &WASHER SECTION C-C ®s" O.C. PLOTWE oi o /D6It I FOR GENERAL NOTES AND EXTRUSION DETAILS SEE SHEET 1 OF 5. 3 W a` z FOR WOOD INSTALLATIONS SEE SHEET 4 OF 5. z 47. 7 �— Ed SECTION 8-B Ed .---� uj ALTER BOTTOM TRACK AOAP WITH FLANGES 2" MAX. 1475 2 of 5 FIE ��fII�II� ► • � t�v00 2 X 2 A ®N-167,154 :J •a ••f 0©�01 OPTION TO PLACE ANGLE OUTSIDE OF .END SLAT ALT. WALL MOUNTS 8" 0 PLASTIC THUMB SC ART 0 MIDSPAN I SCREW MAY BE INSTAL OR OUTSIDE) ANCHORS A.B,D OR E ® 18" O.C. Ed 1 X 1 X 1/16" OR 1 X 2 X 1/16" ALUM ANGLE (TYP) FOR END CONDITION ® BUILT -OUT SEE DETAIL LEFT — 3/16" POP RIVETS s� 18" O.C. X 3 X 1//8" 2 X 4 X 1 /8" JM ANGLE A$ DD.-AT ._.._.-.._ CONDITIONS 3/16" POP RIVETS OR 1/4" X 3/4" TEKS 0 18" O.C. ,END CONDITION ,LT--BUILT-our LEVERS (INSII 1/4" X 1 3/4- TAP( =Y �- ITW RAMSET RED HEAD (SEE 2"z2"x 1/8" TUBE SILL FOR SPACING 6063-T5 REQUIREMENTS.) 1 , --�--- Ea. 10 X 3/4" TEKS ' 14 X 3/4" TEKS OR MIN. 3000 PSI '9 12" O.C. 3/16" POP RIVETS I� o v CONCRETE 2/ANGLE I i 1 1/4" MAX. y' { .� 1 /4" 0 TAPCONS 2" MAX. � 2/ ANGLE i Xx >c -H �- BEE L 1-1 /2" x 2" x 1 /8' FlXED CORNER DETAIL ALUM ANGLE TOP & BOTTOM 0 L . I` -LOCK CATCH CHANNEL SECURED TO HOUSING WffN 2 #8 SMS SLIDE LOCK MECHANISM LOCK HANDLE CAN �OCKPER MECHANISM�WITHE BE INSTALLED _�E INSIDE OR OUTSIDE 1/4-20 DRILLED do TAPPED do IS OPTIONAL STHUMB 'SCREW. F_'CTiON E-� TERNATE SLIDE LOCK ALT LOCKING SLATS 1/2" WAS. I w.w.s. O WM o 00 �U p L� F- L won V) 7 m tto I W rnQ Lo J N �u W w Z U 4 O z 0O N n Q C➢ a > Z v '� W Nb n O Z - w";� Z am ' in WN C.9 3z m Q LU:Lj 0 F- u-- c� at, �Z 52A a NO zwl vui � cooaz z o v3 a CL W Edcvo of 1/2" SQUARE ALUM RODS SLAT DIRECTION SHOWN MAY Ld0 \ LOCK HANDLE CAN 30" LONG WITH PLASTIC TIP BE MERRORED TO OPPOSITE DIRECTION BE INSTALLED PROTRUDING THRU HEADER + PROVIDING GLASS SEPERATION IS MET. NO � O O d I�tt'S 6 INSIDE OR OUTSIDE & SILL ,, i ✓ ORAWIN N0. REV. 2" X 3" X 1 `� 0 CANT. ALUMINUM c w ANGLE ® u 1/4-20 MACHINE [- 1/2" SCREW & LOCK NUT i 6" O.C. STARTING 1" OFF ENDS (TYP AT _ HEAD & SILL) f 2" MAX. 1/4" X 1 3/4- TAPCON BY TTW RAMSEi RED HEAD MAX. SHUTTER HEIGHT REQUIRED POS/NEG PRESSURE MAX. ANCHOR SPACING 99.5" 82.7 PSF 3' 99.5" 41.4 PSF 6" 99.5" 27.8 PSF 9' LEVERS OR THUMB SCREWS CAN BE INSTALLED INSIDE OR OUTSIDE GLASS 1 1 /4" MAX. MIN. 3000 PSI 1 " ! E d CONCREiE SECTION F—F SEE SECTIONS B—B FOR DETAIL NOT SHOWN, 1/4" X 3/4" TEKS OR 3/16" POP RNETS ANCHORS 0 18" O.C. A,B,D OR E ® 18" O.C. y ' 1475 SHEET NO. 3 OF ... 