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RC-19-833 (2)Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Permit No.: RC-04-19-833 Permit Type: Building (Residential) Work Classification: Addition/Alteration Permit Status: Approved Issue Date: 04/26/2019 LLxpiration: 10/23/2019 Location Address Parcel Number 270 GRAND CONC, Miami Shores, FL 33138 1132060136210 1 Contacts ERHAN KOSTEPEN Owner FORBES CONSTRUCTION, LLC Contractor 78 NE 47 ST, MIAMI, FL 33137 JOHN FORBES Other: 7863190562 ERHANKOSTEPEN@GMAIL.COM 4565 PONCE DE LEON BLVD 200, CORAL GABLES, FL 33146 Business: 3054460849 luisv@fcdmiami.com Requests: Description: NEW ADDITION AND REMODELING TO REPLACE Valuation: $ 109,576.00 Inspection 305-4949 PERMIT#RC16-1964 Total Sq Feet: 2,600.00 Fees Amount 100% Permit Renewal Fee $3,087.28 Lost Plans Review Fee $250.00 Notary Fee $5.00 Residential Application Fee $200.00 Total: $3,542.28 Payments Date Paid Amt Paid Total Fees $3,542.28 Credit Card 04/17/2019 $200.00 Cash 04/26/2019 $3,342.28 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting i permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required f r LECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDA I ce fy that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating con n a 0ning. Futhermore, I authorize the above named contractor to do the work stated. / Applicant / Contractor / Agent Date April 26, 2019 Page 2 of 2 RECEIVED Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION F-IBUILDING ❑ ELECTRIC ❑ ROOFING AP 17 2019 BY; FBC20(0 Master Permit No. _ Sub Permit No. � — @ 33 REVISION ❑ EXTENSION ENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOBADDRESS:—'�2 70 6awl cpaend✓Se, City: Miami Shores County: Miami Dade Zip: 3 Folio/Parcel#: — 32.0L — nu— 6 � 1D is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):Y Qh 0 �� den Phone#:b ,,/ ^Q S6� Address: J / 0 (-ere Kd ('A rtcaizrse— ------ City: /w' $ A i Tenant/Lessee Name: Email: CONTRACTOR: Company Name: Address: City: C'44&( Cr� l es Qualifier Name: \T1 Lk State: p: 3.3%39 ne#: ne#: �30 -0 YY9 Zip: Phone#: State Certification or Registration #: 0, (� C, ) T 12 0 7 r/ J Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: (( City: State: I Zip: � Value of Work for this Permit: $ 10 Square/Linear Footage of Work: Type of Work: ❑ Description of Work: �ppe ❑ Alter ❑ New ❑ A ❑ Demolition Specify color of color thru tile: �� Submittal Fee $ 2�� Permit Fee $ 3,2 2B CCF $ ' _ •CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ r Notary $ W Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ !,G sT V1-AN� Z . citz, (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ j Z I Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address Zip 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. ' "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. I the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. t Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1 day of 20 IGI by - -(-(�nS� , who is personalknown to me or who has produced Tom,(, F-C— U—CET\6t--as identification and who did take an oath. NOTARY UBLIC: Sign: Print: Seal: .'aR`•s APPROVED BY (Revised02/24/2014) SIN01A ALVAREZ MY COMMISSION # GG 238273 EXPIRES: Septegiber 3, 2022 day of �/JI I ( 20J by -"/', k- ��S who is personally known t9 me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:Z Print: op ° Notary Public State of Florida Seal: ?°IN,Nancy Nunez o My Commission GG 188008 $j°of, Expires 03/28/2022 as ssssssssssssssssssssssssssssssss*ssssssss********************** Plans Examiner Structural Review Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by JD ENGINEERING & CONSTRUCTION CORP to perform special inspector services under the F orid Building Code at the RC 15-531 project on the below listed structures as of 20/� (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: RC 15-531 ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) b' SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) -6 SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The fo�lllQQmen ofwing individual(s) employed by this firm or e,a}�th�rized r presentatives to perform inspection 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed, and Sealed EngineerlArchitec (�VIMAA Name 1 v J (PRINT) Address DATE: Phone No Created on 6t10l2009 HE p4� : RICK SCOTT,,GOVERNOR4JONATHAN ZACFiEM; SECRETARY Florida . � 6 I • 4 • ��• '� ~ s r � • e r r 4 • ~ COD T%`' •} � , � � t � ` �, . F WG r 4 �' i � I � ..STATE.OF'"FLORIDA r � DEPARTMENT#OF BUSINESS,:3,AN�DzP OFESSIONAL REGULATION, 4;CONSTRUCT-16TE-NSWG BOARD, y , 1 THE GENERAL CONS TE EIN ISCERTI`FI `.. UNDER THE , -RACTO PROVISION$• OHAT ERT489—F�-O IDA A TTUTES iF', RAISJ O: ytN RO ERTS , N �FrORB�S�S�Z.�J�TI�� CO LEflM'RD 4�6 PON�C� IDE F'J,LE# 0 4 C®RA4► r,r4' CES, ..- F,LP33,14�`6 - LICE SN.UMBER. CGC�522 } 3 EXPIRATIONrDATEY-.— yJ.G.U-S 31, 2020 , Always verify licenses online at MyFloridal-icense.com F g Do not-altertthis document in any form. This is your license. It is unlawful for anyone other than the licensee -to use this document. Local Business Tax Receipt Miami —Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY 7167850 BUSINESS NAMEMOCATION FORBES CONSTRUCTION LLC 4565 PONCE DE LEON BLVD STE 200 CORAL GABLES, FL 33146 OWNER FORBES CONSTRUCTION LLC C/O JOHN R FORBES MGR Worker(s) 6 LB,T RECEIPT NO. EXPIRES RENEWAL SEPTEMBER 30, 2019 7446429 Must be displayed at place of business Pursuant to County Code Chapter 8A - Art. 9 & 10 SEC. TYPE OF BUSINESS PAYMENT RECEIVED 196 GENERAL BUILDING BY TAX COLLECTOR CONTRACTOR 45.00 07/10/2018 CGC1522043 CREDITCARD-18-052243 This local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holders qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dade Code Sec Ba-275. MIAMFED for more information, visit www.miamidade.anhexcollector �•.i.0 - Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 9 Fax; (305)756-8972 12/5/2017 To: Current Owner 270 GRAND CONCOURSE Miami Shores, FL Permit: RC-7-16-1964 Address: 270 GRAND CONCOURSE Miami Shores FL Dear Sir or Madam, Our records indicate that the above referenced permit has expired without obtaining the proper final inspection. In order to serve you better, we need to keep our files up to date. As per section 105.4.1 of the Florida Building Code, "Every permit issued shall become invalid (expired) unless the work authorized by such permit is commenced within six months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of six months after the work is commenced, or completed without obtaining the final inspection of the work performed.." Please be advised that open permits will hinder your ability to obtain new permits, refinance or sell this property. Please contact the Building Department, within 15 days of receipt of this letter in order to take care of this matter. Sincerely, L ��r)- Ismael Naranjo ( E O) Building Director a Fw�JUA FLORIDA WORKERS* COY PENSADON 11 JOINI L91DERWRRNG ASSOCiATUI, INC. INSURER: FLORIDA W.C. JUA 1. WORKERS COMPENSATION AND EMPLOYERS LIABILITY POLICY INFORMATION PAGE WC 00 00 01 ( A) POLICY NUMBER: (GFR13UB-9F75413-7-16) NCCI CO CODE: 80179 INSURED: PRODUCER: JD ENGINEERING & CONSTRUCTION CAPRICORN COVERAGE INC CORP 5180 WEST ATLANTIC AVE STE 121 18991 SW 128TH AVENUE DELRAY BEACH FL 33484 MI AMI FL 33177 Insured Is a A CORPORATION Other work places and Identification numbers are shown in the schedule(s) attached. 2. The policy period is from 04-23-16 to 04-23-17 12:01 A.M. at the Insured's mailing address. 3. A. WORKERS COMPENSATION INSURANCE: Part One of the policy applies to the Workers Compensation Law of the state(s) listed here: FL B. EMPLOYERS LIABILITY INSURANCE: Part Two of the policy applies to work in each state listed In Item 3.A. The limits of our liability under Part Two are: Bodily Injury by Accident: $ 100000 Each Accident Bodily Injury by Disease: $ 500000 Policy Limit Bodily Injury by Disease: $ 100000 Each Employee C. OTHER STATES INSURANCE: Part Three of the policy applies to the states, if any, listed here: SEE ENDORSEMENT FWCJUA 03 01 D. This policy includes these endorsements and schedules: SEE LISTING OF ENDORSEMENTS - EXTENSION OF INFO PAGE 4. The premium for this policy will be determined by our Manual of Rules, Classifications, Rates and Rating Plans. All required Information Is subject to verification and change by audit. ANNUALLY. DATE OF ISSUE: 06-09-16 AG ST ASSIGN: FL OFFICE: FLORIDA WC JUA 821 PRODUCER: CAPRICORN COVERAGE INC 761-18T Page 1 of 1 W 2257 I._�-r` FWA FTORIDAWORMS•COUPONTION J JOINT DITDEB'B NG ASSMAIM, WIC. CLASSIFICATION SCHEDULE: CLASSIFICATIONS CODE NO WORKERS COMPENSATION AND EMPLOYERS LIABILITY POLICY INFORMATION PAGE WC 00 00 01 ( A) POLICYNUMBER: (6FR13UB-9F75413-7-16) PREMIUM BASIS RATES ESTIMATED TOTAL ESTIMATED PER $100 OF ANNUAL ANNUAL REMUNERATION REMUNERATION PREMIUM SEE EXTENSION OF INFORMATION PAGE - SCHEDULE WC 00 00 01 ( A) NAICS: 238350 ----------------------------------------------_-------------------------------------- TOTAL ESTIMATED ANNUAL STANDARD PREMIUM $ 18817 PREMIUM DISCOUNT NONE 0900-09 EXPENSE CONSTANT 200 TERRORISM 35 TIER 1 SURCHARGE 953 FWCJUA FLAT FEE 475 TOTAL ESTIMATED PREMIUM 20480 TOTAL AMOUNT DUE 20480 Minimum Premium: $ 1900 DATE OF ISSUE: 06-09-16 AG OFFICE: FLORIDA WC JUA 821 PRODUCER: CAPRICORN COVERAGE INC 76HST ST ASSIGN: FL Page 1 Of 1 F�1UA FLOINA N'ORKCRS'COUPCHSATKIN I} JONI tPMER'ARRIC ASSOCATION. W. WORKERS COMPENSATION AND EMPLOYERS LIABILITY POLICY EXTENSION OF INFO PAGE -SCHEDULE WC 00 00 01 ( A) POLICY NUMBER: (GFR13UB-9F754i3-7-16) INSURER: FLORIDA W.C. JUA INSURED'S NAME: JD ENGINEERING & CONSTRUCTION CORP EXP. MOD, EFFECTIVE DATE: 04-23-16 CLASSIFICATION LOCATION 001 01 FEIN 300611750 ENTITY CD 001 JD ENGINEERING & CONSTRUCTION CORP 12742 SW 9TH STREET MIAMI, FL 33184 SIC CODE: 1751 NAICS : 238350 PLUMBING NOC & DRIVERS � m— CERAMIC TILE, INDOOR STONE, MARBLE, OR MOSAIC WORK N�T WALLBOARD INSTALLATION - �=— WITHIN BUILDINGS & DRIVERS o� PAINTING NOC & SHOP o OPERATIONS, DRIVERS °= CONTRACTOR - PROJECT MANAGER, ^� CONSTRUCTION EXECUTIVE, „= CONSTRUCTION MANAGER OR CONSTRUCTION SUPERINTENDENT ".. CARPENTRY - CONSTRUCTION OF DETACHED ONE- OR TWO-FAMILY DWELLINGS ARCHITECTURAL OR ENGINEERING �— u� FIRM - CLERICAL DATE OF ISSUE: 06-09-16 AG CODE RATE BUREAU ID: 093094085 PREMIUM BASIS ESTIMATED RATES ESTIMATED TOTAL ANNUAL PER $100 OF ANNUAL REMUNERATION REMUNERATION PREMIUM 5183 IF ANY 5 .1 1 5348 IF ANY 6.11 5445 IF ANY 7.49 5474 IF ANY 11.02 5606 24626 1,84 453 5645 116527 16.92 19716 8603 14646 .15 22 ST ASSIGN: FL Page 1 of 012258 r r UA FLORID' O'ORKERS COUPENSABON t J0411 UNDEPRUM ASSOCIATION, R,`C. CLASSIFICATION LOCATION 001 01 (CONT'D) CLERICAL OFFICE EMPLOYEES NOC. WORKERS COMPENSATION AND EMPLOYERS LIABILITY POLICY EXTENSION OF INFO PAGE -SCHEDULE WC 00 00 01 ( A) POLICYNUMBER: (6FR13UB-9F75413-7-lG) PREMIUM BASIS ESTIMATED RATES ESTIMATED TOTAL ANNUAL PER $100 OF ANNUAL CODE REMUNERATION REMUNERATION PREMIUM 8810 18200 .23 42 -------------------------------------------------------------------------------------- TOTAL PREMIUM SUBJECT TO EXPERIENCE MODIFICATION $ 20233 EXPERIENCE MODIFICATION: .93 MODIFIED PREMIUM 18817 TOTAL ESTIMATED ANNUAL STANDARD PREMIUM 18817 EXPENSE CONSTANT(0900) 200 0,0200 TERRORISM (9740) 35 TIER 1 SURCHARGE 953 FWCJUA FLAT FEE(9601) 475 FWCJUA MANDATORY DEPOSIT NONE TOTAL ESTIMATED PREMIUM 20480 DEPOSIT AMOUNT DUE 20480 DATE OF ISSUE: 06-09-16 AG ST ASSIGN: FL Page 2 of 2 Inspection Worksheet �J�1 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FIL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-248447 Scheduled Inspection Date: December 02, 2015 Inspector: Rodriguez, Jorge Owner: KOSTEPEN, ERHAN Job Address: 270 GRAND CONCOURSE Miami Shores, FL Project: <NONE> Contractor: JD ENGINEERING & CONSTRUCTION CORP tiunamg uepartment comments NEW ADDITION AND REMODELING Permit Number: RC-3-15-531 Permit Type: Residential Construction Inspection Type: Framing Work Classification: Addition/Alteration Phone Number (786)319-0562 Parcel Number 1132060136210 INSPECTOR COMMENTS False Phone: (786)312-6511 Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-248159. Missing plumbing OK toinsulate perimeterCREATED AS REINSPECTION FOR INSP-245739. CREATED AS REINSPECTION FOR INSP-229920. Floor framing excluding blend into south section Failed ❑ Seal all penetrations Seal all around for fire stop Missing plumbing ❑ teroinsu a e peritte tCorrection Sppjy certie4 weing_� Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. December 01, 2015 For Inspections please call: (305)762-4949 Page 24 of 40 LA ii JD JD Engineering & Construction Corp. Certificate of Authorization: No. 29200 To: Miami Shores Building Department. 10050 NE 2nd Ave, Miami Shores, FL 33138 Owner:Mr. Erhan Kostepen. Permit Number: RC-3-15-531 Located at: 270 Grand Concourse Miami Shore, FI.33138. C: (786) 312-6511 F: (305) 603-9615 E: yoel@jd-miami.com W: www.jd-miami.com A: 20352 SW 130th Ct. Miami, A. 33177 Date: October 5, 2015 Dear Inspector, This letter is to approve the following: (1) Steel members,installatio ' including welding 8, bolted connections had been inspected on above referenced project and it complies with minimum project requirements and FBC stanpedards..j' Please ctlhf we can pro5Abe•,� gdditional information. Ain. 66136 Smcerdy.� Jose L. an �rl�®F5613b` �� RIDA V� AA EN ��•. �//llllll�� Z' 0 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-243840 Permit Number: RC-3-15-531 Scheduled Inspection Date: September 22, 2015 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Foundation Owner: KOSTEPEN, ERHAN Work Classification: Addition/Alteration Job Address: 270 GRAND CONCOURSE Miami Shores, FL Phone Number (786)319-0562 Parcel Number 1132060136210 Project: <NONE> Contractor: JD ENGINEERING & CONSTRUCTION CORP Phone: (786)312-6511 ttuiming uepartment comments NEW ADDITION AND REMODELING INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-242926. CREATED AS REINSPECTION FOR INSP-229919. Missing inspection for electrical bonding Shoring approval from Eng enclosed Failed ❑ Not ready Not per plans Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. September 21, 2015 For Inspections please call: (305)762-4949 Page 36 of 44 F7DN LE JCS JD Engineering & Construction Corp. Certificate or Authorization: No. 29200 To: Miami Shores Building Department. 10050 NE 2nd Ave, Miami Shores, FL 33138 Owner:Mr. Erhan Kostepen. Permit Number: RC-3-15-531 Located at: 270 Grand Concourse Miami Shore, FI.33138. Dear Inspector, C: (786) 312-6511 F: (305) 603-9615 E: yoel@jd-miami.com W: www.jd-miami.com A: 20352 SW 130th Ct. Miami, Fl. 33177 Date: September 21, 2015 This letter is to approve the following: (1) F3.0 footings has been inspected after completion and it complies with minimum project requirements`ancl FBC standards. Please,c,d-" we -can provide any additional information. Sincerbi { 1 Jose-L. Guzma ,, PE 0.16138 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-229919 Scheduled Inspection Date: September 04, 2015 Inspector: Rodriguez, Jorge Owner: KOSTEPEN, ERHAN Job Address: 270 GRAND CONCOURSE Miami Shores, FL Project: <NONE> Contractor: JD ENGINEERING S CONSTRUCTION CORP Building Department comments NEW ADDITION AND REMODELING Permit Number: RC-3-15-531 Permit Type: Residential Construction Inspection Type: Foundation Work Classification: Addition/Alteration Phone Number (786)319-0562 Parcel Number 1132060136210 INSPECTOR COMMENTS False Inspector Comments Passed Itl; Failed Correction Needed ❑� �*�� Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Phone: (786)312-6511 September 03, 2015 For Inspections please call: (305)762-4949 Page 11 of 42 ]D� JD Engineering & Construction Corp. Certificate of Authorization: No. 29200 To: Miami Shores Building Department. 10050 NE 2nd Ave, Miami Shores, FL 33138 Owner:Mr. Erhan Kostepen. Permit Number: RC-3-15-531 Located at: 270 Grand Concourse Miami Shore, FI.33138. Dear Inspector, This letter is to approve th6t owing: r (1) Temporary shoring and re -shoring provided on l minimum proj6ct,requirements and FBC standards. Please call if.we.ccan provide any additional information. Sinc ely Jose�L: an, PE No. 56138 C: (786) 312-6511 F: (305) 603-9615 E: yoel@jd-miami.com W: www.jd-miami.com A: 20352 SW 130th Ct. Miami, FI.33177 Date: September 3, 2015 above referenced project complies with ' �` St►ORFS L' , tt ! 1 ( ` "M N __ "I'are-4 Ui sv7eIianzi s sH 1 (J(?`i0 N E SE00 ND ati #oRli� ItilfAMI S1,10( ES, P ORIDA 313134-2352 Fax: 30,5� 756-8972 DAVID A. DACOUISTO, AICP PLANNING F : .ZCNIl ,;7;�'E C:'O%? DEVELOPMENT ORDER File Number: PZ-01-15-2015170 Property Address: 270 Grand Concourse C Property Owner/Applicant: Erhan Kostepen Address: 270 Grand Concourse. Miami Shores FL 33138 Agent: Yoel Ortiz Address: 20352 SW 130`f' Court, Miami. FL 33177 Whereas. the applicant Frhan Kostepen (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV. V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations, Sec. 534 and Sec. 600. Site plan review and approval required. First story addition and fagade improvements. Whereas, a public hearing was held on February 26, 2015 and the Board. alter having considered the application and after hearing testimony and reviewing the evidence entered. finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent xvith the site plan. drawings. and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct 288 sq. ft. one-story addition at the rear of the residence. 