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RC-10-320Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 161067 Permit Number: RC -3 -10 -320 Scheduled Inspection Date: June 20, 2011 Inspector: Bruhn, Norman Owner: FROHBOSE, JACQUELINE Job Address: 667 NE 105 Street Miami Shores, FL Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Final Work Classification: Alteration Phone Number Parcel Number 1122310120090 Building Department Comments REMOVE AND REPLACE EXISITNG COLUMS. REPAIR UPLIFT TIE DOWN WITH IN POSTS. INSTALL TWO NEW IMPACT WINDOWS IN EXISTING OPENING ON FRONT PORCH. Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 136669. JACQUELINE 305.978.3321 June 17, 2011 For Inspections please call: (305)762 -4949 Page 21 of 30 JUL 1 6 , 2010 BY :._ Miami Shores Village Building Department 10050 N.E,2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PET APPLICATION FBC 20 Permit No. Master Permit No. Permit Type: BUILDING ROOFING Owner's Name (Pee Simple Titleholder) Z.-110406U Phone # ' 1 6 3 Owner's Address t, '1 P , _ G City 1-1 1 AI cs431.0 ees State r4J1 Zip 031.3 Z Tenant/Lessee Name Phone # Email Job Address (where the work is being done) to 7 bar 1 I City __ Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # )j 2 a -01g-' 041 a Is Building historically Designated YES NO Flood Zone Contractor's Company Name bvw Lf6tud24-tA) Phone # 305 911 Contractor's Address (, vi Lil & j Q' citll, State a Zip - o f 38 Qualifier Name Phone #/ State Certificate or Registration No. Certificate of Competency No. Contact Phone E -mail Architect/Engineer's Name (if applicable) Phone # Value of Wort For this Permit $ Wo��- Square 1 Linear Footage Of Work: Type of Work: Addition [)Alteration ]New 0 Repair/Replace 0 Demolition De7rIbe Work; � t� > �S -C f .t J�- �t.�i. dit� . -� . -1 (,&1. rr Lu Let c l' *************************************** 1~ ees * * * * * * * * * * * ** *i:A * ** *:4 *Ar -A * *:k',* * *4 * *75 * * #3.,k* Submittal Fee $ 5`"")::) Permit Fee $ ,/(/OC v CC'.P $ t.. ao cox(' $ Notary $51C\-- � Training/Education Fee $ °-(e Technology Fee $ 2 49 0 Smiling $ " t - 00 Radon $ 1 • t 0 DPBR $ 1.. 10 Bond $ Double Fee $ Violation date: Q Structural Review. $ - Uv Total Fee Now Due $ v See Reverse side -> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AI1. CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspeclion fee will be charged. Jam. Signature_ V �1- Owner or Agent t pp_ The foregoing instrument was acknowledged before me this 1 `t' The foregoing instrument was acknowledged before me this day of l , 20 t by CQt_4.0 ML C'(OOt'D'(, day of , 20 _, by who is personally known to me or who has produced ) 9 who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. Signature Contractor NOTARY PUBLIC: NOTARY PUBLIC: Sign: or 1S ��` Sign: Print: Q : G� ' 9 Print; � Jq` � My Commission Expires: .. 23 IT; 0 My Commission Expires: ..eta. i�`{Yttl *x> APPROVED BY 7"6 U Plans Examiner Zoning Engineer Clerk checked (Revised 07110107)(Revised 06/10/2009) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: —S O i 36 V P- - ?$ DATE: 7-16 -1(� ADDRESS: Co Co' ` fl € 1 O (b41 Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two- family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with - holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner - builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I m protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. InitiSit 4. I understand that I may build or improve a one family or two- family residence or a farm outbuilding. I may also'uild or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption. 5. I understand that, as the owner- builder, I must provide direct, onsite supervision of the construction. Initial Initial 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner - builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner - builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide all applicable laws and requirement that govern owner - builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850487.1395 or http : / /www.mvfloridalicense.com /dbpr /pro /cilb /index.html 11. I am aware of, and consent to; an owner - builder building permit applied for in my name and understands that I the party legally and financially responsible for the proposed construction activity at the following address: Initi 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the info have provided on this disclosure. Initi that I Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does T' have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner - builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractors workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this ` day of 20 who was personally known to me or who has as identification. By 3---paxit,LANc isLbL Produced there License or Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: a) -3 a.6 DATE: 3 ld IP! C. 2-0 th,e6r-----itractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) Address: b?-2_ A_ lD 5 T-e- From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to co '. a p itting pro Acknowledged by: PERMIT CLERK INITIAL:4 RESUBMITTED DATE. PERMIT CLERK INITIAL: Permit No: 10 -Lrdp Job Name ,2010 Miami Shores Vivage Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 ee•4. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 IViiami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. /0 -3 ZO Job Name4-r& i �! 0 $ Date 3/2l/0 STRUCTURAL CRITIQUE SHEET @ Make tide #444 din l < 'ems nekathi yell a 14,;l iciaa m I W5 Perm if el Nees! details o, Col. cant-reels fo baMMoynt a Need Ehpbeers wind load car/cs fa, u �1tff v. Gve.tghb of r / Po _s l ��1k7l-eylSe Wood ucaton excel, intsses? 4cie. �Pr'rni / -Cry Go a e - as co c - or a Van cr,ce Date: 314/2010 03:57 PM Sender's Fax ID: 239 -931 -5604 Page 1 of 2 Ac®um CERTIFICATE OF LIABILITY INSURANCE OP ID FR ESRFL -1 DATE(MM /DD/YYYY) 03/04/10 PRODUCER Lykes Insurance, Inc. - FILM P.O. Box 60043 Fort Myers FL 33906 -6043 Phone:239- 931 -5600 Fax:239- 931 -5604 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # INSURED E.S.R. FL Const Inc. P.O. Box 150472 Cape Coral FL 33915 rovrrzanic INSURER A. southern - owners insurance co. 10190 INSURER B: INSURER C: INSURER D: INSURER E: THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHEP DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY I3E ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. MK AUL) L LTR NSRD TYPE OF INSURANCE POLIC NUMBER GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS MADE - OCCUR GEN'L AGGREGATE LIMIT APPLIES PER O- PET LOC 20725355 POLICY MFhkt 11Vk DATE (MM/DD/W) 11/09/09 1'ULICY kXYIHA I ION DATE (MM/DD/YY) 11/09/10 LIMITS EACH OCCURRENCE DAMA(,t I HUN I tU PREMISES (Ea occurence) 1,000,000 $300,000 MED EXP (Any one person) $ 10,000 PERSONAL & ADV INJURY $1,000,000 GENERAL AGGREGATE 2,000,000 PRODUCTS - COMP /OP AGG 2,000,000 AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) BODILY INJURY (Per person) BODILY INJURY (Per accident) PROPERTY DAMAGE (Per accident) GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT OTHER THAN AUTO ONLY EA ACC $ EXCESS/UMBRELLA LIABILrTY OCCUR CLAIMS MADE DEDUCTIBLE REItNTION $ EACH OCCURRENCE AGG AGGREGATE WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below OTHER WC STAIU- TORY LIMITS OTH- ER $ E.L. EACH ACCIDENT E . DISEASE - EA EMPLOYEE $ E . DISEASE - POLICY LIMIT DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES !EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS carpentry noc CERTIFICATE HOLDER CANCELLATION Miami Shores Village Hall 10050 NE 2nd Avenue Miami Shore FL 33138 ACORD 25 (2001/08) MIAM100 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF. THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER. ITS AGENTS OR REPRESENTATIVES. 72VzzESENTATI V © ACORD CORPORATION 1988 ALEX SINK CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE" EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. 09 -W-2009 EFFECTIVE DATE: PERSON: 09/02/2009 EXPIRATION DATE: 09/02/2011 RICZO EDWARD FEIN: 203142035 BUSINESS NAME AND ADDRESS: ESR FLORIDA CONSTRUCTION INC P 0 BOX 150472 CAPE CORAL FL 33915 SCOPES OF BUSINESS OR TRADE: 1- REMODELING • 2- CERTIFIED GENERAL CONTRACTOR IMPORTANT: Pursuant to Chapter 440 . 05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05113), F.S., Notices of election to be exempt and certificates of election to be exempt shall I.e subject to revocation if, at any time afte } -•the "filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a • certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413 -1609 DWC -252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION CONSTRUCTION INDUSTRY CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW EFFECTIVE: 09/02/2009 EXPIRATION DATE: 09/02/2011 PERSON: EDWARD S RICZO FEIN: 203142035 BUSINESS NAME AND ADDRESS: ESR FLORIDA CONSTRUCTION INC P 0 BOX 150472 CAPE CORAL, FL 33915 SCOPE OF BUSINESS OR TRADE 1- REMODELING 2- CERTIFIED GENERAL CONTRACTOR IMPORTANT 0 Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election I. under this section may not recover benefits or compensation under this D chapter. H Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt.. apply only within the scope of the business or trade listed on Rthe notice of election to be exempt E Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413 -1609 CUT HERE * Carry bottom portion on the job, keep upper portion for your records. BWC -252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 r • , . , . . r . • . RESIDENCE OF JACQUELINE FROHVOSE 627 N.E. 105 ST. MIAMI SHORES, FLA 33138 RESIDENCE OF JACQUELINE FROHVOSE 627 N.E. 105 ST, MIAMI SHORES, FLA 33138 NIVc191 WOO 311 OW Nomioo els AX0c1A 11DHON100 SNIAI11100 ONI8V38 -NON 000M 1V3IdAl NMOO I1 ONIISIX3 a Y. .)(' /IV M3N 1 eafilt1P42; 013M lOdS 1 4 SPOT WELD TYPICAL WOOD NON_. BEARING COLUMNS CONCRETE EPDXY COLUMN AND TIE DOWN REPAIR Fe 3 18 10 10:30a .• • • MIAMN COUNTY �!