5 .._- S1=CTION E—E 2 " MAX. n N n \ / I TRIM FLANGE FROM ADAPTER EA. SIDE 3/16" ALUM POP RIVETS 0 10" O.C. BOTH SIDES- EXISTING WOOD TRUSSES 0 24" O.C. MIN. 2x4 MEMBERS MIN. S.G. 0.51 (3) a 14 S.M.S. 0 EACH RAFTER 2" MIN. PENETRATION 3" 1/4" PLYWOOD EXISTING SOFFIT If 14 TEKS 0 6" O.C. L2" X 4" X 1/8" ALUM ANGLE, 2" X 5" X 1/8" ALUM ANGLE, 1/4" X 4' ALUM BAR, 1" X 4" X 1/8" ALUM TUBE, OR 7/8" X 4" X 1/8" EXTRUDED EQ. EQ. ALUMINUM TUBE TO SPAN TRUSSES & SUPPORT TRACK. / ANGLE SHOWN; OTHER MEMBERS SPECIFIED ARE INSTALLED THE SAME' 'HEAOER CONNECTION TO WOOD ISUSSES e FOR SHUTTER HEIGHT OF 108 MAX. DESIGN LOAD = 65 PSF 2 x 3 x 1/8" FOR SHUTTER HEIGHT OF 96", MAX. DESIGN LOAD 73 PSF 2 x 4 x 1/8" °' 2 x 5 x 1/8" ALUMINUM ANGLES --r —r--� SEE STANDARD - I COUNTER TOP I- 1/4" THRU BOLT W/ CONDITION FOR CONNECTION OF WASHER &NUT ® 5" O.C. ANGLE TO WALL COUNTER TOP CONDMO WITH ALTERNATE BOTTOM! TRACK ADAPTER WITHOUT FLANGES (PASS THRU WINDOW) MAX SHUTTER HEIGHT = 6 FT. MAX WIND LOAD = 70 PSF 3/16" ALUM POP RIVETS o 10" O.C. BOTH SIDES- 2J1 MAX'. 3/4" 2„ I� MAX. r-�1 /4' THRU SOLT W/----' \- 3 x 5 x 1 /8' ER-&-N117-0-10'-0,C:•---•--•EACH SIDE STAGGERED. ALUMINUM ANGLES OR BENT PLATE -SEE STANDARD COUNTER TOP (3" LEG AT WALL) CONDITION FOR CONNECTION OF ANGLE TO WAIL. COUNTER TOP CONDITION WITH ALTERNATE BOTTOM TRACK ADAPTER WFTH t=LANGES (PASS THRU WINDOW) MAX SHUTTER HEIGHT = 6 FT. MAX WIND LOAD a 70 PSF PLASTIC (POLYCARBONATE) Z-CLIP EACH SIDE OF wlNDow i SLAT 0.06, THICK LEXAN POLYCAR80NATE VIEWING WINDOW SI AT WINDOW DETAIL (SMALL MISSILE —IMPACT TO BE USED ONLY WITH SHUTTERS THAT ARE POSITIONED MIN. 30 FT. ABOVE ESTABLISHED GRADE. 