2) The site shall not drain onto neighboring or village properties. The plot shall provide storm drainage that detains the first one inch in natural or filtered Pacae I of 2 structural facilities. The applicant is responsible For any site modifications that become necessary to maintain storm drainage on -site that detains the first one inch in natural or Filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the First one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require planning board review and approval. Modifications to the approved drainage plan shall require a signed architect or engineer's drainage plan that shall_ be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan shall require a new site plan review application and review and approval by the Planningo and Zoning Board. 3) .Applicant to obtain all required building permits before beginning work. 4) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources. Environmental Plan Review Division (DRER. EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 5) Ground cover shall comply with the provisions Division 17 of Appendix A. Village of Miami Shores Code of Ordinances. artificial turf is specifically prohibited. 6) Applicant to meet all applicable code provisions at the time ot'permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (]) year of the signing of the development order by the board chair. or if the work authorized by it is suspended or abandoned for a period of at least one (I } year. The application with conditions was passed and adopted this 26`t' day of Februan% 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowitz Yes Chairman Fernandez Yes Date flaae 2 of-2 s �� M I t: (786) 312-6511' F: (786) 472-6874 x E: yoel@jd-miami.com W: WwwJd-miami.com Engineering & Construction Corp. A:- 12742 SW 9th ST Miami, FL 33184 Certificate of Authorization:_ No. 29200 , f Project: New Addition & Remodeling Located at: 270 Grand Concourse Miami Shore, FL. 33138 Owner: Mr. Erhan Kostepen IJ`- j3-11 JUN,112015 *Structural Calculations. (Additional Calculations as per Building Department Comments) Engineer: Jose L. Guzman P.E. 56138. J , .Engineering'& Construction Corp. Certificate of Authorization: No 29200 Job: New Addition & Remodeling Owner: Mr. Erhan Kostepen Address: 270 Grand Concourse Miami Shore, FL 33138 Subject: Shear Friction in Footing Design. 1- Shear Friction.. Avf= Vu Ofyµ C: (786) 312-6511 F: (786) 472-6874 E: yoeI@jd-miami:Com W. www.jd-miami.com A: 12742 SW 9th ST Miami, FL 33184 Vu = 1.2(9000 lbs) + 1.6(40001bs) = 17200 lbs µ = 0.6 X 4 Concrete place against hardened concrete not intentionally roughened X = 1.0 for normal weight concrete 0 = 0.75 fy = 60000 psi Avf = 17200 psi / (0.75 x 60000 psi x 0.6 x 1.0) = 0.64 in^2 < 8 x 0.31 in^2 = 2.48 in^2 => OK Enaineer: Jose L. Guzman P.E. 56138. QI �'. 000 M C: (786) 312-6511 F: (786) 472-6874 y` E: yool@jd-miamicom mf] D W. www jd-miami:com Engineering & Construction Corp. A: 12742 SW 9th ST f( Certificate of Authorization. No.29200 Miami, FL 3S184. t Job: New Addition & Remodeling Owner: Mr. Erhan Kostepen Address: 270 Grand Concourse Miami Shore, FL 33138 Subject: Hurricane Strap Design. 1- Actual Uplift, L1 and L2.. Actual Uplift = 32.07 psf x 10 ft x 1.33 ft = 425.6 lbs Actual L1 = 14.09 psf x (10.33 ft / 2 x 6.5 ft ) x (1.33 ft / 4.5 ft) = 139.8 lbs Actual L2 = 37.51 psf x 10.33 ft / 2 x 1.33 ft = 257.7 lbs 2- Allowable Uplift, L 1 and L2. Allowable Uplift = 1275 lbs Allowable L 1 = 783 lbs Allowable L2 = 735 lbs 3- Hurricane Strap Design. Actual Uplift + Actual L1 + Actual L2 < 1.0 Allowable Uplift Allowable L1 Allowable L2 425.6lbs + 139.8lbs + 257.71bs < 1.0 1275lbs 783lbs 735lbs 0.33 + 0.18 + 0.35 = 0.86 < 1.0 => OK .•• ••• . . gineer: Jose L. Guzman P.E. 56138. ; ..: . , • ..• .. • •.. • ;• „•. 00 Engineering & Construction Corp. Certificate of Authorization: No. 29200 Project: New Addition & Remodeling Located at: 270 Grand Concourse Miami Shore, FL. 33138 Owner: Mr. Erhan Kostepen C-. (786) 312-6511 F: (786) 472-6874 E: yoei@jd-miami.com W: www.jd-miami.com A: 12742 SW 9th ST Miami, FL 33184 •Structural Calculations. (Additional Calculations as per Building Department Comments) Engineer: Jos�,�,.� y?man P.E. 56138. No. 56138 ��• :� TATE i� • w //" ONAL �e� ��: z &)D Engineering &- Construction Corp. Certificate of Authorization: No. 29200 Job: New Addition & Remodeling Owner: Mr. Erhan Kostepen Address: 270 Grand Concourse Miami Shore, FL 33138 Subject: Hurricane Strap Design. 1- Actual Uplift, L1 and L2.. Actual Uplift = 32.07 psf x 10 ft x 1.33 ft = 425.6 lbs Actual Ll = 14.09 psf x (10.33 ft / 2 x 6.5 ft ) x (1.33 ft /4.5ft)=139.8lbs Actual L2 = 37.51 psf x 10.33 ft / 2 x L33 ft = 257.7 lbs 2- Allowable Uplift, Ll and L2. Allowable Uplift = 12751bs Allowable L1 = 783 lbs Allowable L2 = 735 lbs 3- Hurricane Strap Design. Actual Uplift + Actual L1 + Actual L2 < 1.0 Allowable Uplift Allowable L 1 Allowable L2 425.6lbs + 139.8lbs + 257.71bs < 1.0 1275lbs 7831bs 735lbs 0.33 + 0.18 + 0.35 = 0.86 < 1.0 => OK C: (786) 312-6511 F: (786) 472-6874 E: yoel@jd-miami.com W. www.jd-miami.com A: 12742 SW 9th ST Miami, FL 33184 Engineer: Jose L. Guzman P.E. 56138. •. „ :.: ;'; ; :... ..: L • '•� FLORIDA BUILDING CODE, ENERGY CONSERVATION FORM 402-2010 Residential Building Thermal Envelope Approach ALL CLIMATE ZONES Scope: Compliance with Section 402 of the Florida Building Code, Energy Conservation, shall be demonstrated by the use of Form 402 for single- and multiple -family residences of three stories or less lr height, additons to existing residential buildings, renovations to existing residential buildings, new heating, cooling, andwaterheating systems inexlstmg buildings, as applicable.To comely, a building must meet or exceed all of the energy efficiency requirements on Table 402A and all applica le mandatory requirements summarized in Table 4026 of this form. If a building does not comply with this method or Alternate Form 402, it may still comply under Section 405 of the Florida Building Code, Energy Conservation. PROJECT NAME: AND ADDRESS: Kosteplen Residence 270 Grand Concourse Miami Shores, FI. 33138 BUILDER: PERMITTING OFFICE: OWNER: Mr. Erhan Kosteplen PERMIT NO.: JURISDICTION NO.: General Instructions: 1. New construction which incorporates any of the following features cannot comply using this method: glass areas in excess of 20 percent of conditioned floor area, electric resistance heat and air handlers located in attics. Additions 600 sq.ft., renovations and equipmentchangeouts may comply by this method with exceptions given. 2. Fill in all the applicable spaces ofthe"To Be Installed" column on Table402A with the information requested. All"To Be Installed" values must be equal to or more efficient than the required levels. 3. Complete page 1 based on the'To Be Installed" column information. 4. Read the requirements ofTable402B and check each box to indicate your interitto comply with all applicable items. 5. Read, sign and date the"Prepared By" certification statement at the bottom of page 1. The owner or owner's agent must also sign and date the form. 1. New construction, addition, or existing building 2. Single-family detached or multiple -family attached 3. If multiple -family -No. of units covered by this submission 4. Is this a worst case? (yes/no) 5. Conditioned floor area (sq. ft.) 6. Glass type and area: a. U-factor b. SHGC c. Glass area 7. Percentage of glass to floor area 8. Floor type, area or perimeter, and insulation: a. Slab -on -grade (R-value) b. Wood, raised (R-value) c. Wood, common (R-value) d. Concrete, raised (R-value) e. Concrete, common (R-value) 9. Wall type, area and insulation: a. Exterior: 1. Masonry (Insulation R-value) 2. Wood frame (Insulation R-value) b. Adjacent: 1. Masonry (Insulation R-value) 2. Wood frame (Insulation R-value) 10. Ceiling type, area and insulation: a. Under attic (Insulation R-value) b. Single assembly (Insulation R-value) 11. Air distribution system: Duct insulation, location, Qn a. Duct location, insulation b. AHU location c. Qn, Test report attached (< 0.03: yes/no) 12. Cooling system: a. Type In. Efficiency 13. Heating system: a. Type b. Efficiency 14. HVAC sizing calculation: attached 15. Hot water system: • • a. Type b. Efficiency • Please Print CK 1. Existing • 2. Single 3. 4. No 5. 2039 6a. 0.63 6b. 0.30 6c. _ 220 sq.ft. 7. 0.1039 % 8a. R= 0 179 lin.ft. 8b. R = sq. ft. 8c. R = sq. ft. 8d. R = sq. ft. 8e. R - sq. ft. 9a-1. R = 7.8 1251 sq. ft. 9a-2. R = sq. ft. 9b-1. R - sq. ft. 9b-2. R - sq. ft. 10a. R =30 sq. ft. 2038.9 10b. R = sq. ft. 11a. R = Attic 6.0 11 b. No 12a. Type: NIA 12b. SEER/EER: N/A 13a. Type: N/A 13b. HSPF/COP/AFUE: N/A 14. Yes No 35a; Tte: instant •15b. Ei: a.9 • • • I herebycertifythatthe plansand specifications covered bythecalculation are in compliancewiththe Florida Revi•wofplans ypdspecific*on%cov1@r&I this calculation indicates compliance with the Florida Energy Code. Enemy Code. B ore cortWuctio.s completed, this buRding willjie inspected for compliance in accorolr2ewith6ectioQs553.968,F.S. • • • • PREPARED BY: DATE: • • • • • • • • • • 0 CODE OFFICIAL: • • 1 hereby certifythatthis building isin compliancewiththe Florida Energy Code: • • OWNER AGENT: DATE: DATE: CA 2010iFLCVRIDA43Ul1LGINWCOQE - ENERGY CONSERVATION FORMS TABLE 402A BUILDING COMPONENT PERFORMANCE CRITERIA' ! INSTALLED VALUES: U-Factor < 0.65 U-Factor = Windows (see Note 2): SHGC = 0.30'', SHGC = %ofCFA <=20% % % ofCFA= Skylights U-Factor < 0.75 Doors: Exterior door U-Factor U-Factor < 0.65 1 U-Factor = Floors: Slab -on -grade No requirement ( R-Value = Over unconditioned spaces (see Note 3) R-13 Walls — Ext. and Adj. (see Note 3): Frame R-13 R-Value = Mass (see Note 3) Interior of wall: R-7.8 R-Value = Exterior of wall: R-6 R-Value = Ceilings see Notes 3 & 4 ) R=30 R-Value = Test report Attached? Reflectance 0.25 Reflectance = Yes/No Air distribution system (see Note 4) Ductwork & air handling unit: Location: Test report ace Unconditioned space Not allowed Attached? Conditioned space Yes/No Duct R-value R-value ? 6 R-Value = Air leakage On On < 0.03 j On = Air conditioning systems see Note 5 SEER = 13.0 SEER = Heating system Heat pump (see Note 5) Cooling: SEER = 13.0 SEER = Heating: HSPF = 7.7 HSPF = Gas furnace AFUE 78% AFUE _ Oil furnace AFUE 78% AFUE = Electric resistance: Not allowed (see Note 5) Water heating system (storage type)'' Electric (see Note 6): 40 gal: EF = 0.92 Gallons = 50 gal: EF = 0.90 EF = Gas fired (see Note 7): 40 gal: EF = 0.59 Gallons = 50 gal: EF = 0.58 EF = Other (describe): (1) Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in orderto comply with this code using this method; otherwise Section 405 compliance must be used. (2) Windows and doors qualifying as glazed fenestration areas must complywith both the maximum U-Factorand the maximum SHGC (solar Heat Gain Coefficient) criteria and have a maximum total window area equal to or less than 20% of the conditioned floor area (CFA); otherwise Section 405 must be used for compliance. Exception: Additions of 600 square feet (56 m2) or less may have a maximum glass to CFA of 50 percent. (3) R-values are for insulation material only as applied in accordance with manufacturers' installation instructions. For mass walls, the "interior of wall" requirement must be met except if at least 50% of the R-6 insulation required for the "exterior of wall" is installed exterior of, or integral to, the wall. (4) Ducts & AHU installed substantially leak free per Section 403.2.2.1. Test by Class 1 BERS rater required. Exception: Ducts installed onto an existing air distribution system as part of an addition or renovation; duct must be R-6 installed per Sec. 503.2.7.2. (5) For all conventional units with capacities greater than 30,000 Btu/hr. For other types of equipment, see Tables 503.2.3(1-8). Exception: The prohibition on electric resistance heat does not apply to additions, renovations and new heating systems installed in existing buildings. (6) For other electric storage volumes, minimum EF = 0.97-(0.00132 x volume). (7) For other natural gas storage volumes, minimum EF = 0.67-(0.0019 x volume). TABLE 402E MANDATORY REQUIREMENTS COMPONENTS SECTION REQUIREMENTS ! CHECK To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E Air leakage 402.4 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Ceilings/knee walls 405.2.1 R-19 space permitting. Programmable thermostat 403.1.1 Where forced -air furnace is primary system, programmable thermostat is required. Air distribution system 403.2 Ducts in attics or on roofs insulated to R-8; other ducts R-6. Ducts tested to 0, = 0.03 by a Class 1 BERS rater. Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly Water heaters 403.4 marked circuit breaker (electric) or shutoff (gas). Circula�rq system pipes insulated to = R-2 + accessible manual OFF switch. 4,• •• • • ! Swimming & 403.9 Spas and heated pools must have vapor -retardant colbrs or a liqu jI co��gyr r oil er "eats ptoven fb•educe heat loss except if 70% of heat from site -recovered energy. CIf/timerLochje7l red Galt he•ter� midimum thermal pool spas efficient = 78 % 82% after 4/16/13 . Heat um o filers minlmuw C P=•A.00 000 Sizing calculation performed & attached. Minimum efficiencies pe abIAS ti mg it efficiency verification Cooling/heating equipment 403.6 required. Special occasion cooling or heating capacity requires separate system or variable caAdity system. Electric heat >10kW must be divided into two or more stages. Lighting equipment 404.1 At least 50%of permanently installed lighting fi % shAllb•high-e!J c,y lamps. • •• • • • • • • • • ••• • • • •• •• • • 2010 FLORIDA BUILDING CODE — ENERGY CONSERVATION •: • • ••: : •: : • : C.5 Project Summary Date: Apr 02, 2015 wrl AHU-1 Cooling Load By: Calculations Project Information For: 270 Grand Concourse 270 Grand Concourse, Miami Shore, FI 33138 Notes: Design Information Weather: Miami Intl AP, FL, US Winter Design Conditions Outside db 52 'F Inside db 68 °F Design TD 16 °F Heating Summary Structure 13550 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 13550 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 2039 2039 Volume (fF) 18350 18350 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 98 49 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Summer Design Conditions Outside db 91 °F Inside db 75 °F Design TD 16 °F Daily range L Relative humidity 50 % Moisture difference 57 gr/lb Sensible Cooling Equipment Load Sizing Structure 33716 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.96 Equipment sensible load 32266 Btuh Latent Cooling Equipment Load Sizing Structure 4697 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 4697 Btuh Equipment total load 36962 Btuh Req. total capacity at 0.85 SHR 3.2 ton Cooling Equipment Summary Make Trade Cond Coil AHRI ref 100 EFF �; Efficiency 0 SEER 4.1 kW Sensible cooling 0 Btuh 14118 Btuh Latent• lung• • • 0 Btuh 9 °F • • • Total eooling ; • • • • : ; 0 Btuh 1400 cfm • Actual ME flor t\0�11:1 ;/ /_4�� •• 1400 cfm 0.103 cfm/Btuh Air floWfac�• • i� . 0.042 cfm/Btuh 0 in H2O Static preys •��, 0 -in H2O Load seflti 0.8£i • . 0� ; • :. oo. �61 g: • ; ... Calculations approved by ACCA to meet aTl4`et (WemAteyof I J t;tb ~ _ _ } wri htsofi^ Rig ht-Suite®Universal 201313.0.05 RSU15749 •fir /�,, Z cuments\Wrightsoft HVAC\270 Grand Concourse.rup Calc = MJ8 Front Door faces: N �'• r�T6 `i� • .+�• '� .� i 0 •.. 2014-May-21 21:21:21 Pagel AT } EiJ JD Engineering & Construction Corp. Certificate of Authorization: No. 29200 Q (786) 312-6511 F: (786) 472-6874 E: yoel@jd-miami.com W: www.jd-miami.com A: 12742 SW 9th ST Miami, FL 33184 RECF1r`�TI�D MAR 112015 BY: Project: New Addition & Remodeling Located at: 'Y 270 Grand Concourse Miami Shore, FL. 33138� , Owner: Mr. Richard Wood . . .... ...... ...... .... ...... •Structural Calculations:��: :..::. ...... % ...... .. .... .... . ...... . . .. ...... .... % 00 0 Engineer: Jose L. Guzman P.E. 56138. \-V I S. Go �\CEN,9111•. � i Ct (186) 312-6511. '< F: (786) 472-6874 DEc yoei@jd-miami.com W:, www:jd-miami.com Engineering & Construction Corp:. A: 12742 SW 9th ST Certificate of Authorization: No.29204 Miami, FL 33184 Project: New Addition & Remodeling Located at: 270 Grand Concourse Miami Shore, FL. 33138 Owner: Mr. Richard Wood STRUCTURAL CALCULATION INNDEX OF CONTENT: 1- WIND LOAD. PAGE: 1 thru 15 2- ROOF UPLIFT. PAGE: 16 thru 29 '..