�,�_ Causeway %Jim APPRO BY ZONING BLDG Ds= SUBJECT IC DC1v.1F- .IANCE WITH ALL. FEDERAL STATE AND Cc. H;_n_ES AND REGULATIONS BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, I1 34275 SCOPE; 781 -2355 p.2 MIAMI -DADE COUNTY, FLORIDA 0-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buldinpcodeonliine.com This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AM (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 M�Iiarni -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 Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series S}1-700 Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4040 -20, titled "Alum. Single Hung Window, Impact", sheets I through 11 of 11, dated 9/1/05, with revision B dated 11113/05, prepared by manufacturer, signed and sealed by Robert L. Clark,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. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the perfomiance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Budding Official. This NOA revises NOA # 05-1018.01 and consists of this page 1 and evidence pages E -1, E-2 and E -3, as well as approval doc•umen t mentioned above. lime sxbaartteldoeumneatation was reviewed by Manuel Perez, P.E. • • • • • ,.w • __e ! .,,10 L_O • • •• •• • .• • • • • • • • • • • • • ••• • • • • ••• • • • •• •• • • • • • • • • !,' • i; • • 410 ' • • • • • •• •• NOA.No. 07-032246 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 Page 1 MIAMaDADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the 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 Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series SH -700 Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4040 -20, titled "Alum. Single Hung Window, Impact ", sheets 1 through 11 of 11, dated 9/1/05, with revision B dated 11/13/06, prepared by manufacturer, signed and sealed by Robert L. Clark, 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. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Fact unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "NpZami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been fled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its • • distributor/ai ihai1 be mailable for inspection at the job site at the request of the Building Official. • • This•NO•A rejisgs 4A•4 05- 1018.01 and consists of this page 1 and evidence pages E -1, E -2 and E -3, as • • tvejla s ovkil njnPj mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buldiugcodeonline.com • • • • • • • • ••• •• • • •. • • • ••• • • • • ••• • • • • • • • • • • ••• • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • •• •• NOANo. 07- 0322.06 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 4040 -20, Sheets 1 through 11 of 11, titled "Alum. Single Hung Window, Impact ", dated 9/1/05, with revision B dated 11/13/06, prepared by manufacturer, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. 2, Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F1 L -4958, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. 3. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5063, dated 11/21/06, signed and sealed by Edmundo Largaespada, P.E. 4. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. FTL- 4645, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) •• ••• • • • • • •• • • • • • • • • • •• 000 •• • •.• •• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • ••• • E -1 ••• • • • • 000 • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • •• •• • • • 00 •• 000 • • • 000 • • Manuel Per Product Control er NOA No. 07 -0322.06 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4647, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 6. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4648, dated 08110105, signed and sealed by Edmund.() Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 7. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. b °I'L- 4649, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 8. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4650, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 9. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. EFL- •• " " • • • • .642, late:11'08 /11/05, signed and sealed by Edmund° Largaespada, P • • • • • •quint, ted under previous NOA #05- 1018.01) •. • ... .. • • • .. • ... .. • • • • • • .• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••. • E -2 ... • • • • ... • • • • • • • • • • • • • •00 • • • • • • • • • • • • • • .. • .. • • • . • 00 •0• • • • ..• • • Manuel Per a. E. Product Control a I er NOA No. 07 1 22.06 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 10. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. Ii"1 L -4646, dated 08/11/05, signed and sealed by Edrnundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 11. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. Ii rL- 4723, dated 10 /05/05, signed and sealed by Edmund() Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) C. CALCULATIONS 1. Anchor Calculations and structural analysis, complying with FBC -2004, dated 12/18/06, prepared, signed and sealed by Robert L. Clark, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CER'1'lHCATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours for "DuPont Butacite® PVB" dated 01/05/06, expiring on 12/11/10. 2. Notice of Acceptance No. 03- 0827.08 issued to Solutia Inc. for their "Solutia Interlayer" dated 03/04/04, expiring on 03/04/09. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 03/16/07, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of code compliance, dated 10/12/05, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 05- 1018.01, issued to PGT Industries for their Series SH- 700 Aluminum Single Hung Window — L.M.I., approved on 03/23/06 and expiring on ••• 000 . • • •03J3'4011.•• • • •• • • • • • • • •• ••• •• • • • .• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • ••• • E -3 000 • • • • 080 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •. •• • • • •• •• ••• • • • 000 • • P.E. Product Con .7, er NOA No. .22.06 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1 AGLAZINGIOPTIONS: (SEE DETAILS ON SHEET 2) •••• • •• A. 5116 "1•AMI COI S•TING•OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. • D.16/11 7 RAM CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8° HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE • MAXIMUM PVBBNVRLAtER. C.6/16" LAMI CONSIO OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. Q. 7/18" LAMI G CON l TI OF (2) UTES OF 3/16° ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. • E.•'W" 11.MI CODS J Z)F (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE • MAXIMUM PVB► jlLAMI CON OF (2) LITES OF 3118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. • 13/f6& LAMI IGi(} f of 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 5/16° LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A • !OWl! DUPONT Bll194EITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. H.13118" LAMI IGi(i)JE pF 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 518" LAMI CONSISTING OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. C l3}�IQ" 4.AMI 10: merited= 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 5/18° LAMI CONSISTING OF (2) UTES OF 1/8" HEAT STRENGTHENED GLASS • WIT AN .090 Ii1UPOVE BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. J. 13116" LAMI IG!(1) BITE OF 1/8° HEAT STRENGTHENED GLASS, AN AIR SPACE AND 7/16° LAMI CONSISTING OF (2) LITES OF 3/18" ANNEALED GLASS WITH A • • ttellUPONT Bt ACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 164 3116" LAMI 10: (1) LITE OF 1/8° HEAT STRENGTHENED GLASS, AN AIR SPACE AND 718° LAMI CONSISTING OF (1) LITE OF 3/16° ANNEALED GLASS AND (1) LITE OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB. L 13/18" LAMI IG: (1) LITE OF 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. &M. 13/16" LAMS *G: (1) LITE OF 118° ANNEALED GLASS, AN AIR SPACE AND 5/18° LAMI CONSISTING OF (2) UTES OF 118" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: "OX" (1/1, VIEW AND RADIUS TOP, ALL Wt LOW OR HIGH SILL OPTION) g. DESIGN PRESSURES: (SEE TABLES, SHEETS 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 6. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. . REFERENCES: TEST REPORTS FTL- 4645, FTL -4648, FTL- 4847, FTL- 4648, FTL- 4649, FTL- 4650, FTL -4851, FTL- 4723, FTL -4957, FTL -4958 AND FTL -5063. ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 8. SERIES/MODEL DESIGNATION SH700, ALSO REFERRED TO AS SH701. 9. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDffION INCLUDING THE HIGH VELOCITY AA HURRICANE ZONE (HVHZ). NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS „..,. „2 DESIGN PRESSURES 3 ELEVATIONS 4 VERT. SECTIONS 5 HORIZ. SECTIONS 5 PARTS LIST 8 EXTRUSIONS 7 CORNER DETAIL 7 ANCHORAGE 8-11 Mood* bele as.°dbp FJC FJG F.K o.k • GL CHANGE NOTES 3 6 7. ADO NOTE 9 ADD ASS TYPE M 11H366 8 TO NOTE 1. GLAZING OPTIONS ADD F71.-4723 7O NOTE T. Lidr 1/24Aa9 Porkker A CRY+ arbd�: J J 2/23/07 1074 TECHNOLOGY DRIVE NOKOMIS, SL 34775 P.O. SOX 1529 NOKOMIS, F1.34274 PST T/tc/bly Batter GENERAL NOTES Tie ALUM. SINGLE HUNG WINDOW, IMPACT tiodulkdot SH700 ewe d11 O-+vN. 4040 -20 B /771/7” Robert L Dark, P.E. PE #39712 Struder& • • • • • •• • • • • • •• 1/2° NOM. GLASS BITE 1/8° ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8' ANNEALED OR HEAT STRENGTHENED GLASS 5/18" NOM. 5/16" LAMINATED GLASS n n r--, 0 r (,87,88 or 92 11 1/2" NOM. GLASS BITE ® NOTE: LAMI IG OUTBOARD LITES MAY BE UPGRADED TO 3/16" WITH NO CHANGE IN DESIGN PRESSURE. G] EXTERIOR INTERIOR (ALL SECTIONS) 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7116" LAMINATED 7/16" LAMINATED GLASS 1/2" NOM. GLASS BITE 1/8° ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/18" LAMINATED AIR SPACE 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 13/16' NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16° LAMINATED AIR SPACE 1/8' HEAT STRENGTHENED GLASS 13/18" NOM. 13/16" LAMI IG GLASS W/ 7/16" LAMI tRBDUCT REV18E1) ara•apybgwith tie pirlile RakU"g Cale Epee ae•aef Rem 1 FJG F.1( Dar 109/08 bait 124418 B A ADD 1783492 TO 8116 LAM 1 LG. GLASS (A.A,A)& MAO IGNOTE NO CHANGE THISSHEET W1 aa•aer. JJ. T/23/07 1979 TECHNOLOGY DRIVE NOKOMIS. FL 34278 P.O. SQX 1629 NOKOMIS, R.34274 Pic," VI.1b& Bete. GLAZING DETAILS ar ALUM. SINGLE HUNG WINDOW, IMPACT Balk Full abort 2 or 11 4040-20 e SA/7 Robed L Ctark, P.E. PE 939712 Skectara! 