7. WINDOWS MAY BE IN'ONE SLAT SPACED MIN. 24" APART (MAX. EVERY 10 SLATS) r 3/16- ALUMINUM POP RIVET5 ALUMINUM 0 10" O.C.Qn EO BOTH SIDES EO. EQ. 2x3x1/8" 2x 4x 1/8" 2 x 5 x I/a. ALUM. ANGLES 1/4" THRU BOLT W/ WASHER & NUT 0 5" O.C. 1-3/4" MIN. a ANCHOR TYPE ANCHOR SPACING INCHES UPTO 50 PSF UPTO 70 PSF CONCIBLOCKIWOODICONC BLOCK WOOD 1 4 9 3 4 — 1 — — 5 STANDARD COUNTER TOP CONDITION _ ...._ _ .-__.(P.ASS-THRU-WINDOW)----- MAX SHUTTER HEIGHT - 6 FT. MAX WIND LOAD = 70 PSF WOOD 0 24 �PLOT:.WS. l01 w c FASTENERS AS PER SCH. ON SHT, 2 & 3 W/ 1 1/2" MIN. PENETRATION TO EXISTING WOOD HEADER SHUTTER 1" SLAT 00 0z Z 00 00 IL 00 _ 000 2 X 4 X 1/8: 000 o 000 1 2 X 5 X 1/8 ALUM ANGLE = U O — — 000- CIO p z ! . .0000 0000 2" MIN. 14-af is L-3 ROWS OF 1/4" DIA. HOLES EACH SPACED 3/8" APART IN BOTH DIRECTIONS aLAT WINDOW DETAIL (LARGE MISSILE IMPAC (APPLICABLE AT ALL ELEVATIONS) 2 WINDOWS MAY BE IN ONE SLAT SPACED MIN. 24" APART (MAX. EVERY 10 SLATS) 0 14 TEKS ® 6" O.C. FASTENERS z SEE SCHEDULES M ON SHEET 2 & 3 z � 2" X 6" CONT. W/ (3) 1/4" 0 X 5" LAG SCREWS ® EACH STUD W/ 2" MIN PENETRATION INTO EXISTING STUD W.W.S; c0 O 0: L) ¢� GLASS WOOD HEADER V CtREQUIRED Lt- r W � Wz Wco N mm I W Z = � cp 0)0� J 00 z W 3" MIN, Z U d O O 2 w o � i FLI!JJIF--.-, N c }� 14 TEKS > Z 03 ® 6" D.C. Z tr N O a W ci n *' O TEKS @ 5" O.C. Z 0z CD vOi WOOD STU TYR = W U u L 0 24' O.0 H NN REOU ED X J m W� v ¢Z _So'i- I" X 3-3/4" X 1/8" CONT. ALUM TUBE �+ U m W/ (3) 1/4' 0 X 4" LAG SCREWS In z 0 EACH STUD W/ 2" MIN PENETRATION - ! '-" a• INTO EXISTING STUD z m z z o, U CL INSTALLATION DETAIL ON EXISMNG WODD BUCKS scN.E : yr-1' FOR SHUTTER HEIGHT OF 108" MAX. DESIGN LOAD = 46 PSF I'• -I FOR SHUTTER HEIGHT OF 96" MAX. DESIGN LOAD *� 51 PSF Z= -FOR-HF4DER/S1kL�1=TA1L5• •GONNECTED••T•0-GONTINUGUS,-WOOD-ME•MSEIRS-•SEE -SHEETS 2• & _J_-......... _ ..... �_.-.._. __ ��I w 0o ft?LySYa- °i^`+u- - �.. b a-' �t �' 3til D �s t} f ~C.yO� . U w2 I�JQr1, - co V� 1475 4 of 5 a a 0 z 0 V5 w 0 � 0 I --------------------------------- vv SLAT SPAN (INCHES) 50 cl It o 0 d O J Z w co O O 41 0 .-�-.ANCHOR CHART m-mmWOMMMOMM 0016m k.--- -MMl lkimmmmmmmm M►lm-a'-OW `u-.o--.`amommumomm — z0 w 0 O co to O 0 50 70 90 110 130 150 - CHART-2 ANCHOR■■ Illllllllllllllli .�� 0MM ON --- ONION ON -----�- WMINNE10mmom -OZZO----- M=l.--•---- MMwM-■----- ---w�----- blummm m--- SNOW =mElm `e.