•': 3- RAFTER DESIGN. PAGE: 30 thru 35 •••• 4- WOOD JOIST DESIGN. " PAGE: 36 thru 39 • • • •' 5- STEEL BEAM & COLUMN DESIGN. • PAGE: 40 thru 50 ' 6- REINFORCEMENT MANSORY DESIGN. PAGE: 51 thru 55 8- FOUNDATION DESIGN. PAGE: 56 thru 59 9- PRODUCT CONTROL. NOA No 12-0130.34, NOA No 12-0130.35 & FL-13285 Engineer: Jose L. Guzman P.E. 56138. .... ...... .... ...... Project Name NEW ADDITION & REMODELING . . .... ...... ...... .... ...... ...... kf .Location: 270 GRAND CONCOURSE, MIAM SHOR�i,FL 8 ••••:• By: JOSE L. GUZMAN Start Date: 12/2/13 Comments: WIND ON ROOF. <CR><LF>WIND ON STANDAR WALL. <CR><LR>WIND ON WINDOWS AND DOORS E:\Trabajos\270\Calculabons\WIND.wls a NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Local Information Wind Dir. [ Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. WLS4 -- [1.3] Copyright © 2020 SDG, Inc. Page 1 of 8 mm Q NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Section - Main Section Enclosure Classification: Enclosed Wall I Length(ft) I Overhang(ft) 1 48.5 1.33 2 36.75 1.33 3 48.5 1.33 4 3675 1.33 Eave Height: 10.25t Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Hipped Roof Slope(:12) A&B 4.0 C&D 4.0 w, W4 Ate- '.C... `� B w7 l W4 11W3 _.__ .04; . Vt%0 0 jW2600000 ...... .... ...... ...• • • • ••.••• • . . • . •••••• •••••• • • •• • WLS4 -- [1.3] Copyright © 2020 SDG, Inc. Page 2 of 8 . , 0 NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Section - 1 Enclosure Classification: Enclosed Connected to: Connected to wall: Position on W1: Wall Length(ft) 1 15.17 2 9.33 3 15.17 4 9.33 Main Section W1 0 ft Overhang(ft) 1.33 1.33 0.0 1.33 Eave Height: 10.25t Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(12) A&B 4.0 A� A -" __ B WV W4 UV3 W4 • W'3•r••• WW2 • .••• ...... . . ..... .... . ...... . . . . ...... WLS4 -- [1.3] Copyright © 2020 SDG, Inc. Page 3 of 8 NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Section - 2 Enclosure Classification: Enclosed Connected to: Main Section Connected to wall: W3 Position on W3: 28.06ft Wall ( Length(ft) IOverhang(ft) 1 20.42 0.0 2 15.25 1.33 3 20.42 1.33 4 15.25 0.0 Eave Height: 10.67t Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof I Slope(:12) W1 W2 W4 W1 W4 W3 i A.-......._..... B 04 • ••••• WW2 04 •••• • • • • L•••• •••••• • • ••••• • • •• •• ••••••• •••••• • • • • • •••••• WLS4 -- [1.3] Copyright © 2020 SDG, Inc. Page 4 of 8 m NEW ADDITION & REMODELING Section 3 Enclosure Classification: Enclosed Connected to: Main Section Connected to wall: W4 Position on W4: 2.5 ft Wall I Length (ft) I Overhang (ft) 1 12.67 1.33 2 22.17 0.0 3 12.67 1.33 4 22.17 0.0 Eave Height: 1.0.25t Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(12) A&B 4.0 W2 W1 A B NV3 W4 `I W1 W4W3 i January 18, 2014 ASCE7-10 • • . .., .... . ...... WLS4 = [1.3] Copyright © 2020 SDG, Inc. Page 5 of 8 NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Section - 4 Enclosure Classification: Enclosed Connected to: 3 Connected to wall: W4 Position on W4: 0 ft Wall { Length (ft) I Overhang (ft) 1 12.67 1.33 2 27.42 0.0 3 12.67 1.33 4 27.42 1.33 Eave Height: 10.25t Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof I Slope(:12) W2 W1i i A B �M W4 W11 W4 i IW3 i • ' ' • •.Vw4 W3• !W2� • *go*** I • • 1 • • . • • • • 609:00 *0 • , •••• • ..•. .... • ••• ...... ...., . ...... WLS4 -- [1.3] Copyright © 2020 SQG, Inc. Page 6 of 8 NEW ADDITION & REMODELING January 18, 2014 ASCE7-10 Composite Drawing IF . .... ...... . . . ... . .... .. .. ..... . .... • ..• . . .. ...... .... . . . .. . . D. . . ... . WLS4 -- [1.3] Copyright 0 2020 SDG, Inc. Page 7 of 8 9 NEW ADDITION & REMODELING Components and Cladding Input January 18, 2014 ASCE7-10 Component Description Wall/Roof Surface Label Zone I Span(ft) I Width(ft) Area(sgft) RAFTER Roof G (All) 20.4 2.0 138.9921 GROSS PRESURES Roof G (All) 3.2 3.2 9.9850 STANDAR WALL Wall 7 (All) 9.3 4.0 37 WINDOW A Wall 1 (All) 5.3 1.8 9.6075 WINDOW B Wall 1 (All) 5.3 1.6 9.1875 WINDOW C Wall 1 (All) 5.3 1.6 9.1875 WINDOW D Wall 2 (All) 4.2 3.1 12.9976 WINDOW D Wall 5 (All) 4.2 3.1 12.9976 WINDOW E Wall 3 (All) 4.2 4.4 18.6946 WINDOW E Wall 4 (All) 4.2 4.4 18,6946 WINDOW F Wall 5 (All) 1.2 3.1 3.6036 WINDOW G Wall 6 (All) 1.8 1.8 3.3489 WINDOW G Wall 8 (All) 1.8 1.8 3.3489 WINDOW H Wall 5 (All) ; 4.2 3.0 12.66 WINDOW H Wall 7 (All) 4.2 3.0 12.66 WINDOW I Wall 13 (All) 3.2 1.6 5.088 DOOR 1 Wall 1 (All) 6.7 3.1 20.8771 DOOR 2 Wall 9 (All) 6.7 3.0 20.01 DOOR 2 (SIDELIGHT) Wall 9 (Ail) 6.7 1.0 01A$2$63 DOOR 3 Wall 13 (All) 6.7 3.0 2col .... ...... • .. .. ...... WL34 -- (1.31 Copyright 0 2020 SDG, Inc. Page 8 of 8 19 NEW ADDITION AND REMODELING January 18, 2014 ASCE7-10 Components and Cladding Output Component Description Surface zone z(ft) I q(psf) GCp I GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) RAFTER G 1 13.3 56.6 0.30 0.18 17.0 6.8 27.2 13.3 56.6 -0.80 -45.3 -55.5 -35.1 13.3 56.6 0.00 0 0.0 2 13.3 56.6 0.30 0.18 17.0 6.8 27.2 13.3 56.6 -1.20 -67.9 -78.1 -57.7 13.3 56.6 -2.20 0 -124.5 3 13.3 56.6 0.30 0.18 17.0 6.8 27.2 13.3 56.6 -2.00 -113.2 -123.4 -103.0 13.3 56.6 -2.50 0 -141.5 GROSS PRESURES G 1 13.3 56.6 0.50 0.18 28.3 18.1 38.5 13.3 56.6 -0.90 -50.9 -61.1 -40.8 13.3 56.6 0.00 0 0.0 2 13.3 56.6 0.50 0.18 28.3 18.1 38.5 13.3 56.6 -1.70 -96.2 -106.4 -86.0 13.3 56.6 -2.20 0 -124.5 3 13.3 56.6 0.50 0.18 28.3 18.1 38.5 13.3 56.6 -2.60 -147.2 -157.3 -13,,7.a . • • • • 13.3 56.6 -3.70 0 -209.4 ...... .. .. ... . STAN DAR WALL 7 4 13.3 56.6 0.90 0.18 50.9 40.8 • , 61.1 : " • 13.3 56.6 -1.00 -56.6 -66.8 •••••� -444••• ••� 5 13.3 56.6 0.90 50.9 40.8 61:1.... 0 .' ... ... 13.3 56.6 -1.20 -67.9 -78.1 • • • -57.7 . ' WINDOW A 1 4 13.3 56.6 1.00 0.18 56.6 46.4 .' . 66*8 : • • 0 13.3 56.6 -1.10 -62.3 -72.4 -52.1. • 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 WINDOW B 1 4 13.3 56.6 1.00 0.18 56.6 46.4 66.8 13.3 56.6 -1.1.0 -62.3 -72.4 -52.1 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 WINDOW C 1 4 13.3 56.6 1.00 0.18 56.6 46A 66.8 WLS4 -- [1.3] Copyright© 2020 SDG, Inc. Page 1 of 1 NEW ADDITION AND REMODELING January 18, 2014 ASCE7-10 Components and Cladding Output WINDOW C 11 14 113.3 156.6 11.00 10.18 156.6 46. 166.8 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 'WINDOW C 1 4 13.3 56.6 -1.10 0.18 -62.3 -72.4 -52.1 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 WINDOW D 2 4 13.3 56.6 0.98 0.18 55.5 45.3 65.7 13.3 56.6 -1.08 -61.1 -71.3 -50.9 5 13.3 56.6 0.98 55.5 45.3 65.7 13.3 56.6 -1.36 -77.0 -87.2 -66.8 WINDOW D 5 4 13.3 56.6 0.98 0.18 55.5 45.3 65.7 13.3 56.6 -1.08 -61.1 -71.3 -50.9 5 13.3 56.6 0.98 55.5 45.3 65.7 13.3 56.6 -1.36 -77.0 -87.2 -66.8 WINDOW E 3 4 13.3 56.6 0.95 0.18 53.8 43.6 64.0 13.3 56.6 -1.05 -59.4 -69.6 -492 5 13.3 56.6 0.95 53.8 43.6 •.•• 64.p•0 •' • • • 13.3 56.6 -1.30 -73.6 -83.8 • • • • -6�!4 • ; WINDOW E 4 4 13.3 56.6 0.95 0.18 53.8 43.6 •....• 64.0 •. :•• 13.3 56.6 -1.05 -59.4 -69.6 • • • • • • -49 2 • • • • •' 5 13.3 56.6 0.95 53.8 43.6 ":": 64:0..: • • • • .. .. .. . ... 13.3 56.6 -1.30 -73.6 -83.8 • • -63.4 . WINDOW F 5 4 13.3 56.6 1.00 0.18 56.6 46.4 .' . 66$ • • 13.3 56.6 -1.10 -62.3 -72.4 -52.1.' 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 WINDOW G 6 4 13.3 56.6 1.00 0.18 56.6 46.4 66.8 13.3 56.6 -1.10 -62.3 -72.4 -52.1 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 WINDOW G 8 4 13.3 56.6 1.00 0.18 56.6 46.4 66.8 WLS4 - [1.3] Copyright 0 2020 SDG, Inc. Page 2 of 1 w NEW ADDITION AND REMODELING Components and Cladding Output January 18, 2014 ASCE7-10 ,WINDOW G 8 14 113.3 156.6 11.00 10.18 156.6 J46.4 166.8 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) WINDOW G 8 4 13.3 56.6 -1.10 0.18 -62.3 -72.4 -52.1 5 13.3 56.6 1.00 56.6 46.4 66.8 13.3 56.6 -1.40 -79.2 -89.4 -69.1 'WINDOW H 5 4 13.3 56.6 0.98 0.18 55.5 45.3 65.7 13.3 56.6 -1.08 -61.1 -71.3 -50.9 5 13.3 56.6 0.98 55.5 45.3 65.7 13.3 56.6 -1.36 -77.0 -87.2 -66.8 WINDOW H 7 4 13.3 56.6 0.98 0.18 55.5 45.3 65.7 13.3 56.6 -1.08 -61.1 -71.3 -50.9 5 13.3 56.6 0.98 55.5 45.3 65.7 13.3 56.6 -1.36 -77.0 -87.2 -66.8 f WINDOW 1 13 4 13.3 56.6 1.00 0.18 56.6 46.4 66.8 13.3 56.6 -1.10 -62.3 -72.4 -52.1 5 13.3 56.6 1.00. 56.6 46.4 6t} $ • • • • ... 13.3 56.6 -1.40 -79.2 -89.4 • .. • -69A • DOOR 1 1 4 13.3 56.6 0.94 0.18 53.2 43.0 •��• 63+4 •� ;•• 13.3 56.6 -1.04 -58.9 -69.1 • .... • -4V • • • • • • 5 13.3 56.6 0.94 53.2 43.0 ••;••; 63;4..:. •�• 13,3 56.6 -1.29 -73.0 -83.2 -61.8 • 0 • • 0 • DOOR 2 9 4 13.3 56.6 0.95 0.18 53.8 43.6 • • • 6440 ;.. 13.3 56.6 -1.05 -59.4 -69.6 ' • -4a' : * : •• . 5 13.3 56.6 0.96 53.8 43.6 64.0 13.3 56.6 -1.29 -73.0 -83.2 -62.8 DOOR 2 (SIDELIGHT) 9 4 13.3 56.6 0.97 0.18 54.9 44.7 65.1 13.3 56.6 -1.07 -60.6 -70.8 -50.4 5 13.3 56.6 0.97 54.9 44.7 65.1 13.3 56.6 -1.34 -75.8 -86.0 -65.7 DOOR 3 13 4 13.3 56.6 0.95 0.18 53.8 43.6 64.0 WLS4 - [1.3] Copyright 0 2020 SDG, Inc. Page 3 of 1 t?j NEW ADDITION AND REMODELING January 18, 2014 ASCE7-10 Components and Cladding output Component Description I Surface I'Zone I z(ft) q(psf) JGCp I GCpi I ExtPres(psf) I Net w/ +GCpi (psf) Net w/ -GCpi (psf) DOOR 3 13 4 13.3 56.6 -1.05 0.18 -59.4 -69.6 -49.2 5 13.3 56.6 0.95 53.8 43-6 64.0 13.3 56.6 -1.29 -73.0 -83.2 -62.8 . . .... ...... ...... .. .. ...... .... . ..... ...... . . ..... . . ...... ...... . . . ...... . •• • . ... • WLS4 — [1.3] Copyright ©2020 SDG, Inc. Page 4 of 1 m LOAD COMBINATION. Window ( Zone 4) p(+)=0.6D+0.6W+H=0.6(66.8psf )=40.1 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -72.4 psf ) = -43.5 psf Window ( Zone 4) p(+) = 0.6D + 0.6W + H = 0.6 ( 66.8 psf ) = 40.1 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -72.4 psf ) = -43.5 psf Window ( Zone 4) p(+)=0.6D+0.6W+H=0.6(66.8psf )=40.1 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -72.4 psf ) = -43.5 psf Window C ( Zone 5 ) p(+) = 0.6D + 0.6W + H = 0.6 ( 66.8 psf ) = 40.1 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -89.4 psf ) = -53.7 psf Window ( Zone 4) p(+) = 0.6D + 0.6W + H = 0.6 ( 65.7 psf ) = 39.5 psf p(-) = 0.6D + 0.6W +'H = 0.6 ( -71.3 psf ) = -42.8 psf Window D ( Zone 5) p(+) = 0.6D + 0.6W + H = 0.6 ( 65.7 psf ) = 39.5 psf '..' • ...... .. .. p(-)=0:6D+0.6W+H=0.6(-87.2psf )=-52.4psf .••:•• • WindowE (Zone4) p(+)=0.6D+0.6W+H=0.6(64.0psf)=38.4psf •••• ' p(-)=0.6D+0.6W+H=0.6(-69.6psf )=-41.8psf ' Window ( Zone 4) p(+)_0.6D+0.6W+H=0.6(66.8psf )=40.1 psf •��• ... pO=0.6D+0_SW+H=0.6(-72.4psf )=-43.5psf Window ( Zone 4) p(+) = 0.6D + 0.6W + H = 0.6 ( 66.8 psf ) = 40.1 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -72.4 psf ) = -43.5 psf Window (Zone4) p(+) = 0.6D + 0.6W + H = 0.6 (65.7 psf ) = 39.5 psf p(-) = 0.6D + 0.6W + H = 0.6 ( -71.3 psf ) = -42.8 psf m Windowl (Zone5) p(+)=0.6D+0.6W+H=0.6(66.8psf)=40.1 psf p(-)=0.6D+0.6W+H=6.6(-89.4psf )=-53.7psf Door 1 ( Zone4) p(+) = 0.6D + 0.6W + H = 0.6 ( 63.0 psf ) = 38.1 psf p(-)=0.6D+0.6W+H=0.6(-69.1 psf ) = -41.5 psf Door (Zone4) p(+)=0.6D+0.6W+H=0.6(64.Opsf)=38.4psf p(-) = 0.6D + 0.6W + H = 0.6 ( -69.6 psf ) = -41.8 psf Door (Zone5) p(+)=0.6D+0.6W+H=0.6(64.Opsf)=38.4psf p(-) = 0.6D + 0.6W + H = 0.6( -83.2 psf ) = -50.0 psf Side ( Zone4) p(+) = 0.6D + 0.6W + H = 0.6 { 65.1 psf ) = 39.1 psf Light p(-)=0.6D+0.6W+H=0.6(-70.8psf )=-42.5psf Door (Zone4) p(+)=0.6D+0.6W+H=0.6(64.Opsf)=38.4psf p(-)=0.6D+0.6W+H=0.6(-69.6psf )=-41.8psf '....' ...,�. • ...... .. .. ...... �••"• LOAD COMBINATION. '��••• ••:��• ...... . . ..... . . ...... Wall (Zone4) p(-)=0.6D+0.6W+H=0.6{66.8psf )=40.1 psf " ...... • • • • • Wall ( Zone 5) p(-) = 0.6D + 0.6W + H = 0.6 ( 78.1 psf ) '= 46.7 psf • • • • Jose L. Guzman Project: New Addition & Remodeling 1 FL. P.E. No 66138 Date : 1/712014 ROOF MEMBER: 19'-9" TRUSS WIND LOAD AS PER ASCE 7110 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 28.00 H = MEAN ROOF ELEVATION (FT) = 10.67 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 2.00 DIST/SUP OVERHG TRIBUTARY LENGTH (FT) = 19.75 + 1.83 = 21.58 TRIBUTARY AREA L X W (SF) = 43.16 TRIBUTARY AREA L X .3L (SF) = 139.71 FINAL TRIB. AREA (SF) = 139.71 ROOF GEOMETRY: H (FT) = 4.58 L (FT) = 13.75 ROOF SLOPE (GR)= 18.42 Kz= EXPOSURE COEFFICIENT 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x VZ = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGNPRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION ( FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.268 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 . •••• •• • . • •••••• •• •• • •••••• Y •••• • ••••• • • •• •••• • • • • • • • • • Jose L. Guzman FL. P.E. No 56138 19'-9" TRUSS SUPPORT REACTIONS LOAD DATA DLroof = 10.00 PSF DLsup = 15.00 PSF LLroof = 20.00 PSF WLroof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 19.75 FT OVERHANG @ RIGHT END = 1.83 FT SPACING = 2.00 FT LOAD COMB. FACTOR - 0.60 SUPPORT REACTIONS AT EXISTING STRUCTURE W g = 90 PLF W U = -73.80 PLF G @ LEFT END (AT EXIST. STRUCTURE) U @ LEFT END (AT EXIST. STRUCTURE) = SUPPORT REACTIONS AT NEW ROOF BEAM W-G = 90 PLF W-U = -73.80 PLF G @ RIGHT END (AT NEW ROOF BEAM) = U @ RIGHT END (AT NEW ROOF SEAM) = Project: New Addition & Remodeling 1 i Date : 117/2014 881.12 POUNDS -722.54 POUNDS • • • • . . .... ...... .... . ..... ...... . . ..... 1061.08 POUNDS •• •• •�•��• POUNDS . . . . •••••• ...... -870.11 `Jose L. Guzman Project: New Addition & Remodeling I FL. P.E. No 56138 Date 1/7/2014 ROOF MEMBER: 19'-9" GERDER TRUSS WIND LOAD AS PER ASCE 7/10 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 28.00 H = MEAN ROOF ELEVATION (FT) = 10.33 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 3.00 DIST/SUP OVERHG TRIBUTARY LENGTH (FT) = 19.75 + 1.83 = 21.58 TRIBUTARY AREA L X W (SF) = 64.74 TRIBUTARY AREA L X .3L (SF) = 139.71 FINAL TRIB. AREA (SF) = 139.71 ROOF GEOMETRY: H (FT) = 4.58 L (FT) = 13.75 ROOF SLOPE (GR)= 18.42 Kz= EXPOSURE COEFFICIENT: 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x V2 = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION (FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.132 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 Jose L. Guzman Project: New Addition & Remodeling { FL. P.E. No 56138 Date : 1M2014 19'-9" GERDER TRUSS SUPPORT REACTIONS LOAD DATA DI -roof = %00 PSF DI -sup = 15.00 PSF LLroof = 20.00 PSF WLroof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 19.75 FT OVERHANG @ RIGHT END = 1.83 FT SPACING = 3.00 FT LOAD COMB. FACTOR = 0.60 SUPPORT REACTIONS AT EXISTING STRUCTURE W g = 135 PLF W u =-110.70 PLF G @ LEFT END (AT EXIST. STRUCTURE) = 1 1321.68 POUNDS U @ LEFT END (AT EXIST. STRUCTURE) _ 1 -1083.81 POUNDS • • • • SUPPORT REACTIONS AT NEW ROOF BEAM "' W-G = 135 PLF •�� W-U =-110.70 PLF �� ...... . . ••�� ..... G @ RIGHT END (AT NEW ROOF BEAM) = 1691.62 POUNDS • �: U @ RIGHT END (AT NEW ROOF BEAM) _ -1305.17 POUNDS ; • • • % • • • Jose L. Guzman Project: New Addition & Remodeling 20 FL. P.E. No 56138 Date: 1/15/2014 ROOF MEMBER: 5'-9" END JACK WIND LOAD AS PER ASCE 7/10 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 28.00 H = MEAN ROOF ELEVATION (FT) = 10.33 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY C TRIBUTARY WIDTH (FT) = 2.00 DISTISUP OVERHG TRIBUTARY LENGTH (FT) - 4.08 + 1.67 = 5.75 TRIBUTARY AREA L X W (SF) = 11.50 TRIBUTARY AREA L X .3L (SF) = 9.92 FINAL TRIB. AREA (SF) = 11.50 ROOF GEOMETRY: H (FT) = 4.00 L (FT) = 12.00 ROOF SLOPE (GR)= 18.43 Kz= EXPOSURE COEFFICIENT: 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x V2 = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION ( FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.132 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 • a 0 0 • • .000 • .0000 •0:00 ...... •• •000:0 ...... Jose L. Guzman Project: New Addition & Remodeling i FL. P.E. No 56138 Date : 1/16/2014 6'-0" END JACK SUPPORT REACTIONS LOAD DATA DLroof = 10.00 PSF DLsup = 15.00 PSF LLroof = 20.00 PSF WLroof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 4.08 FT OVERHANG @ RIGHT END 1.67 FT SPACING = 2.00 FT LOAD COMB. FACTOR = 0.60 SUPPORT REACTIONS AT EXISTING STRUCTURE W g = 90 PLF W u = -73.80 PLF G @ LEFT END (AT EXIST. STRUCTURE) = 152.84 POUNDS U @ LEFT END (AT EXIST. STRUCTURE) = -125.33 POUNDS . . .... ...... SUPPORT REACTIONS AT NEW ROOF BEAM • • • • .. ...... . . . W-G = 90 PLF ...•.. W-U _ -73.80 PLF •••• ••�••• G @ RIGHT END (AT NEW ROOF BEAM) = 364.66 POUNDS .. .. ,,,,,, . ...... , • U @ RIGHT END (AT NEW ROOF BEAM) _ -299.03 POUNDS . . . . �' • ...... . Jose L. Guzman Project: New Addition & Remodeling 2 Z FL. P.E. No 66138 Date: 1/15/2014 ROOF MEMBER: 8'-0" CORNER JACK WIND LOAD AS PER ASCE 7/10 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 28.00 H MEAN ROOF ELEVATION (FT) = 10.33 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY C. TRIBUTARY WIDTH (FT) = 2.00 DIST/SUP OVERHG TRIBUTARY LENGTH (FT) = 5.50 + 2.5 TRIBUTARY AREA L X W (SF) = 16.00 TRIBUTARY AREA L X .3L (SF) = 19.20 FINAL TRIB. AREA (SF) = 19.20 ROOF GEOMETRY: H (FT) = 4.00 L (FT) = 12.00 ROOF SLOPE (GR)= 18.43 Kz= EXPOSURE COEFFICIENT: 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x V2 _. GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + 1- 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION ( FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.132 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 56.64 PSF f • .Jose L. Guzman Project: New Addition & Remodeling 23 FL. P.E. No 56138 Date : 1/15/2014 8'-0" CORNER JACK SUPPORT REACTIONS LOAD DATA DI -roof = 10.00 PSF DLsup = 15.00 PSF LLroof = 20.00 PSF WI -roof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 5.50 FT OVERHANG @ RIGHT END = 2.50 FT SPACING = 2.00 FT LOAD COMB. FACTOR = 0.60. SUPPORT REACTIONS AT EXISTING STRUCTURE W g = 90 PLF W U = -73.80 PLF G @ LEFT END (AT EXIST. STRUCTURE) = U @ LEFT END (AT EXIST. STRUCTURE) = SUPPORT REACTIONS AT NEW ROOF BEAM W-G = 90 PLF W-U = -73.80 PLF G @ RIGHT END (AT NEW ROOF BEAM) = U @ RIGHT END (AT NEW ROOF BEAM) = 196.36 IPOUNDS r---161-0-2-1 POUNDS 000060 ...... .. .. 