1/1 FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION A, BASe-p•iN FLANGED WINDOW TIP - TO-TIP FRAME DIMENSIONS • • WINDOW HEIGHT • • •••• • •• • • • • • • • • • • • • • • WIDTH • •fp ••• • Gin* • ,B,M TABLE 1. 63" 86" 68" 70" 72" 74" +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 0 76" -80.0 0 -79.0 9 -75.9 0 -74.0 -80.0 +80, 0 50" • 52" • 831/88 • UP1cT531781 0 II • • • 0••,M A,B,M �' C,D, g1G11 A K 1••• • • +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79. +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +78.8 -78.8 +77.3 -77.3 +75. ,L +80.0 -80.0 +80.0 -80.0 +79.6 -79.6 +78.2 -78.2 +76.9 -78.9 +75.4 -75.4 +74. +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +50.0 -80.0 +80. STArltartD BASEb ON •• •• • 1 • VIEW eitUSIUS TOP FLAN!'EQOIfINDOW GLILSITMPf FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION A TABLE 2. TIP-TO-TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH. 38 3/8" 44" 50 618" 83" 72" 74" 76" 4911•• • • P8B,Ma +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 8011 • • A,B,M� +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.9 -79.9 +70.0 -70.0 +70.0 70.0 +70.0 -70.0 52" A,B,Mj +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +78.9 -76.9 +70.0 -70.0 +68.8 -68.8 +67.6 -67.8 53118" A,B,MA +80.0 -80.0 +80,0 -80.0 +80.0 -80.0 +75.0 -75.0 +68.0 -88.0 +66.7 .68.7 +65,5 .85.5 UP TO 531/8" C,D,E,F,G,H,I,J,K,L +80.0 -80.0 +80.0 -50.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 CUSTOM V EW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTIONI BASED ON FLANGED WINDOW TIP-TO-TIP FRAME DIMENSIONS WIDTH GLASS TYPE TABLE 3. WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. WI SASH 76" FLANGED AND 75" INTEGRAL FIN) 17 1/8" 22 11/16" 28 3/16" 33 3/4" 39 5/16" 44 13/16" 50 3/8" 5516116" 53 118" D,E,F,J,K,L +80.0 1 -80.0 +80.0 I -80.0 +80.0 1 -80.0 +80.0 1 -80.0 +70.0 -70.0 +70.0 1 -70.0 +70.0 1 -70.0 +70.0 1 -70.0 GLASS TYPES: TEST REPORTS TABLE 4. A. 5116" LAMI - (1/8"A,.090,1/8 "A) FTL-4647, 4648, 4723, 4957 B. 5/16" LAMI - (1/8"A,.090,118"HS) FTL- 4647, 4648 C. 5/16" LAMI - (1/8"HS,.090,1/8 "HS) FTL-4647, 4648 D. 7 /16" LAMI - (3/16"A,.090, 3/16"A) FTL4645, 4885 E. 7/16" LAMI - (3/16"A,.090, 3116"HS) F7t -4645 F. 7116" LAW - (3116 "HS,.090, 3!16 "HS) FrL -4645 G. 13118" LAMI IG - 1/8 "HS, AIR SPACE, 5/16" LAMI - (1/8"A,.090,1/8"A) FTL -4648, 4723 H. 13/16" LAMI IG - 1/8"HS, AIR SPACE, 5/16" LAMI - (1/8"A,.090,1/8"HS) FTL -4846 I. 13116" LAMI IG - 1 /8"I-IS, AIR SPACE, 5/16" LAMI - (1 /8"HS,.090,1 /8 "HS) F1L -4846 J. 13/16" LAMI 10 - 118"1-1S, AIR SPACE, 7/16" LAMI- (3/16"A,.090, 3116"A) FTL-4649, 4650 K. 13116" LAMI 1G - 1/8"14S, AIR SPACE, 7/16" LAMI - (3116"A,.090, 3/16"HS) FTL- 4649, 4650, 4958 L 13/16" LAMI IG - 1/8"HS, AIR SPACE, 7/16" LAMI - (3116"HS,.090, 3/16"HS) FTL- 4649, 4650 M. 13/16" LAMI IG - 1/8"A, AIR SPACE, 5/16" LAMI - (1/8"A,.090, 118"A)A FTL -5063 "0" MEETING RAIL 7C" "0" MEETING RAIL "x" �H "0" MEETING RAIL NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF +84.0 PSF OR LOWER AS SHOWN IN 114E TABLES. NEGATIVE DESIGN PRESSURES ARE UNtrreCTED. 2. FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1" FROM THE FLANGED TIP- TO-TIP FRAME DIMENSIONS. 3. AVAILABLE SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 5/8" MINIMUM TO 38" MAXIMUM. 7 Si�SH wHT. MINUS SASH SASH Mori Br 0s &"a+ac Resdroe FJC Rawl&,. FJ6 0 atlp. Dow FJG 91105 Nis 11/1,/06 1124106 &Oskar A UPDAIETDASTME MOM RISME ST0VIEWSAS1 HT REF, TARSI REVISE? CUSTOM FORMAT DP& A0DIN1.8M UPDATE TEST NOS ADD Frz.4723 70 GLASS TYPES A AND G 0111kiedOE b. , J.J. 2123877 1070 TECHNOLOGY DRIVE NOKOMIS. FL 94278 P.O.BOX1828 NOKOMIS, 8.34274 PcT V&rbly Setter DESIGN PRESSURES >•< ALUM. SINGLE HUNG WINDOW, IMPACT ardeardadt SH700 Mat OrrigrNe. NTS 3 0 11 4040 -20 B Robert L Clark, P.E. PE #39712 Structural • •••• 49 5/8" MAX. FIXED DLO (ALL) MAX 531/8" FLANGED WIDTH 62118" MAX. I.F. WIDTH al 1 ••• •• • TAB • •• • • ••o • •SMO MAX) M •• •• • • • • o •••• • • •••• 175' I.F. D HEI HT A •481 /4AMAX. VENT DLO (ALL) DETAIL A 1/1 75" MAX. A A I.F. SEE DLO i HEI HT TABLE 78" MAX. 78" MAX. FLANGED FLANGED HEI HT ; HEI HT 1 SEE DLO T°'I_ j gH HEIGHT 75" MAX I.F. HEIGHT ® SEE DLO 78' MA TABLE X FLANGED HEIGHT SEE DLO TABLE B DETAIL D VIEW (CUSTOM SASH) SEE DLO TABLE SEE NO 4 DETAIL B VIEW (STANDARD SASH) 1 75' MAX. I.F. HEI HT MAX FLANGED HEI HT SEE DLO TABLE 20" SASH HEIGHT DETAIL E RADIUS TOP (CUSTOM SASH) NOTES: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B & C) ARE BASED ON A THREE OVERTWO FORMAT. A xw"ear Mkt 75" MAX. I.F. HEI HT A 78' MAX. FLANGED HEI HT SEE DLO TABLE SEE DLO TABLE SEE NO 4 DETAIL C RADIUS TOP (STANDARD SASH) VERTICAL DAYLIGHT OPENING DETAIL FIXED LITE LOW SILL HIGH SILL A 34 1/2" 34 3/16" B 41 5/8" 41 1/4" C 41 1/4" 40 7/8" D 52 5/8" 5211/16" E 52 1/4" 52 5/16" SASH LOW HIGH DETAIL SILL SILL A 34 1/2" 34 3/16" B 27 7/16' 271/6" C 27 7/16" 271/8" 0 16 3/8" 15 3/4' E 163/8" 15 314" TABLE 5. PRODUCT REVISED as camptyky with late RUM' lactate Code AAceepmsae Pie 70// a.,� FJG Oak 11/1&v6 Oar IMAM Rood FJCHp C H F A75 Da., iteriskax r A ADD INTEGRAL FIN (IF.)VERSION. CND. NOTE 3. ADD NOTE 4. NO CHANGE THIS SHEET aaaar J.L 2/ZW7 1070 TECHNOLOGY DRIVE NOKOMIS. FL 94278 P.O. BOX 1678 NOKOMIS. FL 34274 P VLsibly fleeter ELEVATIONS >,oK ALUM. SINGLE HUNG WINDOW, IMPACT SHfiO NTS 4 s 71 4040-20 Vs -7 Etched L Clark, P.E. PE 0$9712 Structural • ••• • ••• ••. • • • • • MAX • • FIXED • •LTrE • • DAYLIGHT • OPENING ••• • • • •• • • •••• •••• F-- 2.784° INSIDE NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) 6" FROM EACH SIDE OF SASH. INSIDE MAX. VENT DAYLIGHT OPENING NOTE: BALANCE PARTS USED Ark BASED ON SASH WEIGHT 9,10,11,15,1 MAX. HEIGHT Payday: 2.710" 7,8 OR 17 /OUTSIDE MAX. FIXED UTE DAYLIGHT OPENING MAX. WIDTH SECTION A -A OUTSIDE INTEGRAL FIN (I.F.) FRAME SECTIONS INSIDE OUTSIDE MAX. VENT DAYLIGHT OPENING Aft 2. 4.13 HIGH SILL HIGH SILL LOW SILL HEAD JAMB OUTSIDE` AI.F. FRAME 2.330" (LOW SILL) SEE NOTE ABOVE SECTION B-B (LOW SILL SHOWN) ULTRALIFT ONLY 2.948" (HIGH SILL) 2.710° OUTSIDE I o ,I ric 0 0 is RorselBr FX F.K FJ Aft WISES aan 1124106 911M5 B ReMons A ADO IF. SECTIONS & CONSO IDATEBAL. COMPONENTS IVO CHANGE THIS SHEET ALTERNATE HIGH SILL 1070 TECF9VOLOGY DRIVE NOKOMIS. FL 34270 P.O. BOX 1020 Noicotara, 8.34274 Pc �T Visibb Better ULTRALIFT ONLY SECTIONS ne° PRODUCT REYM = Ba with Ne Flaide r Code Atceplance No Eon Date Predort • 20„ SECTION C-C RADIUS TOP (HEAD DETAIL - FLANGED VERSION) ALUM. SINGLE HUNG WINDOW, IMPACT SHmO Ha f Due 5 e 11 aeepee, 4040 -20 Robert L csak. P.E. PE #39712 Sincottual ITEM DWG.# DESCRIPTION PGT# 1 4002A FLANGE FRAME HEAD 612225 2 I 1155 #8 X 1.000 QUAD PN. SMS 781PQA 3 4003C FLANGE FRAME SILL (LOW SILL) 612226 5•••1826 ADHESIVE OPEN CELL FOAM PAD 7PAD1626 18....41504 FL jNGE,F$AN E JAMB 612227 7 4025 •$x••4:25 9• 4029 SAPS STOP: SASH STOP (EGRESS) 1.125 LONG SP A BALINCE, 3/8 ", 5/8", OR 11/16" 612244 612244 10 . 1080 11. • BAIPINCE CtSVER, 3/8" OR 5/8" 6BALCVR916 #8 X@90 RI1'PN. SMS 7834M 13 • • 1085/1086 Ida I•. • BAPAKC VQTTOM BRACKET 7BALTBKT SASH TOP GUIDE #8 i;131;1LLiPS FLAT HEAD S. Sit 42504 78X1FPAX 17 4 4053 1131 11980 -1 BALAlee COVER. 11/18° SBALCVR670 18. •4229 -1 SA*H f P !OVER SAKI joGKET 64053 7ULBRKT i9 f 21 4054C • #8-12 X 1g.LG. PH. FH. TYPE F S. 811.. 3,36 • •40Q8C 250 + • }235 FIXIiD MEETING RAIL SASMfOP RAIL 7832X12FPFX 64054C 64008 WSTP.,.17D X.270 BACK, FIN SEAL 676160 26 1096 SWEEP LATCH 71096 27 1016 #8 X.625 PH. FL. SMS 7658 28 4007 SASH BOTTOM RAlI. (LOW SILL) 612230 30 1226 WSTP., BULB VINYL 8TP249 31 4008 SASH SIDE RAIL 612231 34 1268 SASH FACE GUIDE 42501 35 1822 LAM SETTING BLOCK 3/32" X25/64" X1" 71622K 36 1052 LAM 10 SETTING BLOCK 1 "X 3/4" X1/16" 71052K 37 1224 VINYL GLAZ BEAD BULB (THICK) 6TP247W,K 38 1225 VINYL GLAZ. BEAD BULB (THIN) 6TP248K 41 4039B GLAZING BEAD, 5/16 LAM. GLASS. 6403913 42 4044B GLAZINO BEAD, 5/16 LAM W/GRILL KIT 644703 44 4222A GLAZING BEAD, 7/16" LANA 64222 45 985C GLAZING BEAD, 7/16" LAMA W/GRILL KIT 6985 46 4087 GLAZING BEAD, 13/16" LAM I.G. 64067 47 4071A FRAME, I.F. HEAD 64071 48 4072A FRAME, I.F. LOW SILL 64072 49 4073A FRM1E. I.F. HIGH SILL 64073 50 40748 FRAME, I.F. JAMB 64074 52 4009 SILL LATCH (EGRESS) (LOW SILL) 764009 53 1088 SPRING, SILL LATCH (EGRESS) 7SPRNG 54 2740 SILL LATCH (EGRESS) (HIGH SILL) 62740 55 1014 SCREEN FRAME (HOR. & VER.) 61014 56 1630 SCREEN CORNER KEY WIRINGS 71630 57 1631 SCREEN CORNER KEY W /OUT RINGS 71631 58 1073 SCREEN SPRING 7CASP 59 1624 SCREEN SPLINE - .135 DA FOAM 61824K A A A A ITEM DWG.# DESCRIPTION PGT# 60 1635 SCREEN SPLINE -.135 DIA HARD 61635K 61 SCREEN CLOTH 61816 63 505 GLAZING CHANNEL (.688 X.500) 6533402 64 1161 #6 X1.000 PH, BUGLE TEK 706X1 67 GLAZING TAPE, 1/16 X1/2 - 7/16 LAM 62BV1510 68 4051A ASH BOTTOM RAIL (HIGH SILL) 64051 69 4050A FLANGE FRAME SILL (HIGH SILL) 64050 70 SILICONE, DOW 899, 995 OR EQUIV. 80 A GLASS 5/16" LAMI, (1/8"A.090 PVB,1/8 A) 81 B. GLASS, 5/16" LAMI, (1/8"A.090 PV8,1/8"HS) 82 C. GLASS, 5/16" LAMI, (1/8"1-1S,.090 PVB,1B"HS) 83 D. GLASS, 7/16" LAM, (1/8 "A,.090 PV6,1/8 A) 84 E. GLASS, 7/16" LAM, (1 f8 "A,.090 PVB,1 /8"HS) 85 F. GLASS, 7/16" LAMI, (1 /8"HS,.090 PV8,1/81IS) 88 G. GLASS, 13/16" LAM IG; 1/8"HS, AIR SPACE, 5/16" LAM, (1/8"A.090 PV8,1/8A) 87 H. GLASS, 13/16" LAM 10;1/8118, AIR SPACE, 5118" LAM, (1/8"A.090 PVB,1/8"HS) 88 L GLASS, 13/16" LAM 10;1/8"HS, AIR SPACE, 5/16" LANA, (118"HS,.090 PV6,1/8"HS) 89 J. GLASS, 13/16" LANA 10;1/81 -IS, AIR SPACE, 7/18" LAMA, (3/16"A.090 PV6,3/18A) 90 K. GLASS, 13116" LANA 10;1 /8118, AIR SPACE, 7/18" LAM, (3118 A,.090 PV8,3/16"HS) 91 L. GLASS, 13/16" LAM 13;1/8"HS, AIR SPACE, 7/16" LAM, (3/16"HS,.090 PV13,3f16"HS) 92 M. GLASS, 13116" LAMA 10;1/8"A AIR SPACE, 5/16" LAM, (1/8"A.090 PVB,110 A) 2.7 1. .082 47 FRAME, I.F. HEAD #4071A, 606346 FRAME, .F. LOW SILL #4072A, 6083-T6 PRODUCT NOISED as comply big wBk ele Pledge Acceptance Orkin eNNo ' t 2 04 Date _ ,r�?'