-----.m mom-."----- SLAT SPAN (INCHES) �.--.ANCHOR CHART • -----& -"-MM--. :: Ol I�9i�\0 1a ppp MEN-0 s! u- a 0 a J z 0 w 0 o_ 0 z O tn w 0 O O O 0 -- - WON MMEM -M... MENEM mmmmmmmm ME ---- ..'01 Immom WOMMEMME ON n oWON ON 50 70 90 SLAT SPAN (INCHES) 50 ----•• plo �-W' -,---•m ES,----- MMMOZIMMMmmammommom �O------ -,,,-----:- \,M00N,�0 MM mm�mmoms ,�Cii�..'.o`. c<-qa ®psc aes�e c8aa•` 161® fa:IN;InIN1.'-a14 � am. � SLAT SPAN (INCHES) SLAT SPAN (INCHES) ! SLAT SPAN (INCHES) TYPICAL ANCHORS rm FASTENER SPACING IN MASONRY CHARTS ARE BASED ON TYPICAL EDGE DISTANCE = 12d. FOR LESSER EDGE DISTANCE DECREASE SPACING BY MULTIPLYING WITH THE FACTOR BELOW EDGE DIST. 112d=3" Od-2-1/2" 8d-2" 16d=l-1/2" 5d-1-1/4" C7 1.00 86 .7 .S 0.50 PL R 3" GE DI 5PA C. (FRoht CHART) GE I SPA 12 .71 R 2" 'DO —c u- s V1 ' a 0c: 0" z c cn c w 0 c c K u- 0- 0 —I z 0 w 111111111111111111111111111111♦_: all M----- NONE MO--- O--- "I'MIMMEMON --mom-- ---`---- m --.'----- M:�--M�--- ommm --�►omm walam®-ammm to SLAT SPAN (INCHES) -..--.ANCHOR CH,','- 101'' - \l11mM00 MOM - \„-o `----- --"'.---- ummom -.."'.o-- __ momm`mumm - ��'y}(IAye'®00ML I- miw won _ -I 9 1 II-01 ---u ®s` JV v SLAT SPAN (INCHES) ANCHOR (Z) - 1 /4" TAPCON (BY ITW RAMSET/RED HEAD): 1-3/4- EMBEDMENT TO 3000 PSI MIN. CONCRETE USE CHARTS 1 THRU 8 TO VERIFY ANCHOR 1-1 /4" EMBEDMENT TO BLOCK B = #14 S.M.S. W/ RAWL SCRU-LEAD INTO MIN. 3000 PSI CONCRETE: REQUIREMENTS AND STRESS HEADLIMITER A OF ANCHOR O LOAD/SPAN COMBINATIONS FOR £4DEAND SILL. 1-1 /2' EMBEDMENT. ANCHOR QD = 1/4" RAWL CALK -IN:, NOTE: ANCHORS. USE FULL EMBEDMENT IN CONCRETE BEYOND TOTAL ANCHOR BODY INTO BLOCK OR MIN. 3000 PSI CONCRETE. THE COVERING (STUCCO, TILES, ETC.) 1CAL E IST IN OD 1-1/4" ANCHOR n = A14 S.M.S./LAG SCREWS INTO WOOD (S.G. = 0,47): NO REDUCTION FACTOR IS REQUIRED 1-1 /2" MIN. PENETRATION. A4t'pro c. kS 010. NN @Y; Icwco F,T) W.W.S. W.W.S. F DATE: S.1 04/04/1 to O JO t7 U �u- J 1•' (/1 :m mLLJ I W =M (D` Z Q Ln j O CO V) W O QN Z at = LAB ZQ o< N +e d C9 m > Z Y -r ED Vnn O �¢nI Z (' GL• g j fn U. z aw Fd- o a H Q En z0O z i V m 3� con- W co z ) a �� •Y v 00 cnz , ~ i a 0 1475 SHEET NO. 5 of 5