523.64 POUNDS -429.40 POUNDS :Soo:* . Jose L. Guzman Project: New Addition & Remodeling FL. P.E. No 56138 Date : V14/2014 ROOF MEMBER: 9' -11" MONOSLOPE RAFTER WIND LOAD AS PER ASCE 7/10 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 37.00 H = MEAN ROOF ELEVATION (FT) = 10.33 V= WIND VELOCITY (MPH) 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 1.33 LUST/SUP OVERHG TRIBUTARY LENGTH (FT) = 8.25 + 1.67 = 9.92 s� TRIBUTARY AREA L XW (SF) = 13.19 TRIBUTARY AREA L X .3L (SF) = 29.52 FINAL TRIB. AREA (SF) = 29.52 ROOF GEOMETRY: H (FT) = 4.00 L (FT) = 12.00 ROOF SLOPE (GR)= 18.43 Kz= EXPOSURE COEFFICIENT: 0.85 V = VELOCITY PRESSURE = 0.00256 x KZ x Kzt x Kd x V2 = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION (FT) = 3.7 SMALLER BETWEEN: a=0.10 B= 3.7 AND a=0.4 H = 4.132 = 3.7 BUT NOT LESS THAN: 4% OF B= 1.48 OR 3 = 3 . Jose L. Guzman FL. P.E. No 56138 RAFTER SUPPORT REACTIONS LOAD DATA DLroof = 10.00 PSF DLsup = 15.00 PSF LLroof = 20.00 PSF WLroof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 8.25 FT OVERHANG @ RIGHT END 1.67 FT SPACING = 1.33 FT LOAD COMB. FACTOR = 0.60 SUPPORT REACTIONS AT EYJSTING STRUCTURE W g = 59.85 PLF W U = -49.08 PLF G @`LEFT END (AT EXIST. STRUCTURE) = U @ LEFT END (AT EXIST. STRUCTURE) = SUPPORT REACTIONS AT NEW ROOF BEAM W-G = 59.85 PLF W-U = -49.08 PLF G @ RIGHT END (AT NEW ROOF BEAM) _ U @ RIGHT END (AT NEW ROOF BEAM) = Project: New Addition & Remodeling 7-5 Date 1114/2014 236.77 POUNDS -194.15 POUNDS • • • • . . .... ...... .. . ...... .. .. ... .... . ...... . .... . . . ...... .... . ..... ...... . . ..... . ...... 356.95 POUNDS � � � � � � � � 0 ...... . . -292.71 POUNDS . . . . • • • • • • ...... Jose L. Guzman 2 6 Project: New Addition & Remodeling .. FL. P.E. No 56138 .-. Date 1/14/2014 ROOF MEMBER: 5' -3" MONOSLOPE RAFTER WIND LOAD AS PER ASCE 7110 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 28.00 H = MEAN ROOF ELEVATION (FT) = 10.33 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR �0.85— EXPOSURE CATEGORY = — C TRIBUTARY WIDTH (FT) = 2.00 DIST/SUP OVERHG TRIBUTARY LENGTH (FT) = 3.58 + 1.67 = 5.25 TRIBUTARY AREA L X W (SF) = 10.50 TRIBUTARY AREA L X .3L (SF) _ 8.27 FINAL TRIB. AREA (SF) = 10.50 ROOF GEOMETRY; H (FT) = 2.00 L (FT) = 12.00 ROOF SLOPE (GR)= 9.46 Kz= EXPOSURE COEFFICIENT: 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x V2 = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a: = ZONE 2 EXTENSION (FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.132 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 . Jose L. Guzman Project: New Addition & Remodeling 27 FL. P.E. No 66138 Date : 1114/2014 RAFTER SUPPORT REACTIONS LOAD DATA DI -roof = 10.00 PSF DI -sup = 15.00 PSF LLroof = 20.00 PSF WI -roof = -78.17 PSF BEAM GEOMETRY DIST; BETWEEN SUPPORTS= 3.58 FT OVERHANG @ RIGHT END 1.67 FT SPACING = 2.00 FT LOAD COMB. FACTOR = 0.60 SUPPORT REACTIONS AT EXISTING STR_ UCTURE W g 90 PLF Wu = -73.80 PLF G @ LEFT END (AT EXIST. STRUCTURE) '= 126.04 POUNDS U @ LEFT END (AT EXIST. STRUCTURE) _ r -103.36 POUNDS . • • • . SUPPORT REACTIONS AT NEW ROOF BEAM W-G 90 PLF •..... W-U = -73.80 PLF G @'RIGHT END (AT NEW ROOF BEAM) = 346.46 POUNDS .. • U @ RIGHT END (AT NEW ROOF BEAM) = -284.1D POUNDS :""' . Jose L. Guzman Project: New Addition & Remodeling 17 9 FL. P.E. No 66138 Date : 1/14/2014 ROOF MEMBER: 4'-0" OUTLOOKERS WIND LOAD AS PER ASCE 7/10 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH ( FT) = 28.00 H = MEAN ROOF ELEVATION (FT) - 10.33 V= WIND VELOCITY (MPH) = 175 Kzt = TOPG. FACTOR = 1.00 Kd = WIND DIRECT. FACTOR 0.85 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 2.00 DIST/SUP OVERHG TRIBUTARY LENGTH (FT) = 2.33 + 1.67 = 4.00 TRIBUTARY AREA L X W (SF) = 8.00 TRIBUTARY AREA L X .3L (SF) = 4.80 FINAL TRIB. AREA (SF) = 8.00 ROOF GEOMETRY: H (FT) = 2.00 L (FT) = 12.00 ROOF SLOPE (GR)= 9.46 Kz= EXPOSURE COEFFICIENT 0.85 V = VELOCITY PRESSURE = 0.00256 x Kz x Kzt x Kd x V2 = 56.64 PSF GCp COEFFICIENTS Zones 1,2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE: P = -78.17 PSF FINAL PRESSURE= -78.17 PSF a = ZONE 2 EXTENSION (FT) = 3 SMALLER BETWEEN: a=0.10 B= 2.8 AND a=0.4 H = 4.132 = 2.8 BUT NOT LESS THAN: 4% OF B= 1.12 OR 3 = 3 • ...... .. .. • Jose L. Guzman Project: New Addition Remodeling FL. P.E. No 66138 Date : 1/14/2014 RAFTER SUPPORT REACTIONS LOAD DATA DI -roof = 10.00 PSF DI -sup = 15.00 PSF LLroof = 20.00 PSF WI -roof = -78.17 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 2.33 FT OVERHANG @ RIGHT END = 1.67 FT SPACING = 2.00 FT LOAD COMB. FACTOR = 0.60 SUPPORT REACTIONS AT EXISTING STRUCTURE W g = 90 PLF W u = -73.80 PLF G @ LEFT END (AT EXIST. STRUCTURE) = 60.99 POUNDS U @ LEFT END (AT EXIST. STRUCTURE) _ -41.81 POUNDS • • • • SUPPORT REACTIONS AT NEW ROOF BEAM 00 ...... • W-G = 90 PLF .... W-U = -73.80 PLF ....•� • : : : : . • G @.RIGHT END (AT NEW ROOF BEAM) = 309.01 POUNDS 0 . • 0 • • . . • U @ RIGHT END (AT NEW ROOF BEAM) _ r -253.40 POUNDS . . :'.... .. . . ego • . . . ' Jose L. Guzman Project New Addition & Remodeling 30 FL. P.E. No 56138 Date: 1/14/2014 RAFTER DESIGN LOAD DATA DLroof = 10 PSF DI -sup = 15 PSF LLroof = 20 PSF WLroof = -78.17 PSF BEAM DATA SECTION I IN4 2 X 6 20.80 DIST. BETWEEN SUPPORTS = 8.25 FT OVERHANG @ RIGHT END = 1.67 FT SPACING BETWEEN RTERS = 1.33 FT Fb 1,250 PSI Fbxl.33= 1,663 PSI 1. DESIGN FOR LOAD COMBINATION DLroof+DLsup+LL W g = 59.85 PLF REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS = 468.32 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 3.96 FT S REQ = 4.5q IN3 S ACT = 7.56 IN3 S ACT > S REQ TRUE REQUIRED MOMENT OF INERTIA MAX DEFLECTION = 1 1 180 I REQ = 6.39 IN4 I ACT = 20.80 IN4 I ACT > I REQ TRUE SP No 2 TABLE 413-NDS S Fb IN3 PSI 7.56 1,250 SECTION 2 BY 0.55 IN .. • • ...... •• •. • . .... • . 6 ...... . . ..... . 000000 . • • • • • . OGG • • . GO SECTION 2 BY 6 . Jose L. Guzman Project: New Addition & Remodeling 31 FL. P.E. No 56138 Date : 1/14/2014 2. DESIGN FOR LOAD COMBINATION DLroof+WL W U = -90.66 PLF BEAM DATA Fb*1.33 = 1,250 X 1.33 = 1,663 PSI REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS =-709.44 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 3.96 FT S REQ = 5.12 IN3 S ACT = 7.56 IN3 SECTION 2 BY 6 S ACT > S REQ TRUE USE 2 X 6 @ 16" 66V0 •••••• *00*0: . Jose L. Guzman Project New Addition & Remodeling 3 FL. P.E. No 66138 Date: 1/14/2014 RAFTER DESIGN LOAD DATA DLroof = 10 PSF DI -sup = 15 PSF LLroof = 20 PSF WI -roof = -78.17 PSF BEAM DATA SECTION I IN4 2 X 6 20.80 DIST. BETWEEN SUPPORTS = 3.58 FT OVERHANG @ RIGHT END = 1.67 FT SPACING BETWEEN R'TERS = 2.00 FT Fb = 1,200 PSI Fbx1.33= 1,596 PSI 1. DESIGN FOR LOAD COMBINATION DLroof+DLsup+LL W g = 90 PLF REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS = 88.26 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 1.40 FT S REQ = 0.88 1N3 S ACT = 7.56 IN3 S ACT > S REQ TRUE REQUIRED MOMENT OF INERTIA MAX DEFLECTION = 1 / 180 SECTION 2 0.24 IN SP No 2 TABLE 4B-NDS S Fb IN3 PSI 7.56 1,200 ...... .. .. BY 6 �••�•� • • •••••• ••.... .. . • ... •• I REQ = 0.42 IN4 I ACT = 20.80 IN4 SECTION 2 BY 6 I ACT > I REQ TRUE • Jose L. Guzman Project: New Addition & Remodeling 3 3 FL. P.E. No 56138 Date : 1 /14/2014 2. DESIGN FOR LOAD COMBINATION DLroof+WL W u =-136.34 PLF BEAM DATA Fb"1.33 = 1,200 X 1.33 = 1,596 PSI REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS 133.70 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 1.40 FT S REQ = 1,01 IN3 S ACT = 7.56 IN3 SECTION 2 S ACT > S REQ TRUE USE 2 X 6 @ 24" BY 6 ♦ Jose L. Guzman Project: New Addition & Remodeling FL. P.E. No 56138 Date : 1/14/2014 RAFTER DESIGN LOAD DATA DI -roof = 10 PSF DI -sup = 15 PSF LLroof = 20 PSF WI -roof = -78.17 PSF BEAM DATA SECTION I IN4 2 X 6 20.80 DIST. BETWEEN SUPPORTS = 2.33 FT OVERHANG @ RIGHT END 1.67 FT SPACING BETWEEN RTERS = 2.00 FT Fb = 1,250 PSI Fbxl .33= 1,663 PSI 1. DESIGN FOR LOAD COMBINATION DLroof+DLsup+LL W g 90 PLF REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS = 14.44 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 0.57 FT S REQ = 0.14 IN3 S ACT = 7.56 IN3 S ACT > S REQ TRUE REQUIRED MOMENT OF INERTIA MAX DEFLECTION = 1 / 180 I REQ = -0.01 IN4 I ACT 20.80 IN4 I ACT > I REQ TRUE SP No 2 TABLE 413-NDS S Fb IN3 PSI 7.56 1,250 SECTION 2 BY 0.16 IN ...... .. .. 6 -..... SECTION 2 BY 6 ~ Jose L. Guzman Project: New Addition & Remodeling 3-9 FL. P.E. No 56138 Date: 1/14/2014 2_ DESIGN FOR LOAD COMBINATION DLroof+WL W U =-136.34 PLF BEAM DATA Fb"1.33 = 1,250 X 1.33 = 1,663 PSI REQUIRED MODULUS OF SECTION MAX. MOMENT BETWEEN SUPPORTS = -21.88 P-LF MAX. MOMENT LOCATION (X) FROM LEFT END = 0.57 FT S REQ = 0.16 IN3 S ACT = 7.56 IN3 SECTION 2 S ACT > S REQ TRUE USE 2 X 6 @ 24" BY 6 3E> Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:07PM, 19 JAN 14 Description : 1ST FLOORWOOD JOIST Scope : Rev: 580004 Page 1 User: KW-0606869, Ver5.8.0; 1-Der-2003 General Timber Beam (o)1983-2003 ENERCALC Engineering Software 1ST FLOOR.WOOD JOIST 10.5.ECW:Catculations Description JOIST ( 2"X10" @ 16" ) General Information Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section (Jame 2x10 Center Span 10.00 ft .....Lu 5.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Southern Pine, No.2 2 -4 Thick, 10 Wid Fb Base Allow 1,050.0 psi. Load Dur. Factor 1.000 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi E 1,600.0 ksi Full Lensath. Uniform Loads Center DL 40.00 #/ft LL 53.20 #tft Left Cantilever DL #tft LL #tft Right Cantilever DL #tft LL #fit Beam Design OK Span= 10.00ft, Beam Width = 1.500n x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.691 : 1 Maximum Moment 1.2 k-ft Maximum Shear* 1.5 0.6 k Allowable 1.7 k-ft Allowable 2.4 r • • • Max. Positive Moment 1.16 k-ft at 5.000 ft Shear. @ Let .6. 0%0/lk• • • • • • • Max. Negative Moment 0.00 k-ft at 10.000 it @ RighR • • Os47 k • .' Max @ Left Support 0.00 k-ft Camber. @ Left' • ; • • 0.900 ir► • • • • .: • Max @ Right Support 0.00 k-ft @ Comer• • • 0.085rn Max. Mallow 1.69 @ Ri�gwt•.. QOOOig •••• Reactions... • 000000 fb 653.56 psi fv 42.72 psi Left DL 0.20 k Max �" '0.47 k *age Fb 946.48 psi Fv 175.00 psi Right DL 0.20 k Max "; ";g �i= + i • • Deflections •. • ...•. • Center 8 In Dead Load Total Load Left Cantilever Dead troad 7 to L^2A • pa ... Deflection -0.057 in -0.132 in Deflection 0,000 i �• • •••••• ' • e.0si) in ...Location 5.000ft 5.000ft ...Length/Deft •Qii• 0.0 j....; _..Length/Defl 2,110.6 905.84 Right Cantilever... • • • ' ' Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in ' D.008 in @ Center 0.085 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.658 Le 10.296 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.000 Rb 22.542 Cl 0.901 Max Moment Sxx Req'd Allowable fb • Center 1.16 k-ft 14.77 in3 946.48 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.59 k 0.59 k Area Required 3.387 in2 3.387 in2 Fv: Allowable 175.00 psi 175.00 psi Bearing @ Supports Max. Left Reaction 0,47 k Searing Length Req'd 0.550 in Max. Right Reaction 0.47 k Bearing Length Req'd 0.550 in 01 56:D' 1-Dec-2003 G En®inooring Software Description Title; NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 1:14PM, 19 JAN 14 Description : 1ST FLOOR..WOOD JOIST Scope General Timber Beam IST { 2"X 102"X 10" @ 16" ) Page 1 1ST FLOORWOOD JOIST 7.831M.Caicuiations General Information _........ ... ...... ....... _. .. 111.11 .... .................... _.-... ....... .. ............... ..... ........_ .............. .... ..-- - Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 7.83 ft .....Lu 3.91 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Manuf/So.Pine Southern Pine, No.2 2 4 Thick, 10 Wid Fb Base Allow 1,050.0 psi Load Dur. Factor 1.000 Fv Allow 175.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi E 1,600.0 ksi _................... --- r- ._......_....--- - _..... __..._- -- --- _------- Full Length Uniform Loads Center DL 40.00 #1ft LL 53.20 #/ft' Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft aummary ,o,�....._ Span= 7.83ft, Beam Width = 1.500in x Depth = 9:25in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.395 : 1 Maximum Moment 0.1 k-ft Maximum Shear * 1.5 0.44 Allowable 1.8 k-ft Allowable .' . 2.4 • • • • • • • Max. Positive Moment 0.71 k-ft at 3.915 ft Shear: @ Leg ' .d.36sk Max. Negative Moment 0.00 k ft at 0.000 ft @ R%M? ; • • 6.36 It • • • • • • Max @ Left Support 0.00 k-ft Camber: @ LO • e • 0.000in 0 0 0 0' Max @ Right Support 0.00 k-ft @ Center • QQ 0 2 in • Max. M allow 1.81 Reactions... @ K*U • •' D b din. • • • • • • fb 400.69 psi fv 31.87 psi Left DL 0.16 k max**:**: • .D.ZGc • ..•. Fb 1,014.23 psi Fv 175.00 psi Right DL 0.16 k Max' • " '0.36 k • • •; • Deflections • • • • %,enter span.., veau t.oau t vial Luau Derr %.anutever... ueau Luau • i Vial Loaa • • Deflection -0A21 in -0.050 in Deflection AQp1n ; 0.994 in ..:Location 3.916 ft 3.915 ft ...Length/Deft 0.0 • • •'01 ...Length/Deft 4,396.6 1,886.97 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.032 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.658 Le 8.051 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.000 Rb 19.934 CI 0.966 Max Moment Sxx Read Allowable fb @ Center 0.71 k-ft 8.45 in3 1,014.23 psi @ Left Support 0.00 k-ft 0.00 in3 1,050,00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.44 k 0.44 k Area Required 2.527 in2 2.527 in2 Fv: Allowable 175.00 psi 175.00 psi Bearing @ Supports Max. Left Reaction 0.36 k Bearing Length Req'd 0.431 in Max. Right Reaction 0.36 k Bearing Length Req'd 0.431 in 39 E 3 93.20#�rtfCCfCtTTiTTCfCfCCCfT1TY1 tfT4CT1fiTTC93.20#/ft I 7,83 ft Mmax = 0,71 k-ft Dmax =-0.0497 in Rmax = 0.364 k • • • Rmaw = 0o864 k • Vmax @ left = 0.364 k .. • • • . Vmax @ rt -0.364 k • • •• •• • •••••• • • • • • •••••• • • • M Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:15PM, 19 JAN 14 Description: ROOF.STEEL BEAM Scope: ......... .... _ _ Ver 5.8. 0. 1 -Dec-2003 Steel Beam Design CALC Engineering Software Description 16'-0" STEEL BEAM FROM EXISTING CONC. General Information Steel Section : W6X20 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.350 LL 0.280 ST Start Location End Location 15.000 Page 1 STEEL BEAM 15.0.EMCalculations TO NEW STEEL COL. Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00 ksi Pinned -Pinned Load Duration Factor 1.00 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi 0.00 ft LL & ST Act Together 0.00 ft 14.00 It #2 #3 Using: W6X20 section; Span = 15.001t, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 14:00ft, LDF = 1.000 Actual Moment 18.280 k-ft fb : Bending Stress 16.370 ksi fb / Fb 0.758 :1 Shear 4.875 k fv : Shear Stress 3.024 ksi fv / Fv 0.21 o :1 Force & Stress #4 Allowable 24.120 k-ft 21.600 ksi 23.213 k 14.400 ksi Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress <<- These columns are Dead+ DL LL LL+ST Maximum Only 0 Center Center Max. M + 18.28 k-ft 10.40 18.28 Max. M - Max. M @ Left Max. M @ Right Shear @ Left 4.87 k 2.77 4.87 Shear @ Right 4.87 k 2.77 4.87 Center Defl. -0.615 in -0.350 -0.615 -0.615 Left Cant Defl 0.000in 0.000 0.000 0.000 Right Cant Defl 0.000 in 0.000 0.000 0.000 ...Query Defl @ 0.000 ft 0.000 0.000 0.000 Reaction @ Left 4.87 2.77 4.87 4.87 Reaction @ Rt 4.87 2.77 4.87 4.87 Fa calc'd per Eq. E2-2, K'Ur > Cc I Beam, Major Axis, (102,000' Cb / Fy)".5 <= UrT <= (510,000 ` Cb I Fy)".5 , Fb per Eq. F1-6 1 Beam, Major Axis, Fb per Eq. F1-8, Fb=12,000 Cb Af./ (I " d) Max. Deflection •••• • -0.616 in Length/DC DeA 0 • 0.5131 : 1 Length/(DLTtL Deft) • 0 202.t : 1 • • • • • • • 000000 • • • • • Live Load pl18BeA noted -*y LL •••••LOL+ST • Cants * cants . • • k-ft •• • •kft�•� WR • k k 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k Eff Title: NEW ADDIT ION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:15PM, 19 JAN 14 Description: ROOF.STEEL BEAM scope: Section Properties W6X20 Depth 6.200 in Weight 19.94 #/ft Web Thick 0.260 in Ixx 41.500 in4 Width 6.020 in lyy 13.300 in4 Flange Thick 0.365 in Sxx 13.400 in3 Area 5.87 in2 Syy 4.410 in3 Rt 1.640 in R-xx 2.660 in Values for LRFD Design.... R-yy 1.500 in J 0.240 10 Zx 15.000 in3 Cw 113.00 in6 ZY 6.720 in3 K 0.664 in -47 ua»mu/ oa»mft y I TY1 7 T I yv I T T T I T I y I y I T v 1 T 43 Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:18PM, 19 JAN 14 Description ROOF.STEEL BEAM Scope: I Rev: 5800D5 Page 1 12 User Kw-0806869, Ver 5.8.D, 1-Dec-2003 Steel Beam Design (c)1983-2003 ENERCALC Engineetin Software STEEL BEAM 2L.ECKCalculations Description 15'-0" STEEL BEAM FROM EXISTING CONC. BEAM TO NEW STEEL BEAM.(2L-6 x 6 x 318 ) r General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: LL6X6X318 Center Span Left Cant. Right Cant Lu : Unbraced Length ..___. ... ... -_- ------ _....... ..__.. Distributed Loads Pinned -Pinned Load Duration Factor 1.00 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi 0.00 ft LL & ST Act Together 0.00 ft 15.00 ft #1 #2 #3 #4 DL 0.150 LL 0.120 ST Start Location End Location 15.000 Using: LL6X6X3/8 section, Span = 15.00ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu 15:00ft, LDF = 1.000 Actual Allowable Moment 8.427 k-ft 11.588 k-ft fb' Bending Stress 14.323 ksi 19.696 ksi fb / Fb 0.727 : 1 Shear 2.247 k 32.400 k fv : Shear Stress 1.997 ksi 14.400 ksi fv / Fv 0.139 :1 Force & Stress Summary DL Maximum Only #5 Note! Short Term Loads Are WIND Loads. #7 k/ft k/ft k/ft ft ft Beam ©K Static Load Case Governs Stress Max. Deflection .' ZIM. Z in Length/D4Defj' ' 7E6.8 : 1 Length/(DL#L•L Defl) • • 411.Z :1 •••••• •••.