/ft on 7 FRAME, I.F. JAMB 67 )0 .F. HIGH SILL #4074B, 6083 -T6 A #4073A, 6063 -T8 (USED AS RADIUS TOP HEAD) tmrmex aft FJ( Road* Deft FJ( 1/24108 Deft 11/13108 8 ADD LF MAME ITEMS 47, 48 49 AND ST. UPOR4DEI EM21 ADD 17 4 92. CHO. DESCRIPTION ITEMS MI 13 livolobow A NO CHANGE THIS SHEET m"oew Deer Olaaaaey. Wee F.K 9/1/05 J.J. 2/23/07 1070 TECHNOLOGY ORMEE NOKOMIS, FLS4276 P.O.BQX VMS NOKOMIS, PL34274 Vcdbly Better PARTS LIST ALUM. SINGLE HUNG WINDOW, IMPACT adekkbide 81700 Sat NTS fast 8 d 11 mr,,,a 4040 -20 B /i Robert L Clark, P.E PE 839712 Structural • • • • • •• • • • • • • • •• •• • • • • 1.383 • •••• • • • • FLANGR FRARIE HEAD �./ • #400•8•80S3.T6 • • • •• F •• • • • • •••• • • •••• • 1.7 •• •• ••• • • • • 2.710 • • • ••'212 • • ••• • • • (6 FLANGE FRAME JAMB �� �� #4004, 8083 -75 (USED AS RADIUS TOP HEAD) --�-1 1.342 .062 21 FIXED MEETING RAIL #4054A, 60631-113-T6, .062 3.446 I--- -2.784 0 FLANGE FRAME SILL (LOW) J #4003C, 6083 -T6 HH.082 11.490 1+-1.451.-11- OSASH STOP #4025, 6063-T5 r — 2.279 17 SASH STOP COVER #4053, 6083 45 A I.F. FRAME SEALANT ALONG ENTIRE JOINT I.F. FRAME SEALANT OR GASKET AT HEAD AND SILL WELD ALONG SCREW BOSS (2) VIEW D -D VIEW E -E (111 & VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) 2 SASH TOP RAIL 28 SASH BOTTOM RAIL(LOW) #4006C, 6063HS -T8 #4007, 6083 45 2.948 02.784 -- •I 0 FLANGE FRAME SILL (HIGH) #4050A, 60063 -T6 .082 r—a.3a6 ---� 2.838 68 SASH BOTTOM RAIL (HIGH) #4051A 6063-75 FRAME CORNER CONSTRUCTION —� 1.165 1--- 1.349 41 J 31 SASH SIDE RAIL #4008, 6063-T5 .060 .678 T O GLAZING BEAD 7/16" #4222, 6083-T5 .050 1.115 1 17 45 GLAZING BEAD, 7116" #985C, 6063-T5 (USED WI GRILL KIT) .878 .050 .878 1.096 1 GLAZING BEAD, 5/16" #4039B,6063 -75 .050 .678 1.096 -k--« I GLAZING BEAD, 5/16" #40448,6063 -T6 (USED W/ GRILL KIT) 050 �I I 1.097 GLAZING BEAD, 13/16" IG #4067, 6063 -76 RawdBle mlc Rofelonla FJL F.K o.oer FJC 11/1308 R* UPDATE FRAME CORNER ASSEM9LYTOINCLUDELt: cme AND UPGRADE ITEM 21 ALLOY. 1/24D8 A NO CHANGE THIS SHEET c`sc onm J.J. az 9/W5' J. 2l13�07 1070 TECHNOLOGY DRIVE NOKOM08, FL 84278 P.O. SOX 18/'6 NOKOMIS, FL34274 PGT Boar EXTRUSIONS & FRAME CORNER DETAIL ALUM. SINGLE HUNG WINDOW, IMPACT behoStelt &600 Half I 7 a 11 4040-20 ANCHOR QUANTITIES SUBSTRATE: FOR 111 FLANGED WINDOWS TABLE 5. WINDOW HEIGHT 28.603 34.603 40.603 46.603 52.603 58.603 64.603 76.000 ANC -yPE: 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "MK" mil.: GLASS TYPE 477,0 VO • 0 'MS 0 ai0N0-'Oc3 0 0 O- 00 Oc30iO- 0 0 Oc:iONO"pZp;i0,sizp 0 0 0 0 p 0 -OnIG"'O"Uc30NpZp-0 0 0 0 0 O 0 0 • 'C,D,E,F,D, • 1 :1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 19.125 H,I,J,K,E 1.21111121111;2221'22.2222. 222222,22 :22:22;2222:22:22223223:3 A,B'M� •l••1 171 1 1 1 . 1 1 112 1 1 ; 1 1 1.2 1 2.2 1 1 2 1 2:2 1 2 2 1 2:2 1 212 1 2.2 1 2 2 1 2:2 1 2 2 1 2,2 1 2.2 1 2.2 1 2:2 1 2.2 1 2:3 1 2 2 1 3 3 •••• • • • •••• 2Z•4 • CD,E,F,G,, • H,I,J,K,L •11e 1'2,1.1 •1 1 1;2 1 1.2 1 1,2 1 1;2 1 2:2 1 1 2 1 2 2 1 2 :2 1 2 2. 1 2;2 1 2 2 1 2 :2 1 2 2 1 2 3 1 2i2 1 2.2 1 2:3 1 2 :2 1 213 1 3 3 1 2:2 1 3 3 ABM• 1, •1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • •• •• • 102•1 1 1 21 21 :21 ;22.21.22. 22222222 :22.22223222;22;3222:33.32.233 • • C,D,E,F,g, .•, 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 e• • H,I,J,K,L 1.2 ?; 2222, 3122. 2231 :22. 32322232 '3222333223334323.3343344 •••• ~ ABM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1'2 1 2 2 , 2 2 3 1 ; 2 2 2 2 : 3 1 2 2 :3 2 3 2 2 2 3 2 : 3 2 2 2,3 3.3 2 2 3.3 3.4 212-2 3 3 4 3.3 4 4 C,D,E,F,G, 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 37.000 H,I,J,K,L 2:2 1 2 2.2 2 :3 1.2 2.3 2 3 2 2 2.3 2 3 2:2 2 3 2.3 2.3 213 3 4 2.3 3 3 3:4 3 3 3.4 3 5 3 3 4.4 ABM 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 2 1 2 2 2 2 3 1.2 2 3 2.3 2 2 2.3 2 3 2 2 2 3 2:3 2 3 2.3 3:4 2 3 3 3 3.4 3 3 3.4 3.5 3 3 4 4 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 2 2- 1 2 2 2 2 3 2.2 2 3 2.3 2 2 2 3 2 3 2 3 2 3 2.4 2 3 3 3 3.4 2 3 3 4 3 5 3 3 3 4 4 5 3.3 4 4 AB,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1;2 2 2 2-3 2;2 2:3 2.3 2 2 2.3 2 3 2.3 2 3 2 4 2.3 3 :3 3.4 2:3 3.4 3 5 3;3 3.4 4.5 3:3 4,4 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44.000 H,I,J,K,L 2 2 2 2 212 213 2 2 2 3 23 2 2 3'3 2 4 2 3 3 3 3'4 213 3:3 3.4 2 3 3.4 3'5 3, 3 3 4 4 5 3:4 4,5 A B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 212 2.2 2; 2 2 3 212 2.3 2 3 2:2 3;3 2.4 2.3 3 3 3 4 2 3 3; 3 314 2: 3 3.4 3:5 3; 3 3.4 4 5 3 4 4 5 PS 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 48.000 H,I,J,K,L 212 2:2-2-F2 2 3 2 ' : . 2 2; 3 3: 4 2: 3 3; 3 3:4 2 3 3, 4 3 4 2.3 3 4. 3.5 3 , 3 3 4 3;_5 3 , 3 4:6 4 6 3 4 5; 5 AB,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 ill iii 2:2 2,3 2,2 213 314 213 313 3 :4 2 3 3.4 3 :4 2:3 3.4 3 :5 3'3 3.4 3;5 3 3 4'5 4 6 3.4 5;5 PS 72 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 3 2 3 53.125 H,I,J,K,L �2 `IL 222223212233:42.3314342;33:43'. 43;33:43.5334`4463;44.5463:45:6 AB,M 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 2 2 212 213 2 2 212 2,3 3 4 2 3 314 3.4 2-3 3.4 3's4 3.3 3 ;4 3.5 313 4-4 4;5 3.3 415 4:6 3:4 4,5 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -114' ELCO TAPCONS 2 -1/4' ELCO SS4 CRETE -FLEX 3- #12SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS. HEAD - 181/2° MAX. FROM TOP CORNERS JAMBS - 17112" MAX. FROM TOP CORNERS 15' MAX. FROM BOTTOM CORNERS 8° MAX. BELOW MTG. RAIL ® SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE I° LESS. 55.. DESIGN PRESSURE UMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE KEY: MAX PSF (DP LIMITED) HEAD JAMB ABOVE MTG. RAIL JAMB BELOW MTG. RAIL rtmnucr REVISED as cam*** with Da WWI Balding Cods Accciaeulce Na ate (FULL DP) HEAD JAMB ABOVE MTG. RAIL JAMB BELOW MTG. RAIL 2 2 3 aG ,eat/ Ram/ /Ix bele Rowe@: FJC Dek bra 1/24/08 FJC FJC 7,28/05 Axon B r REVISE ANCHORAGE TABLE AND ADD DP MAX WHERE ANCHOR ISRE'S7RJCTEDBYS/ZE A NO CHANGE THIS SHEET LYrdmeax bac J.J. 2/23/17 1070 TECHNOLOGY DRIVE NOKOMIS. FL84275 F.O.Et?X1628 NOKOMIS, FL 34274 PST Vlstbly Beetrr ANCHORAGE SPACING, 1/1 WINDOWS ake ALUM. SINGLE HUNG WINDOW, IMPACT ardotfobt 8M5o I NTS 8 11 Walley Ns. 4040 -20 B Robert L. Clark RE- PE #88712 Structural • • • • ••••6• • •• • • • • • • a• ANCHOR QUANTITIES SUBSTRATE: i IttA TYPE: ----- FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. WINDOW HEIGHT 29.655 37.155 44.655 52.155 59.655 67.155 74.655 76.000 0 0 w0 • 0 U -6q,-.6 0 0 s 0 0 0 ' 0cv'3NQr-Oc"iONZO`-0CSZONp0' 0 0 0 0 0 0 0 0 0 0 0 0 5 0 U 0 0ONONp'ZON0Np0`"pcM�iON00' 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WNRAV IRIH • GLASS TYPE ce • • • 19.125 • ••• ; • •■ C,D,E,F, , H,I,J,K, •t•I•f.i .1 :1 1 1 1 1 2 2 1 2 1 1 2 2 1 2.2 1 2.1 1 2 2 1 2 2 1 2 2 1 2:2 1 2 2 1 2-2 1 2.2 1 2;2 1 2'2 1 2.2 1 3:2 1 2.2 1 312 1 3 2 1 22 1 3 2 ABAA••. ••i.4•111.1 ..1 1 11 1 2: 2212.22;22.12122 1 1 1 1 1 1 :22,22.22122 1 1 1 1 :22:22.22:22:23'2223.2322;23:2 1 1 1 1 1 1 1 1 1 1 •••• ••••••C,D,E,F,e,�•1 24.000 • •• • • • PSF, l$• H,6J,K,L�1.11.1 ••1 1 1 1 1 1 2 2 1 1 1 1 22 1 2:2 1 22 1 212 1 2 2 1 2,2 1 2 2 1 2.2 1 2.2 1 3 2 1 3.2 1 2.2 1 3 2 1 3:2 1 2'2 1 3 2 1 3:2 1 2 2 1 3'2 A,B,M• • •1 ••• 1.111 1 :11.1221.1 1 1 1 1 2.22: 1 2222:22,22: 1 1 1 1 2222 1 1 "22'23.2322,23;2322'232322.232 1 1 1 1 1 1 1 1 1 1 1 • • ••••• 310010. P4 if r • 77 �C,D,E,F,G, H,I,J,K,L • 1 111 '0-1 1 • 1 1 111 1 2.2 1 2:2 1 2:2 1 2.3 1 2 2 1 2 2 2 3 3 1 2; 2 1 3•3 2 3: 3 1 3 2 1 3 3 1 3: 3 1 2 2 1 3; 3 1 4 3 1 3.2 1 4 3 1 4 3 1 3.2 1 4 3 A,B,M • 1 1 1 1 1 1 1 1 111 1 2:2 1 2 2 1 2 2 1 2;3 1 2 2 1 2 2 2 3:3 1 2 2 1 3 3 2 3.3 1 3 2 1 3;3 1 3,3 1 22 1 3:3 1 4 3 1 3 2 1 4 3 1 4,3 1 3 2 1 413 37.000 PSF 59 67 79 C,D,E,F,G, H,I,J,K,L 1 jr" 1 1 1 1 111 2 212 1 2 2 1 2'2 2 2 :3 1 2.2 2 2'3 2 3`3 1 2:2 2 3 3 2 3 3 1 3 3 2 4 3 2 33 1 3 2 2 3'3 2 4 3 1 3 " 2 2 4 3 2 4.4 1 3 2 2 4 3 A B,M 1 1j1 1 1 1 1 111 2 212 1 2 2 1 2.2 2. 2 3 1 2 2 2 2:3 2 3 3 1 2 2 2 3 3 2 3 3 1 3 3 2 4.3 2 3 3 1 3'2 2 3 3 2 4 3 1 3 2 2 4 3 2 4,4 1 3 2 2 4 3 40,000 PSF 54 79 62 79 C,D,E,F,G, H1,J,K■1- 2 1 1 2 111 2 111 2 212 2 2 2 2 2.2 2 2.3 2 2 2 2 3.3 2 3 :3 2 2:2 2 3:3 2 4.3 2 3.3 2 4 3 2 3 3 2 3.3 2 4-3 2 4.4 2 3.3 2 4 3 2 4 4 2 3.3 2 5 3 ABM 2 1 1 1 2 111 2 111 2 212 2 2 2 2 2:2 2 2.3 2 2:2 2 3.3 2 3'3 2 2,2 2 3 3 2 4.3 2 3 : 3 2 4.3 2 3 3 2 3 3 2 4 : 3 2 4 , •4 2 3,3 2 4 3 2 4.4 2 3,3 2 5 3 44.D00 PSF 49 79 58 79 79 C,D,E,F,G, H,1,J,K,L 2 111 2 1-11 2 111 2 212 2 2 2 _2 212 2 3 3 2 212 2 3'3 2 3,4 2 2.3 2 3.3 2 4,4:3 2 3 2 4.3 2 4 :4 2 3:3 2 4:3 2 4'4 2 3.3 2 4,3 2 4:4 2 3 3 2 54 ABM 2 1 1 1 2 1 1 1 2 1 1 1 2 212 2 2 2 2 212 2 3.3 2 2 2 2 Si 3 2 3 4 2 2; 3 2 3.3 2 4.4 2 31 3 2 413 2 4.4 2 3 3 2 4 3 2 4.4 2 3 :3 2 4:3 2 4.4 2 3:3 2 5''4 46,000 PSF 45 74 51 74 79 79 C,D,E,F,G, H,I,J,K,L 2 T'i 2 ilT 2 q14 2 21-2 2 2 2: 22123132: 2 2 2333.43;33': 2 2 2 2 34743 3 2 :34;44.43:34;44.44;35:44.44.354 2 2 2 2 3 2 2 3 2 2 ABM 2 1 1 1 2 111 2 111-2T-2 2 2 _2 2:2-212-31-3-- :2 212313 2 2 2;2 2 3.3 2 314 2 3 :3 2 3.3 3 4 4 2 3,3 2 4 :4 2 4 4 2 3.3 2 414 3 414 2 4 3 2 5.4 3 4 4 2 4:3 2 5,4 53.125 PSF 41 67 46 67 76 79 C,D,E,F,G, HJ,J,K,L 2 1r1 2 2 2 212 2 2 2 2 3 2 313 2 3;3 3 4:4 2 3;3 3 4-4 3 4 4 2 3 3 3 414 3 4.4 2 313 3 4:4 3 5.5 2 4'3 3 5:4 3 5,5 2 4 3 3 514 111 111 212-313 A,,M 2 1-11 2 119 2 111 2 2-12 2 2 2,2 212 3 813 2 3 13 2 3,3 3 4.4 2 3,3 3 414 3 4:4 2 3.3 3 414 3 4.4 2 313 2 4.4 3 5,4 2 413 3 5,4 3 514 2 4:3 3 5,4 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -114` ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX ® 3- #12SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD - 181/2" MAX. FROM TOP CORNERS JAMBS -17 1 PP MAX. FROM TOP CORNERS 15" MAX. FROM BOTTOM CORNERS 8" MAX. BELOW MTG. RAIL ® SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. AABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 5. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE KEY: MAX PSF (DP UNITED) ILQ PRODUCT anima HEAD ©,� •� "r'' JAMB ABOVE ©© N• 01 1 4' 4.0- - .:nWIC, / MTG. RAIL r JAMB BELOW ".:: r MTG. RAIL (FULL DP) HEAD JAMB ABOVE MTG. RAIL JAMB BELOW MTG. RAIL 2 2: 2 R"mdax arc REVISE ANCHor4 rABLE/�yDNOTES. FJC 11/1326 B ADD DP MAX YVHEREANCNORQTY ISREST OTE:1SY SIZE Rm. aide waa•,e FJC 12408 A NO CHANGE THIS SHEET Q•map. arty Chroirday arse 2 7 1 FJC 2808 J.J. 23/07 1676 TECHNOLOGY DRIVE NOKOMS,FL34276 P.0.3#ac1629 NOKOMIS, FL34274 Pc ,T Vertbly Better ANCHORAGE SPACING, STANDARD VIEW nt ALUM. SINGLE HUNG WINDOW, IMPACT fteeteet SHT00 swav NTS gas 9 a 11 4040-20 4i7 R L. c ..t. P.E. PE #39712 Structural ANCHOR QUANTITIES ABOVE MEETING RAIL (HEAD & JAMBS), CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE 8. SUBSTRATE: ANCHOR TYPE: `-- M Q i 1545/V„GLASS VWD'M-P TYPE 17.125 22.668 28.211 33.754 39.296 44.839 50.382 55.925 U N Z • 41V 0 z r0 0 0 {1O N 0 N Z 0 0 z 0 ar Q N 0 z 0 0 z r0 0 0 el 0 0 N z 0 0 z ' 0 0 O1 0 0 N Z 0 0 z 0 0 t. 0 N 4 0 N 0 O 0 z Z 0 0 0 0 Nz O 0 U 2 0 0 0 oar'. 0 O 0 0 z 0 0 •D,E,F,J, ■19425• • K,L 24.800 D,EF,J, K,L ti.octo K,L e •1 •1� i• •1 •is • 1• 1• 1. •1 •1'• 2 2 2 1 2 2 2 2 2 2 2 1 2 3 3 2 3 3 3 1 3 2 2 2 2 1 2 2 3 2 3 3 2 3 3 3 3 1 4 2 3 2 3 3 3 2 3 1 3 4 1 4 3 4 5 3 5 •••• PSF %U00. D,E,F,J, • K,L •• •• PSF 4#0.600 • • K,L ••••• PSF • 44008 • D,E,F,J, K,L J •••• *le" 1 •t�•l. 1 2 •1 • 79 2 •1 1 7� PSF 48.000 D,E,F,J, K,L PSF 53.125 D,E,F,J, K,L 78 76 79 1 70 71 2 1 79 63 79 2 2 2 2 2 2 3 2 2 3 3 2 4 2 3 2 4 1 3 2 4 2 4 4 2 5 5 79 79 79 2 2 2 2 2 3 2 3 2 3 2 4 2 3 2 4 2 4 2 4 2 5 2 5 2 4 79 77 79 79 79 2 2 2 2 2 3 2 4 2 4 2 4 2 4 2 5 2 4 2 3 2 5 2 4 2 6 79 79 71 79 73 76 2 2 2 2 2 3 3 4 2 5 2 4 2 5 3 5 2 4 2 4 2 6 3 6 2 5 2 6 71 79 64 74 86 77 69 69 2 2 2 3 2 4 3 5 2 4 3 5 3 6 2 5 3 6 3 6 2 5 3 7 3 6 2 5 3 7 ANCHOR QUANTITIES SUBSTRATE: AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. SASH HEIGHT 12.776 15.776 18.776 21.776 24.776 27.776 30.776 31.106 ANCHOR . ni §N1. -Nall -tgi�a1NO2 0 0 nni a02'-Nn�ilN V -^�cM� §N6 - 6a§N66�- §��i'8N�- -� WINDOWE WIDTH 19.125 1 1 1 2 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 24.000 2 1 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 2 3 37.000 79 2 1 2 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4[ 3 4 40.000 74 21212 2 2 2 3 213 31213 3 1 3 1- 3 41313 41314 41314 44 .000 se 2 2 212 2 2 3 2[3 3 1 313 41313 413 1 4 51314 51314 .000 82 79 2 212 2 213 41313 413 1 4 41314 51314 51314 53.125 73 68 66 72 2 2 ' 2 2 2 2 3 313 41314 41314 51314 513 1 5 51315 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE -FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING A DIMENSIONS: HEAD - 181/2' MAX. FROM CORNERS JAMBS - 171/2" MAX. FROM TOP CORNERS 11 1/2" MAX. ABOVE THE MEETING RAIL 6' MAX. BELOW MTG. RAIL 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED 3. DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM A VIEW WINDOWS FROM TABLES 7. AND 8. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE 8. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW WINDOWS ARE 12 5/8' MIN, TO 38' MAX. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR AN FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. 6. DESIGN PRESSURE LIMITATIONS: A SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE A TABLE 7. KEY: MAX. PSF (DP LIMITED) HEAD JAMB ABOVE MTG. RAIL (FULL DP) HEAD JAMB ABOVE MTG. RAIL 112 2 4 A TABLE 8. KEY: MAX. PSF (DP L MTED) JAMB BELOW MTG. RAIL (FULL DP) JAMES BELOW MTG. RAIL 112 2 PRODUCf REVISED ammpliMS with islMelSs Bolan Code Predget E .tlL 2011 w Rood ax Arad,* FJC boss 111111306 Rrakest RrAskee ADbDPMA7G� ANCHOR QTY AS RE97WC792BYSIZE r FJC D.s 12408 NR4bs A NO CHANGE 7HI93HEET F.K Oak 129V5 Dgm6edep J.J. 2J23/07 1070 'TECHNOLOGY DWI NOKOMIS, 8.34276 P.O. SOX MS NOKOMIS, 8.34274 ;^T Visibly Better ANCHORAGE SPACING, CUSTOM VIEW ALUM. SINGLE HUNG WINDOW, IMPACT Sorkeiltee SHMO NTS aloft /A. awe 10 d 11 1 4040 -20 B i.' L Bark. P.E. PE#30712 Strudiesl 3.35,11,10. CONCRETE • • • OPTIONAL lx WOOD BUCK (SEE6aNOTE4) • • • • •• •••• • • EXTERIOR INTERIOR ALL HEAD AND SILL DETAIL ) CONCRETE ANCHOR (SEE NOTE 1 & 3) ® 2x WOOD BUCK QV(SEE NOTE 4) . 1 3/8" MIN., 1 /4" TAPCON® 1.3/4" MIN., 114. CRETE -FLEX 1/4 • •• MAX. • • SHIM WOOD ANCHOR (SEE NOTE 2 & 3)® •••• DE?AILA DETAILB • • • :s. • TYPICAL FLANGED HEAD ANCHORAGE ••• 1/4" MAX. SHIM CONCRETE ANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3)® 3.35 KSI MIN. CONCRETE OR 1.5 KSI MIN. CMU 1x BUCK OPTIONAL WITH SOLID CONCRETE SUBSTRATE (SEE NOTE 4)® DETAIL C .131" DIA. MIN. x 2112" NAIL, AT CORNERS AND 5" O.C. 1318 °A MIN. ,s0 Amp- A. NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4' ELCO TAPCONS OR 1/4" SS4 CRETE -FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 13/4 ". 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 STEEL SCREWS (G5) OR 1/4" SS4 CRETE -FLEX. 3. FLAT HEAD ANCHORS, WHERE REQUIRED, MUST HAVE #12 TRIMFIT HEADS. 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2 ". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 5. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY BE USED. A FLANGED FRAME COMPONENT MAYBE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MUI 1 FD APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. B. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 2005). WOOD ANCHOR, FH BELOW MEETING& RAIL. (SEE NOTE 2 & 3) 2x WOOD BUCK (SEE NOTE 4) DETAIL D TYPICAL FLANGED JAMB ANCHORAGE 1/4" max.— h— SHIM 1/4" MAX. SHIM DETAIL F, (HEAD) 000 FRAME .131" DIA. MIN. x 2112" NAIL, AT CORNERS AND 5° O.C. INTERIOR (ALL JAMB DETAILS) EXTERIOR WOOD FRAME .131" DIA. MIN x 21/2" NAIL, AT CORNERS AND 5' O.C. DETAIL E, (JAMB) TYPICAL INTEGRAL FIN ANCHORAGE DETAIL G, (SILL) WOOD FRAME Nord I* tWor rte: FJC 111136 • mew b. FJC FJC 1/21A76 9/1A16 A Oyedadbx J.J. ADD INTEGRAL F/NANC iOR40E. UPDATE &REORDER NOTES. ADD NOTES 7. (IMAM CONCRETE EMBEDMENT DIM. ADO NOTE 6 RE RAT HEAD ANCHOR& 111Po 7ECt510LOOY DRIVE NOICFAS, FL 34275 P.0.8Qx 1629 *MOWS, FL 34274 d Virtblr Better ANCHORAGE DETAILS ALUM. SINGLE HUNG WINDOW, IMPACT SN7m 1 NTS 11 a 11 4040 -20 4 Epoxy A!, PRODUCT DESCRIPTION The Power- Fast+ Standard Set epoxy adhesive system is a two- component structural epoxy which is packaged in engineered plastic cartridges. It is used with either a manual, pneumatic or power- operated injection tool and proportionally mixed through a static- element mixing nozzle. Power -Fast+ Standard Set epoxy is designed for use in anchoring threaded rods, bolts, reinforcing bars, and smooth dowels into concrete and masonry base materials. The system can also be used to anchor into hollow masonry materials using rod and rebar with screen tubes. In addition to anchoring applications, Power -Fast+ Standard Set can be used for bonding steel and cured concrete to cured concrete, for pick proofing applications, for surface sealing cracks and for placing injection ports. PACKAGING , owers Coaxial Cartridge 10 9 oz. (295 ml or 18.0 in3) Dual (Side -by -Side) Cartridge 15 0. oz. (440 rnl or 27.1 in3) 22 fi. oz. (650 ml or 39.7 in3) 56 fl. oz. (1650 ml or 101.0 ins) • Heavy duty anchoring such as rebar, threaded anchor rod, and threaded bolts in solid concrete, grout filled block, masonry, etc. • Surface sealing cracks and placing injection ports FEATURES AND BENEFITS • Non - shrink, non -sag, moisture tolerant, high strength, structural epoxy gel • 100% solids, styrene and solvent -free, low odor, smooth paste formulation • The plus symbol " +" in Power -Fast+ designates a nozzle is packaged with each cartridge • Available in several cartridge sizes to match project and application • Excellent resistance to chemicals - See www.powers.com APPROVALS AND LISTINGS • International Code Council, Evaluation Service (ICC -ES) ESR -1531 for concrete masonry and ESR -1617 for unreinforced masonry • City of Los Angeles (COLA) Research Report LARR -25230 and LARR -24979 • Miami -Dade County Notice of Acceptance (NOA) 05- 0701.07 • NSF /ANSI 61. Drinking Water System Components - Health Effects ANCHOR SIZE RANGE (TYP.) 1/4" to 1 -1/2' diameter threaded rod No.3 to No.11 reinforcing bar 3/4 to 1 -1/2" smooth dowel bar 3/8 ' to 3/4" internally' threaded inserts Normal- Weight Concrete Structural Lightweight Concrete Grouted Concrete Masonry Hollow CMU Brick Masonry GUIDE SPECIFICATIONS CSI Divisions: 03151- Concrete Anchoring, 04081 - Masonry Anchorage and 05090 -Metal Fastening. Epoxy adhesive system shall be Power -Fast+ Standard Set as supplied by Powers Fasteners, Inc., Brewster, NY. owers® 'FASTENERS SPECIFICATION & DESIGN MANUAL Power - Fast ®+ Power- Fast®+ Epoxy Adhesive Anchoring System PRODUCT DESCRIPTION The Power -Fast+ Epoxy adhesive system is a two - component structural epoxy which is packaged in engineered plastic cartridges. It is used with either a manual, pneumatic or power - operated injection tool and proportionally mixed through a static- element mixing nozzle. Power -Fast+ is a premium, non -sag, high strength epoxy which has been vigorously tested to meet or exceed required standards as an anchoring and bonding adhesive. Power -Fast+ is available in Fast Set and Standard Set formulas. Power -Fast+ Epoxy, formerly known as Raw/ Foil -Fast, is designed for use in anchoring threaded rods, bolts, reinforcing bars, and smooth dowels into concrete and masonry base materials. The system can also be used to anchor into hollow masonry materials using rod and rebar with screen tubes. In addition to anchoring applications, Power -Fast+ is used for bonding steel and cured concrete to cured concrete, for pick proofing applications, for surface sealing cracks and for placing injection ports. GENERAL APPLICATIONS AND USES • Heavy duty anchoring such as rebar, threaded anchor rod, and threaded bolts in solid