•• •• •• «- These columns are Dead + Live Load pleeed as noted - I LL LL+ST LL •..*e6L+ST • Center Center 63 Cants • Cants • 0 Max. M + 8.43 k-ft 5.05 8.43 •loft • • • Max. M - ; •' • 'k-ft ; . • . • Max. M @ Left • • • wft • • • • • Max. M @ Right 64 • Shear @ Left 2.25 k 1.35 2.25 k Shear @ Right. 2.25 k 1.35 2.25 k Center Defl. -0.382 in -0.229 -0.382 -0.382 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.25 1.35 2.25 2.25 k Reaction @ Rt 2.25 1.35 2.25 2.25 k _...._..... _...__-__ Section Properties ...-__ LL6X6X318 ........ Depth 6.000 in Weight 29.62 #tft Thickness 0.375 in Ixx 30.800 in4 Width 6.000 in lyy 54.065 in4 Sxx 7.060 in3 Area 8.72 in2 Syy 9.011 in3 Angle Spacing 0.000 in R-xx 1.880 in Values for LRFD Design.... R-yy 2.490 in \ 0,27mn| ` | i | | | | | � 1| ' / ! / | � ' | / / / / / // / ' / / � | / � / � � / / / / /o�rmu T y T T T T��I y I TYT T TYTv9I��T T��T f T I T yYy I y 45 Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:24PM, 19 JAN 14 Description: ROOF. STEEL BEAM Scope : Rey; 580005 Page 1 Uacr: KW-OBMB69, Ver5.6.0, 1-Dec-2003 Steel.Beam Design (0163 2003 ENERCALC Engineering Software STEEL BEAM 8.5.ECW:Calculations Description 8'-6" STEEL BEAM FROM EXISTING CONC. BEAM TO NEW STEEL COLUMN. (SUPPORT LL 6 X 6 X3/8) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X12 ry sn.uuxsl Pinned -Pinned Load Duration Factor 1.00 Center Span 8.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 it LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 8.50 ft 1 Point toads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 1.260 k Live Load 1.000 k Short Term k Location 4.000 ft Beam OK Static Load Case Governs Stress Using: W6X12 section, Span = 8.50ft, Fy= 36.Oksi End Fixity = Pinned -Pinned, Lu = 8.50ft, LDF = 1.000 Actual Allowable Moment 4.882 k-ft 13.158 k-ft Max. Deflection -0.080 in fb : Bending. Stress 8.014 ksi 21.600 ksi Length/DL Deft • TO^%1 : 1 fb f Fb 0.371 :1 Length!(%+LI, 5Vfl) h 29lS.0 : 1 • • • • • • Shear 1.248 k 19.971 k • • • • • . fv :Shear Stress 0.900 ksi 14.400 ksi • • • • • • • • • • • • • • • • • • • fv / Fv 0.062 :1 • Force & Stress Summary • • • • • • �••••• .... <<- These columns are Dead + Live Load plet""noted +» • • 00000 DL LL LL+ST LL •••••CL+ST ;••••• Maximum OnN A Center 0- Center QCants • • • • Cants • ..•••• • Max. M + 4,88 k-ft 2.77 4.88 k-ft • Max M - • • ....:. Max. M@Left • • •k-ft �••••� Max. M @ Right • • • • : k-fte • . . • Shear @ Left 1.25 k 0.72 1.25 • r • • Shear @ Right 1.11 k 0.64 1.11 k Center Defl. -0.080 in -0.045 -0.080 -0.080 0,000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0,000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 It 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.25 0.72 1.25 1.25 k Reaction @ Rt 1.11 0.64 1.11 1.11 k Fa caldd per Eq. E2-2, K"Ur> Cc 1 Beam, Major Axis, 002,000 " Cb / Fy)A.5 <= UrT - (510,000 ` Cb / Fy)A.5 , Fb per Eq. F1-6 1 Beam, Major Axis, Fb per Eq. F1-8, Fb=12,000 Cb Af / (I' d) WE Title NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:24PM, 19`JAN 14 Description: ROOF.STEEL BEAM Scope : Rev: 580005 Page 2 Usor: KW-0606869, Ver 5.8.0, 1-0ao-2003 Steel Beam Design I (c)1983.2003 ENERCALC Engineering Software STEEL BEAM 8.5.ECW:CalculaGons Description 8'-6" STEEL BEAM FROM EXISTING CONC. BEAM TO NEW STEEL COLUMN. (SUPPORT LL 6 X 6 X3/8) Section Properties W6X12 Depth 6.030 in Weight 12.06 #!ft Web Thick 0.230 in Ixx 22.100 in4 Width 4.000 in lyy 2.990 in4 Flange Thick 0.280 in Sxx 7.310 in3 Area 3.55 in2 Syy 1.500 in3 Rt 1.050 in R-xx 2.490 in Values for LRFD Design.... R-yy 0.918 in J 0.090 in4 Zx 8.300 in3 CW 24.70 in6 Zy 2.320 in3 K 0.530 in •••••• •• •• •••••• • •••• • ••••• •••••• • • ••••• • • ••••% •• •• • •••••• • • • • • •••••• 47 User: KW-0606869, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description STEEL COLUMN STA Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 4:57PM, 19 JAN 14 Description: STEEL COLUMN Scope : Steel Column STEEL Page 1 s General Information - _- -............... _......... _.... ._...._ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ill Steel Section TS4X4X1t4 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 11.330 It Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 11.330 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 11.330 ft Kyy 1.000 Loads -- - - -- - Axial Load... Dead Load 9.00 k Ecc. for X-X Axis Moments 0.000 in Live Load 4.00 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k ummaty Column Design OK Section: TS4X4X1 /4, Height = 11.33ft, Axial Loads: DL = 9.00, LL = 4.00, ST = O.00k, Ecc. = 0.000in Unbraced Lengths: XX = 11.33ft, Y-Y = 11.33ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 0.1763 0.2546 0.1914 AISC Formula H1 - 2 0.1161 0.1676 Oil 261 ...... • AISC Formula H1 - 3 0.0783 • • • XX Axis: Fa calc'd pe€ Ea, E24, K Ur < Cc •' • • • • • YKAxIS . Fa calea_ r Ed. E2.11 iK!Ur.< __. _ ...__.- . • • • •.- �....-.. Stresses •••' • Allowable & Actual Stresses Dead Live DL + LL BL +6hort ****a* -w-r Fa: Allowable 14.22 ksi 14.22 ksi • a 14.22 ksi • 18.92 ksi fa: Actual 2.51 ksi 1.11 ksi 3-62 ksi + • • + 3.62 ksi Fb:xx : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi • • 28.T3 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi • • • 28.7.31k_j • fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi • Fb:yy : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:yy : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : yy Actual __._.... ............ ---- 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ...... ... Analysis Values ..._...:_....__ __.... - ------ -.__..... Fex : DL+LL 18,497 psi Cm x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 18,497 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 24,601 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey ' DL+LL+ST 24,601 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft M Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 4:57PM, 19 JAN 14 Description: STEEL COLUMN Scope i Roy: KW-O3 Steel Column Page 2 1 Uoer: KW-0B r&fr! , '.A1 i" .0, 1-Doc-2 C%, x �,-1icaz_onna FntGaraa r. F,u,�,,.-��., a�r,�,H�a STEEL COLUMN.ECW:Calculatians Description STEEL COLUMN ST-1 Section Properties TS4X4X114 ----- --- .................._. _. ....._.., Depth 4.000 in Weight 12.19 #Ift Values for LRFD Design.... Thickness 0.250 in Ixx 8.220 in4 J 13.500 in4 Width 4.000 in lyy 8.220 in4 0.00 Sxx 4.110 in3 Zx 4.970 in3 Area 3.59 in2 Syy 4.110 in3 Zy 4.970 in3 Rt 2.000 in Rxx 1.510 in 0.000 Ryy 1.510 in Section Type = TS-Square • • • • 5{} Axial OL = 9.00k Axial LL = 4.00k Axial ST = 0.00k 11.33 ft Y WI Jose L. Guzman, P.E. No 56138 Load Analysis: Dead Load: Roof: Wood Joist. Live Load: Roof: Florida Building Code 2010 Minimum Roof Live Loads - Roof w/ slope > 1/4":12 Wind: - Location Data: Wind speed : V =175 mph Category Exposure "C" - Building Data: Building Classification: Mean Height: HB1dg = 9ft + bin Roof Angle (1/4":12): Of := 1.19deg Project: New Addition & Remodeling Date: 1/17/2014 RoofDL := 25psf RoofLL = 20ps1:... . . . . ...00 .0000 1 92 r Jose L. Guzman, P.E. No 56138 Project: New Addition & Remodeling Date: 1/17/2014 Zone 4 Zone 5 Wall- --> Standar Wall Zone4l := 40.1psf Zone51 := 46.7psf (Enclosed) Masonry Wall Design Standard Wall Wall height between floor and Roof : Hwan := 9ft + 8in Tributary Length of Roof : Ltribl 8ft + 6in Wall Weight: wwaH= 65psf .... • • • • • • • sw ......sw wap —31*2 plf • • • • : • wall 'wall ' �0.5 • Hwall� . ...... 0• wDL = Ltribl - RoofDL •""; DL mrif • .... . ..... wLL = Ltribl RoofLi • . .. ;rv1 L 1 i4 p1f ..:.. • wTot swwall + wDL + wLL • 4'Tat a 697 glf • • • • • • • . • ... . mwalr= 8 1 Zone41 ' Hwai12 .. Mwall 97 �f • • - Vertical load - Moments Wall self -weight Dead load: Live load Total load Bending Moment: (due to wind) - Masonry Geometric Section Thickness of wall: t := 7.625in (Nominal Thickness of wall = 8 in.) Thickness of flange: tf := 1.25in Distance comp. fiber to cent:reinf. d := 0.5 - t d = 3.81 in Width oh section (max = 6t) : b := 48in (Select bars spacing "b" considering moment) Equivalent solid thickness : teq := 4.9in for t=8 m and b = 48in Wall's radius of gyration: r := t • 12 0.5 r = 2.2in Modulat ratio Es / Em : n := 25S 2 53. Jose L. Guzman, P.E. No. 56138 - Masonry Stresses Project: New Addition & Remodeling Date: 1/17/2014 Specified Compressive Strength of Masonry ; partially grouted fm = 1500psi Specified tensile or compressive stress in reinforcement : fs := l4uuopsi Allowable Compressive Stress due Axial Load: Hcalwall Hwall For h/r < 99 slenderless limit formulae Hcalwall • r-1 = 53 Fa = 0.25fm 1 — Healwall2 (140r)— 2] Fa = 322 psi Allowable Compressive Stress due Flexure Fb := 3 1fm Special inspection Fb = 500 psi Calculated Compressive Stress (fa), axial load only : fa.comp wTot (teq)— 1 fa.comp = 11.8 psi Compressed concrete section case - No tensioned steel Available Compressive Stress due Flexure: f b ,avail = 1.33 — fa.comp Fb fbavail psi � F. - Selecting reinforcement 2 Estimate Reinforcement: Ash := Mwall • (fs 0.89° - d)-1 Ash 6;AO691° ft...... .... Proposed Reinforcement: .0.• •....• .. •• 2. ...... Bar 5 Asbar := (Bar in)2 Asbar = 0.31 in2 at b = 48 in As := AsbgjP *b •' As = 0.077 f 256.4 .... t • Reinforcing Ratio : = A b b . d —1 . ...... • • 7 00000 0000• :60 Compression block location : 2 • • • ' • 0 • : • (for rectangular section) k :_ (n p } + 2 n • p — n • p k. , 40 . 0 • • . • . . •....• Check Com ression block : P ' T-beam • • k d=1in > tf=l.3in=>designas... ••• 0••••� T-beam Design • . ' . •' Compression block location : 2 tf I —1 tf m (for T-beasection) k := p • n + 0.5 p n + ( k = 0.3 d d� Lever arm : tf tf n tf)— 1 (for T-beam section) j = 6 — 6 • d + 2 - (d) + (d) (6 — 3 a j = 0.847 2 Ms = As • fs ' j d Ms = 0.49 Kip • ft Resisting Moment: ft (Whichever is smaller) Mmfb.avail tf 1 Kip • ft d := ' — . tf j Mm = 0.97 2 k d) ft Checking ; MResist := if (Mm < Ms , Mm , Ms) MResist = 0.49 Ki • ft > Mwan = 0.47 K> t = > O K ft ft MASONRY WALL REINFORCING #5 Bar @ 48 in 3 Jose L. Guzman, P.h. No 56138 Reinforced Wall at +6'-0" opening: Project: 1Vew Addition & Kemodeltng Date: 1/17/2014 Geometric: Tributary width l: B1 24in Wall height: Hwall := 9ft + 8in Tributary width 2: B2 := 40in Vertical load: Wall self -weight: swwU := 357.5plf Dead' load: wDL = 220plf Live load: WLL 220plf Total load: wTat swwall + wDL + `'°LL wTot wTot • B2 wTot = 3 Kip .... Moments: Bending Moment (due to wind): 1 Mwall := 9—Zone41 . Hwall 2. B2 Mwall=1.4 Kip ft - Masonry Geometric Section Thickness of wall: t := 7.625in Thickness of flange: if := 1.25in Distance comp. fiber to cent. reinf. d := t — 2in Width oh section (max = 6t) : b = B2 — B1 Equivalent solid thickness : te4 := 6.Oin Waifs radius of gyration: r := t • 12— 0.5 Modular ratio Es / Em n 25.8 - Masonry Stresses Specified Compressive Strength of Masonry Specified tensile or compressive stress in reinforcement Allowable Compressive Stress due Axial Load : ...... .. .. (Nominal ThicknA5 of tall = $.1414 • . . • .• d = 5.62 in b=16in for t=8 m and b = 16in partially grouted Hcallwall Hwall r = 2.2 in fm := 1500psi fs := 24000psi 4 F 55 Jose L. Guzman, P.E. No 56138 Project: New Addition & Remodeling Date: 1/17/2014 For h/r < 99 s]endeorm limit Heal r— 1 = 53 F 0.2541 — Hcal 2 140r)— 2] F 322 psi formulae .Wall ' Fa := Wall ( a = 1% Allowable Compressive Stress due Flexure: Fb := 3-1fm Special inspection Fb = 500psi Calculated Compressive Stress (fa), axial load only : fa.comp := WTot (teq " b)-1 fa,comp = 27.7 psi Compressed concrete section case - No tensioned steel Available Compressive Stress due Flexure: f 1.33 — facomp F f 622 psi p b.avail �= F b b avail = a - Selecting reinforcement: Estimate Reinforcement: Ase5t := Mwan • (fs 0.89 - d)-1 No. of Bars: ngar 1 One Grouted cell at each opening side Ash = 0.139 in 2 Bar #: 5 w/ 1 bar each cell Proposed Reinforcement: tt • (Bar • in)2 Asbar := 2 Asbar = 0.31 in 2 Asn = Bar Asbar As 0.31 do 256.4 . . .... ...... • 1 .. . . • ...... •. .• .....• Reinforcing Ratio: p := As . (b - d) ...:.. p = 0.0034 • 0 0 0 Compression block location: 2 •..• 0 • • • • • • • • • • . • • • (for rectangular section) k := (n • p) + 2 n p — n • p • • • • • • k ;0.3 . .. ; .. • •..... .. .. . ...... Check Compression block: k - d =1.91 in > tf =1.3in => desicgn a5;4r=mm •. T-beam Design • :( • . ....: Compression block location: tf tf 00 1 (for T-beam section) k := p - n + 0.5 )2] p n + ( )] k = 0.4 d a Lever arm : tf tf2 p n ( tf —1 (for T-beam section) J = 6 — 6 • + 2 - (tfl3 + I • 16 — 3 • ,j = 0.894 d) 2 t Ms := As • fs • .i • d Ms = 3.1 Kip - ft Resisting Moment (Whichever is smaller) r tf Mm := fb.avail ' (1 — tf - j • b • d Mm = 3.6 Kip - ft \\\ 2•k-d/j Checking: MResist = if(Mm < 1MMs . Mtn, MS) MR,,& = 3.1 Kip • ft > Mwan = 1.4Kip . ft -> OK OPENING SIDE REINF. 1 # 5 @ each side of opening 5 r M. Jose L. Guzman, RE No 56138 "a" Calculation: Least horizontal dimension : Project: New Addition & Remodeling Date: 1117/2014 Bhoriz:= 37.Oft Wall height : hwall := 9ft a := xl �— 0.1 • Bhoriz x2 E— 0.4. hwall x3 F- min(xl,x2) A F- 0.04 • Bhoriz x5 (-- 3ft x6 <-- max (A, x5) 0 if x3 > x6 x6 otherwise a=3.6ft1ft ...... .. .. •.•••• •••••• .0000 . 0 0 6 a . 57 Jose L. Guzman, P. E. No 56138 Project: New Addition & Remodeling Date: 1/17/2014 Wall Footing 16" x 12" - General Data Allowable Bearing Soil Capacity: Soilallow := 2000psf Masonry self -weight: wwall65psf Concrete strength : fc := 3000psi Clear Rebar Cover cov 3in Reinforcing Steel: fy := 60000psi Concrete self -weight : we := 150pcf - Footing Dimensions: Footing width. Dfoot := 16in Footing Length Lfoot := lft (Considering unit length) Footing Height: Hfoot 12in Wall width: twail Bin Wall Total Height : HTot := 9ft Wall Weight: wwaU= 65psf Tributary Length: LTri := 12.25ft - Loads Analysis: lDead Load Roof gR.DL RoofDL LTri Wall I gW.DL HTot wwall Footing I gF.DL we ' Afoot ' Bfoot Hfoot • :r) sees Lfoch•••••• .•. 00000 Bfocip • • ••••• •••••• . • . • . . ...... Live Load • • ' "' •• • gR.DL = 306 plf I gR.LL := R40fLL LT 9R.LL = 245 plf gWML = 585 plf gF.DL = 200 Of gT.DL gR.DL + gW.DL + gF.DL gT.DL = 1091 Ptf I gT.LL gR.LL gT.LL = 245 plf rA ME Jose L. Guzman, P. E. No 56138 Service Load : Qsery := gT.DL + gT.LL Factored Load : Qfact := 1.2gT.DL + 1.6gT.LL Project: New Addition & Remodeling Date: 1 / 17/2014 - Minimum Width Footing Checking : Qserv' (1ft) Bea := Bmin = 0.67 ft < Moot =1.33 ft Bmin = < 1 Soilallow - Lfoot Bfoot - Concrete Shear Checking: Factor Resistance: Factored Shear: 0.58 = 1 1.33 Q := 0.85 - �Vnfoot := Qfact ` (Bfoot 2 twall �Vnfoot 1$ - 2 ' Vffc • (Psi) - Hfoot - lft] Qsery =1336 plf Qfact = 1701 plf Vuf'ot < �Vnfoot =1 IF =0, increase the depth of footing Use WF-1611x12#1 Footing Reinforcing 245. Cont. bottom 8 51 Title: NEW ADDITION & REMODELING Job # Dsgnr: JOSE L. GUZMAN Date: 12:01 PM, 19 JAN 14 Description CONC. FOOTING Scope: Reu: 580000 - -.. Page 1 g_-_..._...9..-_.-....- laser: KW-0606869, Ver5.8.0, 1-Dec-2003 Square Footing Design (c)1983.2003 ENERCALG Engineering Software CONC. FOOTING INT.EM Calculations Description CONC. FOOTING F-3.0 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 9.000 k Footing Dimension 3.000 ft Live Load 4.000 k Thickness 12.00'in Short Term Load 0.000 k # of Bars 4 B S' 5 Seismic Zone 0 ar tze Overburden Weight 250.000 psf Rebar Cover 3.250 Concrete Weight 145,00 pcf Pc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 f Reinforcing ...... ...... .... .............. Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.778 in2 As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % •. • • • 3,OOft square x 12.Oin thick with 4- #5 bars Max Static Soil Pressure 1,839.44 psf Allow Static Soil Pressure 2,000.00 psf Max. Short Term Soil Pressure 1,839.44 psf Allow Short Term Soil Pressure 2,660.00 psf Mu :Actual 2,41 k-ft / ft Mn * Phi: Capacity 14.94 k-ft / ft Vu Actual One -Way Vn*Phi : Allow One -Way Vu Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections.. 4 # 4's 3 # 5's 2 # 7's 1 # 8's 604 .••••• • FojDting 6K • •••••• •• •• ••••• • ••••16.86 psi • • ••.••�3.11 pg`t••••• .••. • • ••�••�1.14pij••••• 146.23 .2 ;%6s psi :••••• ••••• . • • • 1. •# I's 1 • l>f.10's .... 0 ABBREVIATIONS: SVW=SIDEV%ALK, CBS=CONCRETE BLOCK STRUCTURE. CLF=CHAIN LINK FENCE, PL=PROPERTY LINE. DUE=DRAINAGE UTILF Y EASEM ENT. IP=IRON PIPE. F=FOUND, A/C=AIR, CONDITIONER PAD, P/C=PROPERTY CORNER. D/H=DRILLED HOLE, VJF=MODEN FENCE, RES=RESIDENCE, CL-C LEAR. RB=REBAR. UE=UTILITY EASEMENT. CONC=CONCRETE SLAB. R/VV=RIGHT OF VAY. DE=DRAINAGE EASEMENT C/L=CENTER LINE, O=DIAMTER, TYP=TYPICAL M=MEASURED R=RECORDED, ENCR=ENCROACHMENT, COMP=COMPUTER, ASH=ASPHALT. N/D=NAIL & DISC. S=SET, FEE=FINISH FLOOR ELEVATION O/S=OFFSET P/P=POVYER POLE. OHP=OVERHEAD POV•.ERLINE, VW=V A TER METER ,• AGODFENCE= 3250 SW MASONRY`'AALL= ELEVATION BASED ON LOC. # NOT VALID UNLESS EMBOSSED WITH CONCRETE= .•.,:•.:•.I..:,•:.•:;•.••I;•.•v :.'.:.:•..�.•:. MAINTENANCE& DRAINAGE EASEMENT=M&D.E. CBM#N-603—R ELV. 8. 11 T TYPE OF SURVEY: BOUNDARY SURVEY SURVEYOR'S SEAL SURVEYOR'S NOTES 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AAND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT —¢— = COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL 1 RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED REVISED: INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY - Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PS 10 PAGE 70 0 0 z 0 0 c m LOCATION SKETCH SCALE: NTS , ♦iiiii • • ♦••,•♦ a • • • • ♦ • • 00. so so G) z v 0 0 z 0 0 e z N M PROPERTY ADDRESS: 270 GRAND CONCOURSE, MIAMI SHORES, FL. 33138. �•••i• �•• LEGAL DESCRIPTION: LOTS 14 & 15 BLOCK- 46 • • OF AMENDED PLAT OF MIAMI SHORES SECTION 1 SUBDIVISION ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS MIAMI—DARE COUNTY, FLORIDA L HEREBY CERTIFY That the survey represented thereon meets the minimum technical -requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472,027 Florida Statutes There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 SINCE 1987 BL.PLNCO SURVEYORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865-1200 Email: blalicosurveyorsinc@yahoo.com Fax: (305) 865-7810 _VVU LUINC. 11 v �NEL: 0302 4TE: SCALE 12/.17/14 1'=20' IX L DATE 9/11/09 BASE N/A DMMUNITY # 120652 NN. BY: JOB No Blanco I � 13-911 -- wrightsoftProject Summary Entire House Job: Date: Jan 02, 2014 By: Project Information For: 270 Grand Concourse 270 Grand Concourse, Miami Shore, FI 33138 Notes: Design Information Weather: Miami Intl AP, FL, US Winter Design Conditions Outside db 52 'F Inside db 68 °F Design TD 16 °F Heating Summary Structure 15428 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 15428 Btuh Method Construction quality Fireplaces Infiltration Simplified Average 0 Heating Cooling Area (ft2) 2099 2099 Volume (ft') 18892 18892 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 101 50 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 4.1 kW 14118 Btuh 9 °F 1400 cfm 0.091 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 91 °F Inside db 75 °F Design TD 16 °F Daily range L Relative humidity 50 % Moisture difference 57 gr/lb Sensible Cooling Equipment ��oad.Sizing . . .... ...... Structure • •. • 351$5 Btuh • Ducts 0 h �••�� Central vent (0 cfm) d •.•.�� uh Blower """ O'Btuh :....: Use manufacturer's data • • • • n • •; • • Rate/swing multiplier •..... N96 • • • • • Equipment sensible load .... 33682'6fuh ...... Latent Cooling Egpipment L,pad.Sizing..:;. Structure .'. 4T53 Btuh :....: Ducts • • 0.0:Mpjh • Central vent (0 cfm) •0 Btuh Equipment latent load 4753 Btuh Equipment total load 38435 Btuh Req. total capacity at 0.85 SHR 3.3 ton Cooling Equipment Summary Make Trade Cond Coil AHRI ref Efficiency 0 SEER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 1400 cfm Air flow factor 0.040 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t Wii htSOii' 2014-Jan-09 22:12:48 g Right -Suite® Universal 2013 13.0.05 RSU15749 Page 1 cuments\Wrightsoft HVAC\270 Grand Concourse.rup Calc = MJ8 Front Door faces: N MIA�Mt D1ADE MIAMI-DADE COUNTY • PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY - 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wwwaniamidade.eovtpera/ Nu-Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted -by Miami -Dade County PERA-Product Control Section 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 Section (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. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section 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 NVJH, NVTP/H, NVSO and NVHC Wood Connectors '000000 • APPROVAL DOCUMENT: Drawing No. NU-3, titled "NVJH Joist Supports, N.V,TE& NVTPH.Plate , Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets I.through 3 of 3, dated:"": 07/10/2003, with last revision 4 dated 01/25/2012, prepared by Nu-Vue Industries,%e4cligned ar►a sealed b34.... Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision statrqrait the Nplipf pf • • • • • Acceptance number and expiration date by the Miami -Dade County Product Contra? Section. • • • • • • MISSILE IMPACT RATING: None ' . . . . ...... LABELING: Each unit shall bear a permanent label with the manufacturer's nama or le�o, citj,'s k, model/series, and following statements "Miami -Dade County Product Control Approved" unless ot*rwise noted herein. • • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be clone in its entirety. INSPECTION: A copy of this entire_ NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08-0828.02 and consists of this page 1and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 12-0130.34 MU 4l,pp E J Expiration Date: January 1, 2014 �ZWAXWANl� Approval Date: June 14, 2012 11,10410Page I ...... .... . . ...... .. .. ...... ..... . .... ..... . . ...... ...... . .. .. ...... . . . . SUBMITTAL REVIEW ❑ NO IXCEPT{ONS TAKEN ❑ REVISE AND RESUBMIT ❑ MAKE CORRECTIONS NOTED ❑ SUBMIT SPECIREO IIcM CHECKING !S ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONC, PT OF THE PRC'[,T AND GENERAL COMPLIANCE WITH THE INFORMATION IN THE" EOi:,:+ii EIiS. ANY ACTION SHOWN ABOVE, IS SUBJECT TO THE REOUiR;1n,_ N Ty Cf THE P1!0P `) Ahr) SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR: DIM,',;,i+,i?, 5t!.L' i ',T CONFIRMED AND CORRELATED AT THE JOB SITE; FABRICA) IUN F nt,,;� ,,;} S AtC',-ILChNIOUES OF CONSTRUCTION; COORDINATION OFHIS WORK W;iH IHAI OF All OTHEH IHADES; AND THE SATISFACTORY PERFORMANCE OF HIS WORK. UAL JOSE L. GUZMAN PE DATE lyu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: . EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 05-0516.01 " 1. DraWing No. NU-3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 07/10/2003 with last revision 4 dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 03-0730.03" Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT # 03-4303 NVTP4 Upward 04/21/03 2. PT # 03-4343 NVTP4H Upward 05/05/03 .... 3. PT # 03-4344 NVTP4 Upward ' Q5(01 /03 • • • • • • • • ; • 4. PT # 03-4345 NVTP4H Upward "05702/03' 5. PT # 03-4349 NVS0236 Up & Down : : : US/19/03• * 6. PT # 03-4357 NVS0236 Up & Down , • Q5/20/03 ; • • • •; 7. PT # 03-4358 NVJH24 Up & Down '..W130103**` ..... 8. PT # 03-4385 NVJH26 Up & Down ••;45f30/0�...;, 00:0•0 9. PT # 03-4386 NVS0236 Up & Down . • V5/13I03 "":' 10. PT # 0374387 NVJH28 Up & Down • 0 *;(30/03 00 0 0 •;; ...... . . . ...... C. CALCULATIONS "Submitted under NOA # 05-0516.01 0 0 00 • 1. Report of Design Capacities, dated 07/13/2005, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 03-0730.03" 2. Report of Design Capacities, dated 07/22/2003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, P.E. '-4 /Z101 Z Q6 Carlos M. Utrera, P.E. Product Control Examiner NOA No.12-0130.34 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E-1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA.) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Drawing No. NU-3 statement of code conformance to 2010 FBC, dated 01/25/2012, issued, signed and sealed by Vipin N. Tolat, P.E. "Submitted NOA # 08-0828.02" under * 0 0 0 2. Statement letter of code conformance, no financial interest and no clange otproduct, • • • • • dated 08/21/2008, issued, signed and sealed by Vipin N. Tciat, 131E. • •, • .000 . ••••• ...... . . ..... •• •• • •••••• • • • • • % • • • • • • • • • • Carlos 1VL Utrera, P.E. Product Control Examiner NOA No. 17,0130.34 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E -2 TABLE 1 ' JOIST SUPPORTS ' 18 G NVJH JOIST SUPPORTS . ' Allowobta t aads Qba} Product Joist Double •Header Single Fosterers cr+�tty L°^� ' you le ' angle ,, tet pw'+i• s ,S„pe & W,pi, Code ineb++ Size. Header NVJH24 1 33b 3 2-20 ♦ 22.4 r 6-10d e-%Cd x Ar 4-tod 1< IV 7�44 '744, . 2c6 NVJH26 1 5 - 3, 22.6 2x8 2-22-88 2 e lb-W.d MAW x I toe x W (2q•C7 M4 a 821 , NVJH28 1 ' 6 3 r 2x8 2xtO' 2-2x8 2-200 r 2-8 2xio 14-10d 14-lad x tad x t$' t73�. ' i736 ers'' 202 2-2a12 242 General Penes: 1.. Steel sh4li conform to ASI M A653, structural grade 33 (Min. Yield 33 ksi) and a minimum galvanized coating of G 60'per ASTM A.525. 2: Allowable loads are based on National Desing specifications (NDS) for ' wood CDnstruction,-ZeOSF-dition,Q»J. 'FI-1-1 f8wto`+' 'J mod", 2otO a Design loads are for Southern Pine species with a specific gravity of 0.55. ' Allowable loads for other species shall 'be adjusted accordingly. 4. Nail values are based on NDS table j _G=0.65 and have been reduced for Penetration Depth factor.. 5. Allowable loads•for wind uplift and lateral loads have already been ' increased by a duration factor of 60 % for anchor nail. No' increase is ' allowed for'steel stress: 6. Allowable loada for more than a single crnn-ation cannot be added • ' together. A design load which be divided intc components hn the direction ' given must be evaluated as follows: Actual U Wt + AllowableActual Lf Allowable Upiitf Towable L2 7. Allowable loads are base on t Y2" thick wood members unless otherwise noted. 8. All tests have been conducted in accordance with ASTM D71761. 1 i4" VIM 1�• . T'OLAT. Ps (CPMI) t Y.' FL. RW. # 12847 , 15123 LAND CREEK LANE Maiti f mVilim HOUSTCW, TEE 77068 • .. + '� .. .., : '•1xttVtfWi��eetlit�lloetja ' H ° , ' ° • • • • • • • Is • . . • • • • • Dill Vue rndustries.Inc 1053-1059 Ssst 29 54wt t . .. / t. NVJH 26 os sfio+rfe • • • • �' 16a1"Piedda3=3 .. 28 , stmia but With . ' q S �Z (306) 694-0397 PAC 006) 691-COS L^ diffeml; holes. • • • • • • • • • • • • NVJH JOIST SUPPORTS • • • w , c. • e Date:, LJDWG#zISeet.. ••• • • . ••• . NTJ-J1 013 ' 11A.Y 10, • . ••• ... . . . . • . . . . . . .. .. . . . .. .. ... . . • ... • . M IAMI- MIAMI-DADA COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11905 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/�rp/ Nu-Vue Industries, Inc. 1055 East 29ts Street Hialeah, Florida 33013 ,SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section 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 Section (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. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section 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. 0000 DESCRIPTION: Series NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA St f el Wd Coddemors. • • • •; • APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV3,)*.4.NV458 Yvj#1 Poublg • . . • NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & N,`jV;4A Heavy Duty . Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2004, with last revision datWALl/25/2a12, prepare(C by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Aiami-bade MAV .... • Product Control revision stamp with the Notice of Acceptance number and expiration, latg by t1T.Wjjpi- • • • • • Dade County Product Control Section. " " • MISSILE IMPACT RATING: None • • • • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name -or to city s te, model/series, and following statement: "Miami -Dade County Product Control Apprcikd"! unlesintbervise • • • noted herein. •' • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 09-0721.05 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M, Utrera, P.E. NOA No.12-0130.35 mAM aw /Os Expiration Date: December 23, 2014 Approval Date: April 12, 2012 04 Page 1 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets i through 4 of 4, dated 04115/2004, with last revision dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-0510.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction ate ."' 1. PT # 03-4482 NVSNk3 Downward %.10SyIS/03. . 2. PT # 03-4625 NVHCLIR Up& Sideways. • V21/0 . •' •: ....: • 3. PT # 04-4641 NVSTA-24H Up& Sideways • • 01/17/04 ; � • • •; 4. PT # 04-4698 NVTH24 Up& Sideways"'U4/15/0&..:. ' S. PT # 03-4590 NVTH26/NV458 Sideways �;;;1.6j/31/0 • 6. PT # 04-4642 NVHTA-24H Up& Sideway%.'.43/22/Oil•... • ...... 7. PT # 03-4543 NVTH2O/NV358 Up& Sideway] •.:12/19/03 . • C. CALCULATIONS "Submitted an NOA # 09-0721.05" •' • : • • • • . ... . . 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04 0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT "Submitted under NOA # 09 0721.05" 1. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrers, P.E. Product Control Examiner NOA No.12-0130.35 Expiration Date: December 23, 2014 Approval Date: April 12, 2012 E -1 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 1813 seat Assembly 14G Strap Dimension H Total No. Total No. of Fasteners of Fasteners Allowable Loads (Ibs) Product Product Code Code (inches) in 2 Straps in Seat 1Od x 3" 1Od x 3" Uplift Lt L2 NV35e-12 NvfMia 12 8 8 2245 1961 1839 NV358-14 •NviH18 14 - to~n 8 2525• =6 2088 NV358-18 NVTH2O 18 12 8 26118 2452 2298 NV358-20 NM24 20 14 8 am 2007 2528 NVSSS-22 NV M 22 16 8 3367 2942 2758 NV388-24 NVM# 24 NVSSS-26 NV*M 28 NV3W32 NViK36 32 7 NV358-44 NY11t46 44 Notm� Holes 1. Mittman embedment Into concrete r. 2. Na7s are nacescry In straps and seat to achieve design loads. 3. So* Note 6 (Sheet 1) for combined bad, 4. Nods through chords shall not force, the truss plate on the opposite side, 3' 4W TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly 14G Strop Dimension Total No. Total No. Product Product H of Fasteners of Fasteners Allowable Loads (Ibs) Code Code (inches) in 2 Straps in Seat 10d x 3" 1Od x 3" Uplift Lt L2 NV458-12 NYTN18 12 8 8. 2245 2783 2078 NV458-14 NYTH18 14 to 8 2525 3131 2338 NV458-16 NVTN20 1N 12 6 18" 3479 2527 NV485-20 NYTH24 20 14 6 300 3821 2857 NV458-22 MVTH29 22t8 8 3367 4175 3117 NV488-24 NVTH28. 24 NV458-26 NVTIM 28-----86 NY488-32 NViH38 32 f—x• .rl -fffiii 1 NW58-44 NVIH48 44 Holes Dla%` "kT PRODUCrARYUb NV336 a ove*ftwXbetetta" NV45B Ao es Ns • 7S 21 13sptretia e t4 Notes Ola. �(t" ey ISeat D De t%. Ix' UPLIFT 140 tiq' NV358 and NV458 rmolrnaevlssu 0Q=*W tWMftsb" 1 } 3Ii'NV358 SX NV468 R (�) N N. TDIAT47 07479--105 AesNterebj L¢�+' de Wes )>7r LANE I$lE$ LtiH[W CRLrBK 2 qr sect t+vxe 3 py sect NV4ee Tltros plate raqutred HO116'ION. TX 77086 _ H ,,.•a to traneter Iaod io bottom chord N u — V u e Ina. • , , „, , , , , • • • • • • • • • •• , „ • • •• •• Induetrlea, 13-East 29 Stret 0NaI9iorl88`33oT3 e ttetqnford� ants •• • • Sotwt at mas'4• ut, t 7euked• • • • • • fy phon,l (305) 694-007 Pots (3DS) 604-0398 mx , Concrete Tie Beam NV9$8 de IVV4$8 WITH DOUBLE D1V7'H STRAPS —or Tie Beam formed with Concrete filled Masonry. DWG #: Sheet: Date: Revisions: ••• •.• •.• •i• ••• ••• APHII. iti. 80D4 JUl 5, 2008 NU-5 2 of 4 Y • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Titre• plat• *qulred tn".1Idlaula to rrali TABLE 4 t°s atom �°o;tO � Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS RNnWreemente Pain H product Gauge Gauge o. o ae ener Maximum. Allowable Load (1 Length (in) Code seat strop In Strap 16d x 1.5° Uplift Lt L2 '�,•4 H 5 1032 - 56D 525 12 NVTH-18 NVTHS 212 18 14 6 1222 671 630 LAIN. 4' MIN.'4" Parallel L EMB• 14 NVTH-18 1 NVTHS 214 18 14 7 1275 783 735 to wall EMS. 11� Concrete Tie Beam NVTHS 17i` NVTH laded wit Scorn 16 NVTH-20 NVTHS 216 18 14 8 1329 783 735 TABLE 5 masonry 9 1383 783 735 18 NVTH-22 NVTHS 218 18 14 HURRICANE CLIPS 10 1437 783 735 Product Code Description Gau a 9 Fastener tOd x 1Y1" Alf w bl leads lbs Hsoder Jolat UPIM L7 L2 NVHCR HURRICANE CLIP - RIGHT 18 6 6 82S 263 333 NVHCL HURRICANE CLIP - LEFT 18 6 8 525 253 333 20 NVTH-24 NVTHS 220 18 14 11 1490 1 783 1 735 22 NVTH-26 NVTHS 222 18 1 14 12 1544 783 735 13 1598 1 783 1 735 For Uplift, use two clips, one on each 24 NVTH-28 NVTHS 224 18 14 side to comply with section 2321.7 of the FBG 26 NV1H-30 NVn4S 226 18 14 32 NVTH-36 NVTHS 232 18 14 44 NVTH-48 NVTHS 244 18 14 K" o uwtrr th' o 2WTOP .kere e Tru•• plots required Holes Via. 47 o tK" to transfer load to WIN N. TMAT, P6 (CIVIL) A a bottom chord py,, RE}, # 12847 161R3 UNTE N CF22 C LOB NVTH, NVTHS ?; 8011=11, TX 77010 L2 s-rK wet.. 1 V u r V u e Industries, Inc. NVHCR i e L1 • • • • • • • • • • • • A • • • p n X�� • • 1069-1068 FloridaEastR9 9t 3 Ellelaah, 17or83013 PRODUCT • raeaptyt°aeNp6etrlorWe BraWaOoJr • • }: • • • • Map�C'P�avyt� • • '�'7��>� • • t�J�y�°' • q • • r7c�, O J Phone: (305) 894-0393 Per: 806 894-0�8 °0e A,os/Ww NVTH / NVM ANCHORS A WM HURSOCAN6 CUPS • • • e • DWG #: Sheet: Date: Revisions: • • • • • • NU-5 3 of 4 APBL 16, sea Jul) 5, 2009 as: • 0 • • ••• • ••• • • • ••• • • Ioridti Building Code Online BCISMonte Log to User Rc915trdtiOtl HOt'rapies Suhmit Surcharge StatS t& l^AM Busiries , Professional 31-1 Product Approval (" ! �USER; Public User t. ,j y Pane FoF' [ E Ptlh4tati0n5 FBC staff BCIS Site Map links Searth PAppWvaf 1= > Produrt of A , >t, r i is at- rc AnulBcirtecn tigt > Application Detail Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluations Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence FL13285-R1 Revision 2010 Approved F United Steel Products Company • • • • 703 Rogers Drive •••• ••••�• ••� Montgomery, MN 56069 • • • • • (952)898-8772 •••••• •••••: ••••:• rswanson@mii.corn • Rex Swanson •••• • ••••• rswanson@mii.com • • • • • • • • • • • • • •• •• • •••••• Todd Grevious, PE • • • • • • • . . . . •..... 14305 Southcross Drive • • • • • • Burnsville, MN 55306 : 000 . • : •.. •: (952)898-8651 •• •• �•� • • tgrevious@gibrattari.com • • • Chad Becker 703 Rogers Drive Montgomery, TIN 56069 (507)364-7333 cbecket cs mii.