concrete, grout filled block, stone, masonry, etc. • Used in wet environments, moderate to high temperatures and whenever solvent or styrene fumes are not acceptable • Anchoring with screen tubes in hollow block or brick • High strength bonding to concrete, steel, wood, etc. • Optimal for unreinforced masonry (URM) retrofit projects • Ideal for crack sealing and port placement prior to epoxy resin crack injection • Commonly used for pick -proof applications in prison and security projects FEATURES AND BENEFITS • Listed and approved to resist dead loads, live loads, and short-term loads such as those resulting from wind or earthquake • Non - shrink, non -sag, moisture tolerant, high strength, structural epoxy gel • 100% solids, styrene and solvent -free, low odor, smooth paste formulation • The plus symbol " +" in Power -Fast+ designates a nozzle is packaged with each cartridge (except for Jumbo cartridge packaging) • Available in five cartridge sizes to match project and application • Excellent resistance to chemicals • Meets the requirements of ASTM C881, Types I, 11, IV and V, Grade 3 • Meets current building code and DOT requirements • Suitable for oversized and diamond cored holes • Independently tested and qualified to ASTM E1512, AC58 and AC60 criteria, including creep resistance, freeze -thaw cycling and simulated seismic/wind conditions APPROVALS AND LISTINGS International Code Council, Evaluation Service (ICC -ES) ESR -1531 (formerly listed in ICBO ES ER -4514) Southem Building Code Conference International (SBCCI) #9943A City of Los Angeles (COLA) Research Report LARR -25230 City of Los Angeles (COLA) Research Report LARR -24979 for Unreinforced Masonry (URM) Florida Building Code Approval — FL2209.05 Miami -Dade County Notice of Acceptance (NOA) 04- 0823.06 ANSI/NSF 61 — Drinking Water System Components Compliant Meets ASTM C881 and AASHTO M235 Various North American Departments of Transportation (DOT) — See www.powers.com GUIDE SPECIFICATIONS CSI Divisions: 03151 - Concrete Anchoring, 04081 - Masonry Anchorage and 05090 -Metal Fastening. Epoxy adhesive system shall be standard set or fast set Power -Fast+ as supplied by Powers Fasteners, Inc., Brewster, NY. SECTION CONTENTS Page No. General information 209 Material and Installation Specifications 210 Installation Guidelines 211 Steel Specifications 212 Performance Data 213 Design Criteria 223 Ordering Information 226 Power -Fast+ Coaxial Cartridge Power - Fast+ Dual Cartridge PACKAGING Coaxial Cartridge 10 fl. oz. (295 ml or 18.0 in3) Dual (Side -by -Side) Cartridge 15 fl. oz. (440 ml or 27.1 in3) 22 fl. oz. (650 ml or 39.7 in3) 44 fl. oz. (1300 ml or 79.4 in3) 56 fl. oz. (1650 ml or 101.0 in3) ANCHOR SIZE RANGE (TYR) 1/4" to 1 -1/2° diameter rod No.3 to No.11 reinforcing bar 3/4" to 1 -1/2" smooth dowel bar 3/8" to 3/4" internally threaded inserts SUITABLE BASE MATERIALS Normal- Weight Concrete Structural Lightweight Concrete Grouted Concrete Masonry Hollow CMU Brick Masonry Stone Powers USA: (800) 524 -3244 or (914) 235 -6300 Canada: (905) 673 -7295 or (514) 631 -4216 www.powers.com 209 Power- Fast®+ -dowers SPECIFICATION . ' E S GN MANUAL F A S T E N E R MATERIAL AND INSTALLATION SPECIFICATIONS Physical Properties for Adhesive Shelf Life 2 years for components Storage Conditions Store dry at 40° to 90 °F Injection Temperature For best results, condition material to 60 °F min. Color Component A — White Component 8 — Dark Gray Mixing Ratio 1:1 by volume Mixed Consistency Smooth, non -sag, uniform gray paste Shore Hardness (ASTM 02240) D 86 — 90 Compressive Strength (ASTM D 695) 11,125 psi, 1 day 14,740 psi, 7 days Tensile Strength (ASTM D 638) 7,250 psi, Fast Set 7,400 psi, Standard Set Flexural Strength (ASTM D 790) 6,200 psi, Fast Set 6,700 psi, Standard Set Slant Shear Strength (ASTM 0732) 4,900 psi, Fast Set —1 day 6,700 psi, Standard Set —14 day Water Absorption (ASTM D 570) Less than 1% (0.59 %) Bond Strength (Dry cure) 3,000 psi, concrete to concrete 3,000 psi, steel to concrete Shrinkage (ASTM D 2566) Not measurable Heat Deflection (ASTM D 648) 140 °F (60 °C) Installation Specifications Sing Times Swe f,atertei ; ,s— r Maximum Gel Time12 (Minutes) Minimum Curing Times (Hours) Full Curing Time4 (Hours) Fast Set Std. Set Fast Set Std. Set Fast Set Std. , Set 7/8 30 60 8 16 36 48 2, 20 45 3 7 24 36 = 15 35 2 6 24 — 24 _ 10 20 1 1/2 4 16 24 - = 5; 9 ( =F -32) T¢ maximum time during which the epoxy tan be worked before it bins to harder be disturbed between the maximum gel time and the minimum curing time. - -as:- adhesive can support the weight of the anchor element (not indud'ing any fixture - nimum cue time. g time is the minimum time required for the epoxy to harden and achieve its 3padtiesAnchors may not be tightened until the full acing time has elapsed a,r Tr re St Property Reinforcing Bar Sizes, d Rod Diameter, d (in.) 1/4 3 3 Na 6 5 +8 3/4 7/8 1 1 1/4 1 3/8 1 1/2 Am,„ = Nominal area of threaded rod (inch) 0.0491 2, "_ _3258 0.4418 0.6013 0.7854 1.2272 1.4840 1.7660 Ase = Tensile stress area of rod (inch) 0.0318 ' 4 - "5 _ =.2260 0.3345 0.4617 0.6057 0.9691 1.1549 1.4053 drm = Nominal bit diameter (inch) 5/16 _ 0.440 3 • 7/8 1 1 1/8 1318 1 112 1 5/8 T„,ax = Max. tightening torque range (ft. -Ibs.) 4d s hv< 9d 2 -3 - -_ : _ 25 -30 40 -45 65 -75 100 -110 160 -175 210 -235 275 -300 hr > > 9d 4 -5 - , : -.: 7:-80 120 -130 185 -200 275 -300 375 -425 500 -550 650 -725 P a FIT a Property Reinforcing Bar Sizes, d Na 3 %:,'.. 4 No. 5 Na 6 Na 7 Na 8 No. 9 Na 10 Na 11 d = Nominal bar diameter (inch) 3 E _ 5//8 3/4 7/8 1 1 1/8 1 1/4 1 3/8 def = Effective anchor diameter (inch) _ 0.625 0.750 0.875 1.000 1.128 1.270 1.410 Anr = Nominal area of reinforcing bar (inch') 220 0.310 0.440 0.600 0.790 1.000 1.270 1.560 drm = Nominal bit diameter (Inch) 3/4 7/8 1 1 1/8 1 1/4 1 1/2 1 5/8 Nomenclature d = Diameter of rod or rebar dea = Diameter of drill bit h = Base material thickness. The minimum value of h should be 1.5h,. by = Minimum embedment depth I = Overall length of rod or rebar t = Fixture thickness Tom= Maximum tightening torque (Only possible after full cure) 210 www.powers.com Canada: (905) 673 -7295 or (514) 631 -4216 a s 5 Powers USA: (800) 524-32 ;,7 '914) 235 -6300 ?owers FASTENERS SPECIFICATION & DESIGN MANUAL Power - Fast®+ INSTALLATION GUIDELINES Solid Base Materials Drill a hole to the size and embedment required. The tolerances of the drill bit used should meet the requirements of ANSI Standard B212.15. Starting from the bottom or back of the anchor hole, blow clean with compressed air, brush the hole with a nylon brush, and blow it clean again. Vacuuming only is not sufficient. Blow out bulbs generally do not provide enough dust removal for most drilled anchor holes. Holes should be clean and sound. They may be dry or damp, but should be free of standing water or frost. If using reinforcing bar, be sure the bar will fit into the drilled hole. If a larger hole is required, the diameter should be as close as possible to the diameter of the reinforcing bar. Prior to dispensing into anchor hole, balance the cartridge and visually inspect that adhesive components are uniformly mixed. Fill the hole approximately half way with adhesive starting from the bottom or back of the anchor hole. Slowly withdraw the static mixing nozzle as the hole fills to avoid creating air pockets. Push the threaded rod or reinforcing bar into the anchor hole while turning slightly to ensure positive distribution of the adhesive. Be sure the rod is fully seated at the bottom of the hole and that some adhesive has flowed from the top of the hole. The threaded rod or reinforcing bar used should be free of dirt, grease, oil or other foreign material. Allow the adhesive to cure for the specified time prior to applying any load. Do not disturb or load the anchor until it is fully cured. Hollow Base Materials Drill a hole to the size and embedment for the required screen size. The tolerances of the drill bit used should meet the requirements of ANSI 8212.15. Starting from the bottom or back of the anchor hole, blow the hole dean with compressed air, brush the hole with a nylon brush and blow it clean again. Vacuuming only is not sufficient. Blow out bulbs generally do not provide enough dust removal for most drilled anchor holes. Prior to dispensing into screen tube, visually inspect that adhesive components are uniformly mixed. Fill the screen tube with adhesive starting from the bottom of the screen. The screen tube should be completely filled prior to inserting it in the anchor hole. Insert the filled screen tube into the anchor hole until it is fully seated at the required embedment. Push the threaded rod into the screen while turning slightly to ensure positive dispensing of the adhesive. Be sure the rod is fully inserted down to the end of the screen tube. The threaded rod or reinforcing bar used should be free of dirt, grease, oil, or other foreign material. Allow the adhesive to cure for the specified time prior to applying any load. Do not disturb or Toad the anchor until it is fully cured. Prior to use, read product label, Material Safety Data Sheet and injection tool instructions. Powers USA: (800) 524 -3244 or (914) 235 -6300 Canada: (905) 673 -7295 or (514) 631 -4216 www.powers.com 211 Power - Fast ®+ -Powers. SPECIFICATION & DESIGN MANUAL FASTENERS STEEL SPECIFICATIONS Material Properties for Threaded Rod and Reinforcing Bar Anchor Steel Description Steel Specification Rod Dia. or Rebar Minimum Yield Minimum Ultimate � (ASTM) Size (inch or No.) Strength, fy (ksi) Strength, f„ (ksl) Standard carbon rod A36 All 36.0 58.0 A 307, Grade C 3/8 thru 4 36.0 58.0 Threaded Rod High strength carbon rod A 193, Grade 87 3/8 thru 2 1/2 105.0 120.0 Stainless Rod F 593, Condition CW 3/8 thru 5/8 65.0 100.0 (Type 3041316 SS) 3/4 thru 1 1/2 45.0 85.0 Reinforcing Bar Grade 40 Rebar A 615, A 616, A 617, All 40.0 70.0 Grade 60 Rebar A 706 orA 767 60.0 90.0 Allowable Steel Strength Capacities for Threaded Rod Anchor Diameter d in. (mm) Allowable Tension Allowable Shear ASTM A36 lbs. (kN) ASTM A307 Grade C Ibs. (kN) ASTM A193 Grade B7 Ibs. (kN) ASTM F593 304/316 SS Ibs. (kN) ASTM A36 lbs. (kN) ASTM A307 Grade C lbs. (kN) ASTM A193 Grade B7 lbs. (kN) ASTM F593 304/316 SS Ibs. (kN) (1/4. (6.4 940 (4.2) 2,115 (9.5) 940 (4.2) 2,115 (9.5) 2,160 (9.7) 4,375 (19.7) 1,210 (5.4) 3,630 (16.3) 485 (2.2) 1,090 (4.9) 485 (2.2) 1,090 (4.9) 1,030 (4.6) 2,255 (10.1) 625 (2.8) 1,870 (8.4) 3/ (9.5) 1/2 (12.7) 3,755 (16.9) 3,755 (16.9) 7,775 (35.0) 6,470 (29.1) 1,940 (8.7) 1,940 (8.7) 4,055 (18.2) 3,330 (15.0) 5/8 (15.9) 5,870 (26.4) 5,870 (26.4) 12,150 (54.7) 10,130 (45.6) 3,025 (13.6) 3,025 (13.6) 6,260 (28.2) Allowable Steel Strength Capacities for Threaded Rod Anchor Diameter d in. (mm) Allowable Tension Allowable Shear ASTM A36 lbs. (kN) ASTM A307 Grade C Ibs. (kN) ASTM A193 Grade B7 Ibs. (kN) ASTM F593 304/316 SS Ibs. (kN) ASTM A36 lbs. (kN) ASTM A307 Grade C lbs. (kN) ASTM A193 Grade B7 lbs. (kN) ASTM F593 304/316 SS Ibs. (kN) (1/4. (6.4 940 (4.2) 2,115 (9.5) 940 (4.2) 2,115 (9.5) 2,160 (9.7) 4,375 (19.7) 1,210 (5.4) 3,630 (16.3) 485 (2.2) 1,090 (4.9) 485 (2.2) 1,090 (4.9) 1,030 (4.6) 2,255 (10.1) 625 (2.8) 1,870 (8.4) 3/ (9.5) 1/2 (12.7) 3,755 (16.9) 3,755 (16.9) 7,775 (35.0) 6,470 (29.1) 1,940 (8.7) 1,940 (8.7) 4,055 (18.2) 3,330 (15.0) 5/8 (15.9) 5,870 (26.4) 5,870 (26.4) 12,150 (54.7) 10,130 (45.6) 3,025 (13.6) 3,025 (13.6) 6,260 (28.2) 5,210 (23.4) 3/4 (19.1) 8,455 (38.0) 8,455 (38.0) 17,495 (78.7) 12,400 (55.8) 4,355 (19.6) 4,355 (19.6) 9,010 (40.5) 6,390 (28.8) 7/8 (22.2) 11,510 (51.8) 11,510 (51.8) 23,810 (107.1) 16,860 (75.9) 5,930 (26.7) 5,930 (26.7) 12,265 (55.2) 8,680 (39.1) 1 (25.4) 15,035 (67.7) 15,035 (67.7) 31,100 (140.0) 22,020 (99.1) 7,745 (34.9) 7,745 (34.9) 16,020 (72.1) 11,340 (51.0) 11/4 (31.8) 23,485 (105.7) 23,485 (105.7) 48,560 (218.5) 34,420 (154.9) 12,100 (54.5) 12,100 (54.5) 25,035 (112.7) 17,730 (79.8) 13/8 (34.9) 28,400 (127.8) 28,400 (127.8) 58,760 (264.4) 41,625 (187.3) 14,630 (65.8) 14,630 (65.8) 30,270 (136.2) 21,440 (96.5) 11/2 (38.1) 33,800 (152.1) 33,800 (152.1) 69,930 (314.7) 49,535 (222.9) 17,410 (78.3) 17,410 (78.3) 36,025 (162.1) 25,515 (114.8) capacmes are based on the design criteria listed in the AlSC Manual of Steel Construction. Allowable Steel Strength Capacities for Reinforcin Bar g Tension Shear Size Ibs. Ibs. (kN) Grade 40 Grade 60 Grade 40 Grade 60 No. 3 2,200 2,640 1,310 1,680 (3/8 ") (9.9) (11.9) (5.9) (7.6) No. 4 4,000 4,800 2,380 3,060 (1/2 ") (18.0) (21.6) (10.7) (13.8) No. 5 6,200 7,440 3,690 4,740 (5/8 ") (27.9) (33.5) (16.6) (21.3) No. 6 8,800 10,560 5,235 6,730 (3/4 ") (39.6) (47.5) (23.6) (30.3) No. 7 12,000 14,400 7,140 9,180 (7/8 ") (54.0) (64.8) (32.1) (41.3) No. 8 15,800 18,960 9,400 12,085 (1") (71.1) (85.3) (42.3) (54.4) No. 9 20,000 24,000 11,900 15,300 (1 1/8 ") (90.0) (108.0) (53.6) (68.9) No. 10 25,400 30,480 15,115 19,430 (1 1/4") (114.3) (137.2) (68.0) (87.4) No. 11 31,200 37,440 16,920 20,305 (1 3/8") (140.4) (168.5) (76.1) (91.4) capacities are based on the requirements of ASTM A 615. 212 Note: Allowable design Toad must be the lesser of allowable steel strength (as shown on this page) and the allowable bond capacities. Allowable steel strength values for threaded rod are based on the following equations: T= 0.33 * fu * Anom V= 0.17 * fu * Anom And, the allowable steel strength values for reinforcing bar are based on the following equations: T =fs *Air V= 0.17 * fs * Abr Where: T =Allowable tension load (pounds). V =Allowable shear load (pounds). = Minimum specified ultimate stress (psi) f, =Allowable tensile stress of reinforcement bar (psi) = Nominal cross - sectional area of threaded rod (in2). Arc, = Nominal cross- sectional area of reinforcing bar (in2). WWw.powers.com Canada: (905) 673 -7295 or (514) 631 -4216 Powers USA: (800) 524-3244 or (914).235 -6300 capacities are based on the requirements of ASTM A 615. 212 Note: Allowable design Toad must be the lesser of allowable steel strength (as shown on this page) and the allowable bond capacities. Allowable steel strength values for threaded rod are based on the following equations: T= 0.33 * fu * Anom V= 0.17 * fu * Anom And, the allowable steel strength values for reinforcing bar are based on the following equations: T =fs *Air V= 0.17 * fs * Abr Where: T =Allowable tension load (pounds). V =Allowable shear load (pounds). = Minimum specified ultimate stress (psi) f, =Allowable tensile stress of reinforcement bar (psi) = Nominal cross - sectional area of threaded rod (in2). Arc, = Nominal cross- sectional area of reinforcing bar (in2). WWw.powers.com Canada: (905) 673 -7295 or (514) 631 -4216 Powers USA: (800) 524-3244 or (914).235 -6300 Power- Fast®+ SPECIFICATION & DESIGN MANUAL -Powers. FASTENERS PERFORMANCE DATA Allowable Bond Strength Capacities for Threaded Rod Installed with Power -Fast+ in Normal - Weight Concretes A5 Rod Diameter d in. (mm) Drill D a. dbit in. Min. Depth h, in. (mm) Minimum Concrete Compressive Strength ff"j 2,000 psi (13.8 MPa) 3,000 psi (20.7 MPa) 4,000 psi (27.6 MPa) 5,000 psi (34.5 MPa) Tension Ibs. (kN) Shear lbs. (kN) Tension Ibs. (kN) Shear Ibs. (kN) Tension lbs. (kN) Shear Ibs. (kN) Tension Ibs. (kN) Shear Ibs. (kN) 1 (25.4) 350 615 375 615 400 615 475 615 1/4 (1.6) (2.8) (1.7) (2.8) (1.8) (2.8) (2.1) (2.8) 2 595 615 665 615 740 615 920 615 5/16 (6.4) (50.8) (2.7) (2.8) (3.0) (2.8) (3.3) (2.8) (4.1) (2.8) 3 965 615 1,040 615 1,120 615 1,340 615 (76.2) (4.3) (2.8) (4.7) (2.8) (5.0) (2.8) (6.0) (2.8) 1 1/2 (38.1) 865 1,150 980 1,150 1,100 1,150 1,300 1,150 3/8 (3.9) (5.2) (4.4) (5.2) (5.0) (5.2) (5.9) (5.2) 3 3/8 2,390 1,500 2,760 1,500 2,945 1,500 3,130 1,500 7/16 (9.5) (85.7) (10.8) (6.8) (12.4) (6.8) (13.3) (6.8) (14.1) (6.8) 51/4 3,500 1,620 3,845 1,620 3,890 1,620 3,910 1,620 (133.4) (15.8) (7.3) (17.3) (7.3) (17.5) (7.3) (17.6) (7.3) 2 (50.8) 1,200 1,700 1,810 1,700 2,705 1,700 3,615 1,700 12 (5.4) (7.7) (8.1) (7.7) (12.2) (7.7) (16.3) (7.7) 41/2 3,245 3,200 3,400 3,200 4,715 3,200 5,440 3,200 9/16 (12.7) (114.3) (14.6) (14.4) (15.3) (14.4) (21.2) (14.4) (24.5) (14.4) 7 5,220 3,200 6,095 3,200 6,610 3,200 7,125 3,200 (177.8) (23.5) (14.4) (27.4) (14.4) (29.7) (14.4) (32.1) (14.4) 212 1,725 2,400 2,070 2,400 2,350 2,400 2,625 2,400 5/8 (63.5) (7.8) (10.8) (9.3) (10.8) (10.6) (10.8) (11.8) (10.8) 5 5/8 4,835 5,700 5,560 5,700 5,850 5,700 6,145 5,700 3i4 (15.9) (142.9) (21.8) (25.7) (25.0) (25.7) (26.3) (25.7) (27.7) (25.7) 8 3/4 7,705 5,700 8,010 5,700 9,190 5,700 9,570 5,700 (222.3) (34.7) (25.7) (36.0) (25.7) (41.4) (25.7) (43.1) (25.7) 3 (76.2) 2,400 3,600 3,050 3,600 3,710 3,600 4,360 3,600 3/4 (10.8) (16.2) (13.7) (16.2) (16.7) (16.2) (19.6) (16.2) 6 3/4 7,040 6,400 8,370 6,400 9,380 6,400 10,770 6,400 7/8 (19.1) (171.5) (31.7) (28.8) (37.7) (28.8) (42.2) (28.8) (48.5) (28.8) 1012 9,940 7,315 11,380 7,315 11,920 7,315 12,450 7,315 (266.7) (44.7) (32.9) (51.2) (32.9) (53.6) (32.9) (56.0) (32.9) 312 2,730 3,500 3,330 3,500 3,895 3,500 4,455 3,500 (88.9) (12.3) (15.8) (15.0) (15.8) (17.5) (15.8) (20.0) (15.8) 7/8 1 7 7/8 8,170 9,200 9,600 9,200 10,540 9,200 11,475 9,200 (22.2) (200.0) (36.8) (41.4) (43.2) (41.4) (47.4) (41.4) (51.6) (41.4) 121/4 13,090 9,200 15,360 9,200 16,810 9,200 18,250 9,200 (311.2) (58.9) (41.4) (69.1) (41.4) (75.6) (41.4) (82.1) (41.4) 4 3,385 4,600 4,085 4,600 4,695 4,600 5,300 4,600 (101.6) (15.2) (20.7) (18.4) (20.7) (21.1) (20.7) (23.9) (20.7) 1 1 1/8 9 9,940 12,500 12,130 12,500 14,185 12,500 16,230 12,500 (25.4) (228.6) (44.7) (56.3) (54.6) (56.3) (63.8) (56.3) (73.0) (56.3) 14 14;725 13,285 17,190 13,285 18,650 13,285 20,105 13,285 (355.6) (66.3) (59.8) (77.4) (59.8) (83.9) (59.8) (90.5) (59.8) 5 (127.0) 4,500 5,500 6,020 5,500 7,690 5,500 9,695 5,500 11/4 (20.3) (24.8) (27.1) (24.8) (34.6) (24.8) (43.6) (24.8) 1 3/8 11 1/4 13,230 18,000 16,700 18,000 20,980 18,000 25,225 18,000 (31.8) (285.8) (59.5) (81.0) (75.2) (81.0) (94.4) (81.0) (113.5) (81.0) 171/2 22,870 20,865 27,310 20,865 30,820 20,865 34,310 20,865 (444.5) (102.9) (93.9) (122.9) (93.9) (138.7) (93.9) (154.4) (93.9) 5 12 (139.7) 7,585 11,995 9,155 11,995 10,725 11,995 12,390 11,995 13/8 (34.1) (54.0) (41.2) (54.0) (48.3) (54.0) (55.8) (54.0) 1 1/2 12 3/8 17,065 19,725 20,595 19,725 24,125 19,725 27,875 19,725 (34.9) (314.3) (76.8) (88.8) (92.7) (88.8) (108.6) (88.8) (125.4) (88.8) 161/2 22,750 24,365 27,455 24,365 32,165 24,365 37,165 24,365 (419.1) (102.4) (109.6) (123.5) (109.6) (144.7) (109.6) (167.2) (109.6) 6 8,940 13,880 10,790 13,880 12,640 13,880 14,605 13,880 (152.4) (40.2) (62.5) (48.6) (62.5) (56.9) (62.5) (65.7) (62.5) 11/2 15/8 131/2 20,115 22,825 24,275 22,825 28,440 22,825 32,860 22,825 (38.1) (342.9) (90.5) (102.7) (109.2) (102.7) (128.0) (102.7) (147.9) (102.7) 18 26,820 28,195 32,370 28,195 37,920 28,195 41,810 28,195 (457.2) (120.7) (126.9) (145.7) (126.9) (170.6) (126.9) (188.1) (126.9) 1. Allowable bond cape es fisted are for the Standard Set formula and are calculated using an applied safety factor of 4.0. 2. Reduce the above allowable bond capacities by 25 percent when calculating allowable bond capacities for the Fast Set formula. 3. Linear interpolation may be used to determine allowable bond capacities for intermediate embedments and compressive strengths. 4. Allowable design load should be the lesser of the bond or allowable steel strength. 