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity [CC Evaluation Service, LLC PFS Corporation 12/31/2015 Terrence E. Wolfe P.E (N validation Checklist - Hardcopy Received PL13285 111 C91 FL13285 COT Indenendence.cert.nd( Referenced Standard and Year (of Standard) Standard AF&PA N.D.S. A1SI S100 ASTM D1761 ear 2005 2007 2000 ittFl:'! %°�t w.florid;ibuil(iili-.or /prlpr_ app_citl.aspx`?partttn=rvCal VXQwtDttvRk6bsvZ6C F=F-'IOSU7Py� vzX... 6!21'201: Merida wilding Code Wine Page 3 of ( Approved foruse outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC t mpaCt Resistant: NIA Created by Independent Third Party: Design Pressure; N/A Evaluation Reports other: Subject to loads and installation instructions FL13285. PI AE esr1781.pdf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.5 HD28, HD214, HD Face Mount Hanger �HQHI)212, HD216 D26-2 H028-2, HD210- 2, HD212-2, HD214-2, HD216-2, HD26-3, HD28-3, HD210-3, HD212-3, HD214-3, HD216-3, HD210-4, HD36, HD38, HD310, OHD312, HD314, HD316, HD38-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL13285 Rl 11 esrl781.r)d Verified By: ICC Evaluation Service, LLC Impact Resistant.• N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE esrl781.odf outlined in report ESR-1781. 13285,15 HD310-2 HD46, HD48, HD410, HD Face Mount Hanger HD412, HD414, H0416, HD418, *Gee HD66, HD68, H0610, HD612, 000000 HD614, HD616, HD86, HD88, see 4 I HD810, HD812, HD814,. HD816, .HD1770, HD17925, HD17112 14 Limits of Use Installation Instructious Approved for use in HVHZ: Yes FL13285 R1 11 esr 781.odf., 0 a Approved for use outside HVHZ: Yes Verified By: ICC Evaluatlbr %egrvice, 00 Impact Resistant: N/A Created by Independent. . TkIr Party- 0* Design Pressure: N/A Evaluation Reports :: Other: Subject to loads and installation instructions FL13285 RI AE_gg_1_7M_!P-df9 outlined in report ESR-1781. 13285.7 [HD0241, H0034, HD024-2, HDO Top Mount Hanger HD044 Limits of Use installation instructioA* Approved for use In HVHZ: Yes FL13285 RI 11 eaL1-718-1--P-df � Approved for use outside HVHZ: Yes Verified By, ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE _178_1.J&f outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285,8 HD026, HD028, H00210, HDO Top Mount Hanger HD0212, HDO214, HD0216, HD036, HDO38, HD0310, HD0312, HD0314, HD0316, HD026-2, HD028-2, HD0210-2, HDO212-2, HD0214-2, H00216- 2, HD046, HD048, HDO410, HD0412 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RI-9 esr1781.od Approved for use outside HVHZ, Yes Verified By: ICC Evaluation Service, .LLC impact Resistant: N/A Created by Independent Third Party: Design Pressure- N/A Other., Subject to loads and installation instructions Evaluation Reports FL132K-RI AE e r1781.pdf outlined In report ESR-1781. 13285.9 HD0414, HD0416, HD0210-3, HDO Top Mount Hanger HDO212-3, H00214-3, HD0216- 3, HDO66, HD068, HD0610, HDO614, MD0616 -IHDO612, 1.1mizz of Use installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ*. Yes FL13285 -RI 11 esr1781.pdI` Verified by: ICC Evaluation Service, LLC ittp://www.floridabuilding.orglprlpi�_app__Otl.aspx?param=wGEVXQwtDqvRk6bsvZ66FF30SU7PyNvzX... 6/21/20 1 : forida *Building Code Onlinc Page 4 of ( 1328531 PCM4416, PCM4616, PCM4816, PCM Post Cap PCM6416, PCM6616, PCM6816, PCM8416, PCM8616, PCM8816, PCM44, PCM46, PCM48, PCM64, PCM66, PCM68, PCM77, PCM84, PCM88 -__PCM86, Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL12285 R1 11 esrl781.ndf Approved for use outside HVHZ,. Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE esr1781.lDcJf 0 outlined in report ESR-1781. 13285.32 ISKH24L/R SKH Skewed 45 Hanger I Limits of Use Installation Instructions Approved for use in HVHZ., Yes FL13285 RI 11 esr1781.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by .Independent Third Party:. Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE e,.5 1781.r)df outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.33 SKH261-111, SKH28L/R, SKH Skewed 45 Hanger% S'K�l �,S "177UE7R, 6.6 : 0 0 SKH1724L/R, SKH2020L/R, 060:0* SKH2024L/R, SKH2320L/R, • SKH2324L/R, SKH36L/R, SKH38L/R, SKH31OLIR Limits of Use Installation Instructions Approved for use in HVHZ, Yes FL13285_ RI 11 esr1781 % Approved for use outside HVHZ: Yes Verified By: ICC Evaluaten Service, 0-C 0000A Impact Resistant: N/A Created by Independent 41 iiN Party: 0 .ppppy Design Pressure: N/A Evaluation Reports : * : 0 0 0000 Other: Subject to loads and installation instructions FL13285 R1AEesr17§1,p-dL :0 0 0 0 0 outlined in report ESR-1781. 0- -0 0 :0 0 0 13285.34 SKH312L/R, SKH2520L/R, SKH Skewed 45 Hanger SKH2524L/R, SKH2620L/R, SKH2624L/R, SKH26L/R-2, SKH28L/R-2, SKH210t-/R-2, SKH46L/R, SKH410L/R, SKH414L/R, SKH2020L/R-2, SKH2024L/R-2, SKH2320L/R-2, SKK2324L/R-2, SKH2520LIR-2, SKH 2524L/R-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RI 11 f:s -rl781.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL132135 RI- AE e§r1781.r)d outlined in report ESR- 1781. K -- 13285.35 THD26, TH028, THD210, THD26- THD Face Mount Hanger 2, THD28-2, THD210-2, THD210- 3, THD46, THD48, TH0410, THD412, THD414, THD610, THD612, THD614, THD7210 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL132§5 R1--IJ :CsrJ781.ydf Approved for use outside HVHZ. Yes Verified By: ICC Evaluation Service, LLC Impact Resistant. N/A Created by Independent Third Party: Design Pressure, N/A Evaluation Reports Other: Subject to loads and installation instructions FL132.fl5 R1 AE csi-1781.0 outlined in report ESR- 1781, 13285.36 THF15925, THF15112, THF15140,ITHF Face Mount Hanger THF16925,THF16112, I THF16140,J THF17925,THF17112,THF17140' )it1)://www.floridzibuildiiig.or 11/ 01' .or! 6/2 .2 . ICC-ES Evaluation Report ESR-1781 Reissued May 1, 2011 This report is subject to renewal in two years. www.icc-es.org (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952)898-8772 www.uspcon nectors.com info(&_uspconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 International Building Code® (2009 IBC) ■ 2009 International Residential Code® (2009 IRC) ■ 2006 International Building Code® (2006 IBC) ■ 2006 international Residential Codee (2006 IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report` (see Table 1 for a complete listing) are used for connecting wood framing members in accordance with Section 2304.9.3 of the IBC. They may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 THE Face Mount Hanger. The THE Face Mount Hanger is designed to provide lateral top chord support for l-joist-to-header applications. The THE Face Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for 10d common nails into the header, and either 10d common or 10d-by-11/2-inch nails .into the joist. See Figure 1 and Table 2 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 THO Top Mount Hanger: The THO Top Mount Hanger is designed to provide lateral top chord support for 1-joist-to-treader applications. The THO Top Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for either 16d common or 10d common nails into the header, and either 10d common or 1Od-by- 1/2-inch nails into the joist. See Figure 2 and Table 3. for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.3 HD Face Mount Hanger: The HD Face Mount Hanger is designed to support headers, joists and trusses. The HD Face Mount Hanger is cold -formed from No. 14 gage steel; and is preptTA014 for 16d common nails into the supporting%ember, W'either 10d common or 10d-by-1 I/2-inch nails into they Supported member. See Figure 3 and Table•4forrproduct dirnenaions, fastener schedule, allowable loafi*e d.typical installation details. .... 3.4 HDO Top Mount Hanger: • • • • • The HDO Top Mount Hanger is deei�ned to sL4est:wood headers over door or window 5 e lAgs. The' HDO Top Mount Hanger is cold -formed frojrT M?:2 gage steel; and is prepunched for either 16d common! 10d )4rpan, or 10d-by-11/2-inch nails. See Figure 4 and '.able ? for product dimensions, fastener scbedula, allowable. twds, and typical installation details. '..' 3.5 The THD Face Mount Hanger: The THD Face Mount Hanger is designed to support. LVL, LSL and PSL beams. The THD Face Mount Hanger is cold -formed from either No. 12 gage, No. 14 gage, or No. 16 gage steel; and is prepunched for 16d common nails into the header, and either 10d common or 10d-by- 11/2-inch nails into the joist. See Figure 5 and Table 6 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.6 SKH Skewed 450 Hanger: The SKH Skewed 45, Hanger is designed as a face mount hanger that supports wood ,joists skewed either right or left at an angle of 45 degrees from perpendicular. The connector is cold -formed from either No. 14 gage or No. 16 gage steel; and is prepunched for either 16d common, 1 Od common, or 1Od-by-1 /2-inch nails. See Figure 6 and Table 7 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 TMP Rafter -to -Plate Connector: The TMP Rafter -to -Plate Connector is designed to make rafter -to -plate connections in lieu of notching. The connector has a seat that can be field -adjusted to slopes ranging from 1:12 to 6:12 (5 to 27 degrees). The TMP ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be eonstrued - as an endorsement of the subject of the report or a recommendgtion for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as [b any product covered hv.the report. Copyright 0 2011 Page 1 of 28 ESR-1781 I Most Widely Accepted and Trusted Page 2 of 28 Rafter -to -Plate Connector is cold -formed from No. 18 gage steel; and is prepunched for 10d common nails into the plate and 10d-by-11/2-inch nails into the rafter. See Figure 7 and Table 8 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 JL Standard Joist Hangers: The JL Standard Joist Hangers are designed as face mount hangers for connecting nominal .dimension lumber to headers, beams or girders. The JL hangers are .cold formed from No. 20 gage steel. The hangers are prepunched for 16d common or 10d common nails into the header, and 10d-by-11/2-inch nails into the joist. See Figure 8 and Table 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.9 N and O Bridging: The N series bridging is designed to span between two nominally dimensioned wood joists to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The bridging is cold-fonned from No. 20 gage steel or No. 22 gage steel. The O series bridging is designed to span across three joists in an over -and -under configuration to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The O series bridging is cold -formed from No. 22 gage steel. The ends of both the N and O series bridging are prepunched for 8d-by-1'/2-inch nails, and the O series is also partially punched in the middle to allow prongs to be pressed into the middle joist. See Figure 9 and Table 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 MB16 and MBG Bridging: The M1316; and MBG series bridging is designed to span between two nominally dimensioned wood joists to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The MB16 and MBG series are cold -formed from No. 22 gage steel. The MB16 series is designed to be installed without the use of nails, and the MBG series is to be installed with 8d-by-1 I./2-inch nails in a similar manner as the G series. See Figure 10 and Table 11 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 MP Multi -Purpose Framing Angle: The MP Multi -Purpose Framing Angle is designed to provide two-way and three-way lumber connections at various angles and configurations. The MP Multi -Purpose Framing Angle is cold -formed from No. 18 gage steel and prepunched for 8d-by-11/2- inch nails. See Figure 11 and Table 12 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.12 MPH Masonry Hanger: The MPH Masonry Hanger is designed as a top flange hanger to support nominally dimensioned wood joists, 1-joists or glued -laminated beams on concrete block walls. The hanger is fabricated from No. 12 gage hot -rolled steel plate; and is prepunched for 16d double -headed nails to be embedded into the grouted cells of the masonry wall, and either 10d common nails or 10d-by-02-inch nails driven into the joist. The U-shaped saddle is factory -welded to the flange. See Figure 12 and Table 13 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3A3 WB Walt Bracing: The WS series wall bracing is designed as alternatives to the code -prescribed bracing method as noted in IBC Section 2308.9.3(1) and IRC Section R602.10.3(1). The WB series bracing is cold -formed from No. 16 gage steel, and is prepunched for8d common nails into each stud and 16d common nails into the top plate and sill plate. See Figure 13 and Table 14 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.14 PB, PBES and PBS Post Caps: The PB, PBES and PBS Post Caps are designed to provide a post -to -beam connection of nominally dimensioned or rough sawn lumber. The PBES and PBS are required to be used in pairs (one on each side of the connection) at each connection location. See Figure 14 and Table 15 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.15 PCM and EPCM Post Caps: The PCM and EPCM Post Caps are designed to provide a positive connection for post -to -beam applications. The post caps are cold -formed from either No. 12 gage or No. 16 gage steel, and are prepunched for 16d comnlo" Bails. The PCM is configured for a bear that contin uou�s.wer the post, and the EPCM is configured for applications at the end of a beam. See Figure 15 and Table 16 tdr lyoQuct dimensions, fastener schedule, 'dlItI Ale loads! at ill a typical installation detail. • • • • • • • •••• • • 3.16 JA Joist Angle: 600690 • • . • • • The JA Joist Angle is designerj,j9 Wport wood joists where stirrup -style hangers cannot �ba instal�edt •or• for reinforcement of 90-degree wood*connections. the angles are cold -formed from either No. W49* or No. 16 gage steel and are prepunched for either 16d comnMgrOI0d- by-11/2-inch nails. See Figure 16*and Table 174or product dimensions, fastener schedule, 9 &116gable loads,••and typical installation details. �. • 3.17 LSTA and MSTA Strap Ties: The LSTA and MSTA Strap Ties are designed as strap ties for various applications to transfer tension loads between wood members. The LSTA series is cold -formed from either No. 18 gage or No. 20 gage steel, and the MSTA series is cold -formed from either No. 16 gage or No. 18 gage steel. LSTA and MSTA Strap Ties are prepunched for 10d common or 10-by-11/2-inch nails. See Figure 17 and Table 18 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.18 LSSH Light Slopeable/Skewable Hanger: The LSSH Light Slopeable/Skewable Hanger is designed to connect rafters to. ridge beams in vaulted roof structures. The hanger is field -adjustable to meet a variety of skew and/or slope' applications_ The hanger may be field - adjusted for any slope angle up to 45 degrees up or down from horizontal', and for skew angles up to 45 degrees left or right from perpendicular. The hanger is cold -formed from either No. 16 gage or No. 18 gage steel, and is prepunched for 16d common, 10d common or 10d-by- /2-inch nails. See Figure 18 and Table 19 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.19 Materials: 3.19.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 20 of this report. Minimum steel base -metal thicknesses for the different gages are shown in the following table: ESR-1781 I Most Widely Accepted and Trusted Page 4 of 28 5.2 Calculations showing compliance with this report must 5.7 Connectors identified in Table 1 as being be submitted to the code official. The calculations manufactured under a quality control program with must be prepared by a registered design professional third -party inspections are manufactured at the where required by the statutes of the jurisdiction in designated facilities under a quality control program which the project is to be constructed. with inspections by PFS Corporation (AA-652). 5.3 Connected wood members and fasteners must comply with Sections 3.19.2 and 3.19.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant- treated lumber must be in accordance with Section 3.19.4. 5.6 The design of the anchorage to, and bearing upon, concrete or masonry construction, inclusive of cast4n- place and post -installed anchors, used to attach the connectors described in this report to concrete or masonry construction, is outside of the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010. 