5. Allowable Toads for threaded rods to resist short-term loads such as earthquake or wind may be increased by 33 -113 percent for the duration of the load, where permitted by code. 214 www.powers.com Canada: (905) 673 -7295 or (514) 631 -4216 Powers USA: (800) 524 -3244 or (914) 235 -6300 L 3. -Powers® FASTENERS SPECIFICATION & DESIGN MANUAL Power- Fast®+ PERFORMANCE DATA Ultimate and Allowable Bond Strength Capacities for Reinforcing Bar Installed with Power -Fast+ in Normal- Weight Concrete' As Bar Size Size No. (in.) Drill Bit Diameter dblt in. min' Embed Dep#h h„ in. (mm) Minimum Concrete Compressive Strength (f' ) Ibs (kN) Tension, Ibs (kN) Shear, psi 2,000 (13.8 MPa) 4,000 psi (27.6 MPa) P 6,000 psi (41.4 MPa) p ' f" z 2,000 G psi (13.8 MPa) Ultimate Tension Ibs. (kN) Allowable Tension lbs. (kN) Ultimate Tension Ibs. (kN) Allowable Tension Ibs. (kN) Ultimate Tension Ibs. (kN) Allowable Tension Ibs. (kN) Ultimate Shear Ibs. (kN) Allowable Shear Ibs. (kN) 2 1/4 (57.2) 7,425 1,855 11,085 2,770 12,130 3,035 6,480 1,620 No.3 1/2 (33.4) (8.3) (49.9) (12.5) (54.6) (13.7) (29.2) (7.3) (3/8 ") (85.7) (50.1) (125) (74 8) (18.7) (81.9) (205) (37.4) 2,075 3) 41/2 14,855 3,715 22,180 5,545 24,270 6,070 8,300 2,075 (114.3) (66.8) (16.7) (99.8) (25.0) (109.2) (27.3) (37.4) (9.3) 3 9,625 2,405 14,370 3,595 15,725 3,930 11,120 2,780 No.4 (76.2) (43.3) (10.8) (64.7) (16.2) (70.8) (17.7) (50.0) (12.5) (1/2") 5/8 41/2 (114.3) 14,440 (65.0) 3,610 (16.2) 21,560 (97.0) 5,390 (24.3) 23,590 (106.2) 5,900 (26.6) 14,820 (66.7) 3,705 (16.7) 6 19,255 4,815 28,745 7,185 31,460 7,865 14,820 3,705 (152.4) (86.6) (21.7) (129.4) (32.3) (141.6) (35.4) (66.7) (16.7) 3 3/4 13,415 3,355 20,030 5,010 21,915 5,480 17,660 4,415 (95.3) (60.4) (15.1) (90.1) (22.5) (98.6) (24.7) (79.5) (19.9) No. 5 ") 3/4 5 5/8 20,120 5,030 30,040 7,510 32,870 8,220 26,240 6,560 (5 /8 (142.9) (90.5) (22.6) (135.2) (33.8) (147.9) (37.0) (118.1) (29.5) 71/2 26,825 6,705 40,050 10,015 43,825 10,955 26,240 6,560 (190.5) (120.7) (30.2) (180.2) (45.1) (197.2) (49.3) (118.1) (29.5) 41/2 17,545 4,385 26,195 6,550 28,665 7,165 21,900 5,475 (114.3) (79.0) (19.7) (117.9) (29.5) (129.0) (32.2) (98.6) (24.6) No. 6 ") 7/8 6 3/4 26,320 6,580 39,295 9,825 43,000 10,750 28,060 7,015 (3/4 (171.5) (118.4) (29.6) (176.8) (44.2) (193.5) (48.4) (126.3) (31.6) 9 35,095 8,775 52,395 13,100 57,340 14,335 28,060 7,015 (228.6) (157.9) (39.5) (235.8) (59.0) (258.0) (64.5) (126.3) (31.6) 51/4 22,215 5,555 33,165 8,290 36,295 9,075 36,060 9,015 No. 7 (133.4) (100.0) (25.0) (149.2) (37.3) (163.3) (40.8) (162.3) (40.6) ") 1 7 7/8 33,320 8,330 49,745 12,435 54,435 13,610 49,220 12,305 (7/8 (200.0) (149.9) (37.5) (223.9) (56.0) (245.0) (61.2) (221.5) (55.4) 101/2 44,425 11,105 66,325 16,580 72,580 18,145 49,220 12,305 (266.7) (199.9) (50.0) (298.5) (74.6) (326.6) (81.7) (221.5) (55.4) 6 32,225 8,055 48,110 12,030 52,650 13,165 53,140 13,285 (152.4) (145.0) (36.2) (216.5) (54.1) (236.9) (59.2) (239.1) (59.8) No.8 11/8 9 48,340 12,085 72,170 18,045 78,975 19,745 59,140 14,785 (1") (228.6) (217.5) (54.4) (324.8) (81.2) (355.4) (88.9) (266.1) (66.5) 12 64,455 16,115 96,230 24,060 105,305 26,325 59,140 14,785 (304.8) (290.0) (72.5) (4310) (108.3) (473.9) (118.5) (266.1) (66.5) 6 3/4 37,145 9,285 55,455 13,865 60,685 15,170 68,300 17,075 No.9 (171.5) (167.2) (41.8) (249.5) (62.4) (273.1) (68.3) (307.4) (76.8) 13/8 101/8 (257.2) 55,720 (250.7) 13,930 (62.7) 83,190 (374.4) 20,800 (93.6) 91,035 (409.7) 22,760 (102.4) 80,460 (362.1) 20,115 (90.5) (11/8 ") 131/2 74,295 18,575 110,920 27,730 121,380 30,345 80,460 20,115 (342.9) (334.3) (83.6) (499.1) (124.8) (546.2) (136.6) (362.1) (90.5) 71/2 49,375 12,345 73,715 18,430 80,665 20,165 83,460 20,865 No. 10 (190.5) (222.2) (55.6) (331.7) (82.9) (363.0) (90.7) (375.6) (93.9) 1 12 (285.8) (33 3) (83.3) (497.6) { 27,645 4.4) (544.5) (36 1) (379.4) 21,075 (11/4 °) 15 98,745 24,685 147,425 36,855 161,325 40,330 84,300 21,075 (381.0) (444.4) (111.1) (663.4) (165.8) (726.0) (181.5) (379.4) (94.8) 81/4 58,695 14,675 87,630 21,910 95,895 23,975 97,460 24,365 No. 11 (209.6) (264.1) (66.0) (394.3) (98.6) (431.5) (107.9) (438.6) (109.6) 1 5/8 12 3/8 88,040 22,010 131,440 32,860 143,835 35,960 97,460 24,365 (1 3/8") (314.3) (396.2) (99.0) (591.5) (147.9) (647.3) (161.8) (438.6) (109.6) 16 112 117,385 29,345 175,250 43,815 191,780 47,945 97,460 24,365 (419.1) (528.2) (132.1) (788.6) (197.2) (863.0) (215.8) (438.6) (109.6) .A owe e bond capacities listed are for the Standard Set formula and are calculated using an applied safety factor of 4.0. 2. Reduce the above allowable bond capacities by 25 percent when calculating allowable bond capacities for the Fast Set formula. 3. Linear interpolation may be used to determine allowable bond capacities for intermediate embedments and compressive strengths. 4. Allowable design load should be the lesser of the bond or allowable steel strength. 5. Allowable loads for reinforcing bars to resist short-term loads such as earthquake or wind may be increased by 33 -1/3 percent for the duration of the load, where permitted by code. Powers USA: (800) 524 -3244 or (914) 235 -6300 Canada: (905) 673 -7295 or (514) 631 -4216 www.powers -com 217 j KNEZEVICH ASSOCIATES Property Owner Jacqueline V. Frohbose CONSULTING ENGINEERS Project Name: KA 10 -112 Tel: 954.821.6933 Fax: 954.452.7960 Address: 667 NE 105th Street Miami Shores, FL 33138 -2053 C:\KA ClientslEd Riczo\Miami Shores Residence-SH Windows and Front Porch Coiumnsu ASCE7- 05Lessthan80ftComponentWail KA - SH Window.,ds]A GLAZING DESIGN WIND LOADS ASCE 7-05 DESIGN WIND LOADS COMPONENTS & CLADDING VERTICAL SURFACES Basic Wind Speed, V = 146.0 m.p.h. (3 sec peak gust) Exposure Category = C Enter B, C, or D Importance Factor, I = 1.00 Nonessential facIlities =l.0; Assembly /essential facilities=l.15 Effective Wind Area = 8.3 sq.R (10 sq ft or less provides max loads) - for: 38" x 66' Single Hung NOndow Mean Roof Height = 12.5 ft. Rise/12" of Run = 4.00 inch Rf Slope (deg) = 18.43 8<=10 reduces load, > 10 provides max load Smallest Side of Bldg. = 80.0 feet Internal Pressure, GCpi = 0.55 0.18 for enclosed structures, 0.55 for partially enclosed structures Topographic Factor, Kzt = 1.00 For non hilly areas Directionality Factor, Kd = 0.85 0.85 for rectilinear structures and ASCE load factors, 1.00 for rectilinear structures and ASCE Toad factors with 33% increase in allowable stress Positive GCp 4,5 = Negative GCp (4) = Negative GCp (5) = 1.0 -1.1 -1.4 q= 0.00256 *KZ *K„ * Ka* J *V2 p = q(GCP -GCS,) BUILDINGS LESS THAN OR EQUAL TO 60 FEET DESIGN WIND LOADS (PSF) 146.0 MPH Exposure C MEAN ROOF HEIGHT (FT) POSITIVE Zone 4 & 5 NEGATIVE Int Zone (4) NEGATIVE End Zone (5) 12.5 61.0 -65.0 -76.8 1. Wind Toads are determined in accordance with ASCE 7-05. 2. Wind Toad calculations are based upon a mean roof height of 12.5 ft. Contractor shall verify mean roof height in field and notify Engineer if higher than noted. 3. The maximum positive and negative wind Toads for the building zones are as noted below unless specific values are labeled adjacent to a building opening and certified by a registered architect or registered professional engineer. 61.0 psf Positive -85.0 psf Negative- Interlor -76.8 psf Negative -End 4. This document shall be used for determination of wind loads only. Component installations shall be In accordance with component design drawings. Component installations at any elevation below roof are acceptable. 5. End zones for this Installation are those areas within 5 feet of the exterior corners of this building. 6. This document shall be valid only when there appears an original signature, date and embossed V. J. Knezevich, P.E. 05-Ma V. John Knezevlch P.E. FL License #10983 FL COA 27989 I KNEZEVICH ASSOCIATES CONSULTING ENGINEERS V. JOHN KNEZEVICH, P.E. March 6, 2010 Chief Building Official Building Department Miami Shores Village 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: Jacqueline V. Frohbose 667 NE 105th Street Miami Shores, Florida 33138 Attention Chief Building Official: Knezevich Associates has reviewed the required repair of the Decorative Columns in front of the subject residence. The existing Y2" diameter tie rods that run from the porch framing beam at the top, into the slab at the base of the column have deteriorated at the bottom, to the point of being useless to prevent uplift. The necessary repair involves removing the lower, rusted portion of the tie rod, including any portion that has a reduced diameter below 7/16", after removing any surface rust. Provide new 5/8" diameter, all thread rods, made from A -36 or A -307, Grade C steel or No. 5, Grade 40 steel rebar, of sufficient length to allow a minimum 12" overlap with the existing 1/2" rods. Anchoring of new tie rod and its connection to existing tie rod is to be as follows: 1. Drill one 3/4" diameter hole, 5 5/8" deep into the concrete floor of the porch for each column. Clean the holes with a brush and then blow out with compressed air. Fill the drilled holes half way with Powers Fast + Adhesive and insert threaded rod or rebar with a twisting motion, all the way to the bottom of the hole. Allow to set in accordance with manufacturers recommendations. Powers catalog cuts attached to this letter. 2. Use a certified welder to connect either of the above rods to the existing ' /2" diameter rod, with a minimum of 12" overlap. Welds shall be 3/8" fillet welds, 2" long at 3" on center. Clean all welds thorou e hly and paint all exposed metal with Zinc Chromate primer. The bottom 6" of the new rod should be painted with a Bituminous or a Chlorinated Rubber paint to prevent corrosion of the rod. 2590 SW 105th Terrace • Davie, Florida 33324 • 954.821.6933 • Fax: 954.452.7960 • VJK @Knezevich.com KNEZEVICH ASSOCIATES CONSULTING ENGINEERS V. JOHN KNEZEVICH, P.E. Jacqueline V. Frohbose 667 NE 105th Street Miami Shores, Florida 33138 March 6, 2010 A new rectangular base should be built from pressure treated 2 x 4's and set on a 2" high, concrete paver. Paver should be set in a Silicon Caulk bed and be secured to the concrete floor with at least 2 each, '/4" diameter Elco or ITW Tapcons with 1 3/4" embedment in the concrete floor. Concrete Anchor Edge distance should be a minimum of 2.5 ". If you have any questions, please contact me at 954- 821 -6933. Sincerely, KNEZEVICH ASSOCIATES V. Jo r'T;4"ezevich, PE President FL License No. 10983 COA #27989 2590 SW 105th Terrace • Davie, Florida 33324 • 954.821.6933 • Fax: 954.452.7960 • VJK @Knezevichcom /)A. ALP___A_ALfz_ ()3" rjj7.7„,T,VW711 MAR 2 3 2010 fiJJ Y. 78 3304