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock)number, the number of the ICC-ES index evaluation' report for United Steel Products Company (ESR-2685), and by one or more of the following designations: USP, or United Steel Products Company. Labels on connectors identified in Table 1 as being manufactured under a quality control program with third - party inspections, also bear the name of the third -party inspection agency (PFS Corporation). TABLE 1—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES AND FIGUR"a • • • • •••• PRODUCT NAME REPORT SECTION -FABLE NO. • • • • f � URE II; • • EPCM Post Cap 3A6 16 """ 15 ' HD Face Mount Hanger 3.3 4 • • 3 ; • • •;. HDO Top Mount Hanger 3.5 5 4 JA Joist Angle 3.17 17 • • 16 • • • • • • JL Standard Joist Hangers 3.9 9 • • 8 LSSH Light Slopeable/Skewable Hanger 3.20 19 ' ; 18 . • LSTA Strap Tie 3.17 18 • • 17 • ""' MB16 and MBG Series Bracing 3.11 11 • • • 10 • • • • MP Multi -Purpose Framing Angle 3.12 12 11 MPH Masonry Hanger' 3.13 13 12 MSTA Strap Tie 3.19 18 17 N and O Series Bridging 3A 0 10 9 PB, PBES and PBS Post Caps 3.15 15 14 PCM Post Cap 3.16 16 15 SKH Skewed 450 Hanger 3.7 7 6 THD Face Mount Hanger 3.6 6 3 THF Face Mount Hanger 3.1 1 2 1 THO Top Mount Hanger 3.2 3 2 TMP Rafter -to -Plate Connector 3.8 8 7 WB Wall Bracing 3.14 14 13 'Products are manufactured at the USP manufacturing facilities in Largo, FL; Livermore, CA; and Montgomery, MN under a quality control program with third -party inspections by PFS Corporation (AA-652). ESR-1781 I Most WidelyAccepted and Trusted Page 12 of 28 TABLE 7—SKH. SKEWED 458 HANGER ALLOWABLE LOADS 1. Z 3 STOCK NO. STEEL DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) Header Joist F c_ - 460 psi Fc = 625 psi Uplift GAGE W H I D Face Type Qty Type Co =1.0 Co =1.15 Co =1.25 Co =1.0 1 Co =1.15 Co =1.25 Co -1.6 SKH24UR 16 1'41 3'14 1r18 4 16d Common 4 10dxl'12 510 510 510 510 510 510 565 SKH26UR 16 16/18 51/4 1718 6 16d Common 6 10dx1'12 830 890 890 830 890 890 1085 SKH28UR 16 191,6 7114 17/e 10 16d Common 8 10dxl'/2 1380 1465 1465 1380 1465 1465 1360 SKH210UR 16 13/,6 9% 1% 14 16d Common 10 10dx1'/2 1790 1790 1790 1790 1790 1790 1565 SKH1720UR 16 1"/is 9% 1% 14 1Dd Common 10 1Odxl'/2 1625 1870 1 2030 1625 1870 2030 1585 SKH17241JR 16 111/16 111/6 17/8 16 10d Common 10 10dxl'/2 1855 2135 2320 1855 2135 2320 1566 SKH2O2OUR 16 21/a 9 17/8 14 10d Common 10 1Odxl'/2 1625 1870 2D30 1625 1870 2030 1565 SKH2O24UR 16 2'/8 11 17/8 16 10d Common 10 10dxl'/2 1855 2135 2320 1855 2135 2320 1565 SKH2320L/R 16 23/8 8'/e 1718 14 10d Common 10 10dx11/2 1625 1870 2030 1625 1870 2030 1565 SKH2324UR 16 23/8 10'1g 17/e 16 10d Common 10 10dxi'/2 1855 2135 2320 1855 2135 2320 1565 SKH36UR 16 21,8 4% 131, 6 16d Common 6 iOdxl'/2 830 950 1025 830 950 1025 1085 SKH38UR 16 23/le 1 63/4 13/e 10 16d Common 8 10dxl'/2 1380 1585 1585 1380 1585 1585 1360 SKH310UR 16 28/,6 83/4 1318 14 16d Common 10 10dxl'12_ -1930 2220 2250 1930 2220 2250 1565 SKH312UR 16 28/,6 16314 1318 16 16d Common 10 10dxl'/2 2210 2500 2500 2210 2500 2500 1565 SKH2520UR 16 29/78 8% 17/e 14 10d Common 10 1 Odxl'/2 1625 1870 2030 1625 1870 203D 1565 SKH2524UR 16 el, 10% 1'/e 16 10d Common 10 10dxl'/2 1855 2135 2320 1855 2135 2320 1565 SKH262OUR 16 2"/,, 8"/ts 1'/e 14 10d Common 10 10dxl'/2 1625 1870 2030 1625 1870 2030 1565 SKH2624UR 16 2"/,6 ` 10"l,e 1718 16 10d Common 10 10dx1'/2 1855 2135 2320 1855 2135 • •2J 0 1565 SKH26UR-2 16 3'/,6 4% 1318 6 16d Common 6 10d Common 830 950 1035 83 • 950 • • •1035 10I66 SKH28UR-2 16 3'/,8 : 61/2r212 10 16d Common 8 10d Gammon 1380 1585 1725 • *80 • 1585 • 17R5 1360 • ` SKH21OUR-2 16 31/,e 8'/2, 14 16d Common 10 10d Common 1930 2220 2415 •1@" • 2220 • 2066 *65o • SKH46UR' 14 38/16 4% 10 16d Common 6 16d Common 1410 1590 1590 •14M • 1690 61590 1055 SKH410UR 14 38/16 81/2 16 16d Common 10 16d Common 2255 2540 2540 ow6E8 254% i640 SKH414UR' 14 38/,6 12'12 22 16d Common 10 16d Common 3100 3565 3880 o V8% 356 B 0 V" SKH2O20LIR-2 14 4/ie 9% 14 10d Common 10 10d Common 1665 1915 2085X19M05 91556 85 SKH2O24L/R-2 14 .43/i6 11% 2 16 1Od Common 10 10d Common 1905 2190 23801 • •m0 Ins ' SKH2320UR-2 14 el. 9% 3'12 14 10d Common 10 10d Common 1665 1915 2085915 2085 1905 ' SKH2324.fR-2 14 4�/8 lilt, 3% 16 10d Common 10 10d Common 1905 2190 2380190 2380 1905 SKH2520UR-2 14 5'/e 91!4 3'/2 14 10d Common 10 10d Common 1665 1915 208581 • • 1085 1905 SKH2524UR-2 14 5'/e 11% 31/2 16 1 Od Common 10 10d Common 1905 2190 2380190 2380 fflCL • For SI: 1 inch = 25.4 mm,1 Ibf = 4.45 N, 1 psi = 6.895 kPa. ' Allowable loads have been adjusted for toad duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2 See Section 3.21.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations'in wood members complying with Section 3.21.2. Wood members must also have a minimum reference compression perpendicular to grain design value, F_ of either 460 psi (3.17 MPa), or 625 psi (4.31 MPa), as specified in the table above. Denotes models for which joist ends must be miter -cut at a 45aiegree angle to provide maximum bearing area in the hanger seat. In multi -ply I -joist applications, miter cuts are not required, provided the Imjoists are staggered in the hanger such that the nearest comer of each t-joist is within '/g inch (3.18 mm) of the face of the supporting member. ESR-1781 ( Most Widely Accepted and Trusted Page 13 of 28 H s F-E i SKH_R 5KH_L . . .... ...... ...... .... ...... `�°- • • •••N• os0000 060000 SKH_R 5KH—i • s •Soso• Right skew Left skew • • • • • Goo • • Right Skew \ '° Left Skew At antlle FIGURE 6--SKH SKEWED 45' HANGER �j ' `G L FCIEIV� su 0 3 2015 MIAMI•DADE IAMI-DADE COUNTY BY. UCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 1 ] 805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) rvww.ntiamidade.gov/economy PGT Industries 1070 Technology Drive North Venice, 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 and accepted by Miami -Dade County RER - Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section 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 " A PW-701/720/820" 1u►ri�>lum Fixed Win'do'w L.M.I. APPROVAL DOCUMENT: Drawing No. MD-720-820.1, titled "Fixed Window Installation Guidelines", sheets 1 through 10 of 10, dated 04/12/13, with revision A dated 07/02/15, prepare4 by pianufae� *,—signed000000 and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Produc?,; oOAMI Section gevision • • stamp with the Notice of Acceptance number and expiration date by the Mialll-i•Dede Co1W46Prod1iat.40:. Control Section. ...... MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • .00 • • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's mao" pr loW,, citj, state •: • • • model/series, and following statement: "Miami -Dade County Product Control Ap�ToW", unless Ctherwi1C • •; • noted herein. • . . . ...... RENEWAL of this NOA shall be considered after a renewal application has bee;i file. and tlieTe 1 as been no change in the applicable building code negatively affecting the performance of thhi 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 tills 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 (late may be displayed in advertising literature_ If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 13-0502.03 and consists of this page l and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. j NOA No. 15--0528.26 MIAMI•DADE COUNTY Expiration Date: February 19, 2019_-1 71211 Approval Date: July 09 2015 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD-720-820.1, titled "Fixed Window Installation Guidelines", sheets 1 through 10 of 10, dated 04/12/13, with revision A dated 07/02/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, 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 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 13-0502.03) 2. 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 000000 4) Large Missile Impact Test per FBC, TAS 201-94. 5) Cyclic Wind Pressure Loading per FBC, T4K.20-94 along with marked —up drawings and installation diagram of an•ak;iiinum fixed window, prepared by Fenestration Testing Laboratory, Inc., Teo•Reports I'M * • FTL-3835 and FTL-3850, dated 07/18/03 and 07/31/03 respe dM IX, all si�Tte'd and sealed by Joseph C. Chan, P.E. • (Submitted under NOA No. 03-1105.01) • • • • • • • C. CALCULATIONS • 1. Anchor verification calculations and structural analysis, complying with IF>3rC`-Th Edition (2014), dated 05/20/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). Manuel ZPerez Product Control Eza er NOA No. 15-0528.26 Expiration Date: February 19, 2019 Approval Date: July 09 2015 E -I PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "Kuraray SentryGlasOO (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. 3. TREMCO Part No. TR-14271E EPDM exterior- glazing gasket complying with the following: a) ASTM C864 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers with Option II exceptions. b) ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension of 1600 PSI. c) ASTM D395B Test Methods for Rubber Property —Compression Set for 22 HRS 158°F. d) ASTM D 624 Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers of 143 lb/ in. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-51h Edition (2014), dated May 20, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Mi�ttgP.E. 2. Statement letter of no financial interest, dated May 20, 2015, 'sisu f 0 by manufacturer,• •': • .01. . . signedan sealed by Anthony Lynn Miller, P.E. ...,.. .,..900600 3. Laboratory compliance letter for Test Report No. FTL-7212,•daW 03/21/l43, signed ••.� •••• •••• and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 13-0502.03) • • • • • • • •; • • • 4. Laboratory compliance letter for Test Reports No. FTL-383a•ar�d•FTL`38S4 dated•... 07/18/03 and 07/31/03 respectively, all signed and sealed by .IQS�Z?V. Chan,•P.E. •; . . . . ...... (Suhinitted under NOA No. 03-1105.01) • • • • •. G. OTHERS • 1. Notice of Acceptance No. 13-0502.03, issued to PGT Industries for their Series "PW- 701/720/820" Aluminum Fixed Window — L.M.I." approved on 07/18/13 and expiring on 02/19/19. Manucl -P , . . Product Control •ami er NOA No. 15- .26 Expiration Date: February 19, 2019 Approval Date: July 09 2015 E - 2 GENERAL NOTES: SERIES 720/820 IMPACT -RESISTANT FIXED WINUUVV 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN ' B�: WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE. 4) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER, (EOR) OR ARCHITECT OF RECORD, (AOR). 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) MAX. 1/4" SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. SEP 0 3 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAUCYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E 1300. 0 B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL/ CYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-3835, 3850 & 7212; ELCO ULTRACON NOA; ELCO CRETEFLEX NOA; ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ALUMINUM DESIGN A MANUAL. 10) THE 720 SERIES USES A PVB INTERLAYER, THE 820 SERIES USES AN SG INTERLAYER. THE 720 AND 820 SERIES MAY ALSO BE REFERRED AS THE 701 SERIES. A — SHEET 6 12" MAX. O.C. T__ — i 6" MAX. 48 TIP -TO -TIP WIDTH 4 " BUCK WIDTH — 4-1/4" VISIBLE IGHT WIDTH B, SHEET 6 bjS- C: 22!S_�, Miami Shores Village APPROVED[ BY NING DEPT LDG DEPT DATE BUCK WI 45-1/4" � 1 F&Tfjk<COMPLIANCE WITH /11 L FLDf_RAL D, SH l A7r AND C'n1 1 v, Rt li C S ANC Iq , ,I — - A 95" C - SHEET6 BUCK SHEET7 HEIGHT - 92-1/4" - VISIBLE 12" MAX. LIGHT O.C. - HEIGHT 96" TIP -TO TIP HEIGHT+ ------ t 1 1._ t B 12" MAX. O.C. 6" SHEET 6 MAX. TYP. FLANGED FRAME ELEVATION (TESTED UNIT) GUIDE TO SHEETS: GENERAL NOTES ........................ 1 ELEVATIONS ................................ 1 GLAZING DETAILS ....................... 2-5 DESIGN PRESSURES .................. 2-5 INSTALLATION, FLANGE ............. 6 INSTALLATION, EQUAL -LEG....... 7 INSTALLATION, INT. FIN A........... 8 INSTALLATION, INT. FIN B_ ........ 9 CORNER ASSEMBLY. .................. 10 EXTRUSION PROFILES ........ _..... 10 PARTS LIST...................................10 TART G •1- FIGURE 1: 12' O.C. MAX. 6" MAX. T 12" O.C. MAX. Description Sheet # Laml(3/16"An-.090"PVB-3/16"HS) Laml(3116"'HS-090"'PV6�3116"'FPS}' 2 t2-17/16" 6" Laml. IG (3/16"T- 7/16"Air - 3/16'An -.090"PVB - 3/16'HS) 3 6" Laml. IG (3/16" T - 7/16"Air - 3/16" HS -.090" PVB - 3/16" HS) 3 Lamf 3/16"An -.090" SG - 3/16"An 4 Laml 3/16" HS - .090' SG - 3/16' HS 4 6" Lami. IG (3116" T - 7/16" Air - 3116" An -.090" SG - 3/16" An 5 6' Laml. IG 3/16" T - 7116" Air - 3116" HS - .090" SG - 3/16" HS 5 FDESIGN PRESSURE RATING IMPACT RATING IES, RATED FOR LARGE & SMALL SETS 2-5 MISSILE IMPACT RESISTANCE re 48" BUCK WIDTH 45-1/4" VISIBLE LIGHT WIDTH H, SHEET 9 � f 2" MAX , C E, SHEET 8 , E, SHEET 8 SHEET 7 G, SHEET 9 i G, HEET 9 9 BUCK HEIGHT G- — - — - — - — T / 93-1 /4" VISIBLE 93-1/4" i LIGHT VISIBLE 5" MAX. HEIGHT LIGHT O.C. HEIGHT 4 / 96" -BUCK �� LS HEIGHT Mia hores Village Fj�aPROVED BY DA ING DEP L , D 12" MAX. C. E 8 SHEET 7 P 5" AX.O.C. , SUE3JECT TO C TH ALL EDER L TYP. EQUAL -LEG FRAME �` I I -AAME ELEVA ON ELEVATION (TESTED UNIT) ,I-ATF AND COON I Y R T-ESTF- A "SG" = "KURARAY SENTRYGLAS"INTERLAYER" BY KURARAY AMERICA, INC. "PVB" = "KURARAY BUTACITE® PVB INTERLAYER" BY KURARAY AMERICA, INC SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE`USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEETS 2-5. ANCHOR SPACING TO BE 6" MAX. FROM CORNERS AND 12" O.C. MAX. FOR ALL CURVED FRAME MEMBERS, SEE FIGURE 1, THIS SHEET. Imo —WIDTH WIDTH WIDTH �-- WIDTH �{ 0—— w I w w I-r—WIDTH WIDTH WIDTH WIDTH �{ 2 WU__ ui x jf 1�L J I---WIDTH—WIDTH WIDTH WIDTH ti --- I---- F_ - - PRODUCT REVISED as complying with the Florida Building Code Acceptance No ir�tion Dale q By 1 Mi a.. Product Co o 5TH EDITION FB UPDATE a DATE:07102/15 m v U a c') Y Q W V_ W Aa8 cl r r- U) O p 00 to 04 O ' v J ch O � N c) W Z N t � 79 z LL LO IL (0 � UMOJQ Q D) LU 0 U V X O ON W Z O 2 00 5 F to O (D 0ma W • C)0 �- o.a. Z Z . Do •�'z:V'. F- _ .W ILL • ..... •" • • • • • • ® •ec a jaa4S 'W . rn iiL Z • • • }� • •� • t` O O •' Z • Q o .z. .. Z •_I • • O �� N • • ••� 0 • lU 3: �: U X W tl tl I (D atlil ��saQ sarlas \\�tyykllll//�/ \\ OVN'{ I.YAlN A9j /l' 1J0. 58705 7'- (f�'• ATE OF ��lllllll�� A. LYNN MILLER, P.E. P.E.# 58705 rA01 CO 1 f1uLL L Window Design Pressure (+l-, psf) for Glass 'type 1 Long Side (in) 67-7/8 72 76 80 84 88 92 96 100 104 109-1/2 30 +l-80 +/-80 +1.60 +1.80 +1.80 +/-80 +1.80 +1-60 +1-80 +1.80 +1-80 32 +1-80 WOO +1-80 +/-80 +/.80 +1-80 +1-80 +1-80 0-60 +1-80 +1-80 34 36 +1-80 +1-80 +1-80 +1-80 +/-80 +/-BO +/-80 +1-80 +1.80 +/-80 +1-80 +1-80 +1.80 +/-79.7 +1-80 +/-77.2 +1-80 +1-75.1 +/-79.8 +1-73.4 +/-79.4 +/-72.2 38 +/-BO +/-80 +1-80 +1-80 +/-80 +/-78.1 +/-75.2 +1-7Z5 +1.70.3 +/•68.5 +1-65.3 40 +1-80 +1-80 +/-80 +1-79.8 +1-77.2 +1-74.3 +1-71.3 +/-67.9 +/-65.1 +1•63.4 +1-61.6 42 +1.80 +/-80 +1.80 +l-77.4 +/-74.3 +1-71.3 +1-68.2 +1-64.7 +/-61.6 +1-59.8 +1-58.2 44 +1-80 +/-60 +1-78.9 +1-75.4 +1.72.1 +/-68.9 +1.65.6 +1.62-2 +/59.7 +1-57.5 v 46 +1.80 +/-80 +/-77.2 +1.73.6 +1-70.1 +1-66.8 +1-63.5 +1-60.3 +157.7 v 48 +1-80 +1-79.3 +/.75.6 +1.71.9 +1-68.3 +1-64.9 +/-61.5 +1-58.2 50 0-80 +1-77.5 +/-74.1 +1-70.3 +/•66.7 +1.631 +1-59.7 52 +/-79.1 +1-75.6 +/-72.4 +1-68.8 +/.65.1 +/-61.5 to 54 +/-77A +/-73.8 +1-70.5 +1-6T3 +/-63.5 56 +1-75.8 +1-72 +/-68.6 +1-65-3 58 +1.74.2 +1-70.3 +/-66.8 60 +/-7Z7 +/-68.7 +/.65 62 +/-71.2 +1-67.1 64 +/-69.7 +/-65-5 66 +/-68.3 1 67-7/8 +1-67 7116" LAMINATED GLASS STACK .090" PVB INTERLAYER 3116" HEAT STRENGTHENED GLASS 3/16" ANNEALED GLASS 4 11 USED AT CURVED FRAME MEMBERS ONLY 29 D6 @ 11-718" O.C. MAX. GLASS BITE 1-3 EXTERIOR 20 13 GLA�TY, NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1" FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. •TALI C 7 Window Design Pressure (+l-, psf) for Glass Type 3 Long Side (in) 87-7/8 72 76 80 84 88 92 96 100 104 109-112 30 +1.80 +/-80 +1-80 +1-80 +1-80 +/-BO +/-80 +/-80 +/-80 +1-80 +1-80 32 +/-80 +/-80 +l-80 +1-80 +/-80 +1-80 +/-80 +/-80 +1-80 +/-80 +1-80 34 +/-80 +1.80 +/-80 +1.80 +/-80 +/-80 +1-80 +1-80 +1-80 +/-80 +/-80 36 +1-80 +/-80 +1-80 +/-80 +/-60 +/-80 +1.80 +/-80 +1-80 +/-80 +1-80 3B +/-80 +1-80 +1-80 +/-60 +1-80 +/-80 +1-80 +/-80 +1-79.4 +1-76.4 +/-74.3 40 +/-80 +1-80 +/-80 +/-80 +/-80 +/-80 +/-80 +/-76-7 +1-73.5 +/-70.9 0.69 42 +1-80 +/-80 +1-80 +/-80 +/50 +1-80 +/-77 +/-73.1 +1-69.6 +1-66-9 +1-65.2 44 +/-80 +1-80 +/-80 +/-80 +1-80 +1-77.8 +1-74.1 +1-70.3 +/-67.5 +l-63.9 46 +1-80 +/-80 +!-BO +1-80 +1-79.2 +1-75.4 +1-71.7 +1.68.1 +/55.1 v_ 48 +/ 80 +1-80 +/-80 +/-80 +/-77.2 +1-73.3 +/-69.5 +1.65.8 50 +/-80 +1-80 +/-80 +1-79.4 +1-75.3 +1-71.3 +1-67.5 $ 52 +1-80 +1-80 +/-80 +l-77.7 +/-73.5 +/-69-5 to 54 +1.80 +/-80 +/-79.6 +1-76 +1-71.8 56 +/-80 +1-80 +1-77.5 +1-73.8 58 +/-80 +1-79.4 +/-75.4 60 +/-80 +1-77.6 +1.73.5 62 +/-80 +/•75.8 64 +/-78.8 +1-74 66 +/-77.2 67-7/8 +/-74.9 NOTES' f LONG SIDE SSDET I-- LONG SIDE --►{ SHORT SIDE TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. 1-1/16" NOM. 7/16" LAMINATED GLASS STACK GLASS STACK 3/16" HEAT STRENGTHENED GLASS 3/16" TEMPERED GLASS _ 3/16" ANNEALED GLASS 7/16" AIR SPACE - 090" PVB 11 INTERLAYER 5 USED AT CURVED 5/8" FRAME MEMBERS ONLY 29 GLASS BITE @ 11-7/8" O.C. MAX. ^ 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1" FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. EXTERIOR a GLASS TYPE 3 _ I SHORT I� -rI SIDE rT LONG SIDE SHORT I l SIDE f PRODUCT REVISED as complying with the Florida Building Code rl:ceptanccNo �� O�Jx AC,I oIDale• F, If fly ig NO CHANGE THIS SHEET DATE:07/02/15 co a U a � Y Q W N j nab O .- o > n co O co a,4Q fA U � N O d' O N ce) O-j NJ O W Z Z LL Lc) LL (.0 J UMOJQ Q _ Lll W 0 U U X o IN W - O :E 00 Z:) ~ U-I m O • riv 0 JMQ .P_ O Or O••*• z .�. h1•• d a► w (n •••• .s • ffi 0 LL •O • • •CO "a4S • •� ••vo 0 • • • ® rnrnv Z AAA •..� • • '4 •�• • O W• Z • • W v co I I U x W dd Lt 0 A No. 58705 `r STr 7[ F '0�`` � 1 ORIOQ'. •' Cam, 01111110\\ A. LYNN MILLER, P.E. P.E.# 58705 TABLE 4: Window Design Pressure (+/-, psf) for Glass Types 2 & 4 Long Side (in) 67-7/8 72 76 80 84 88 92 96 100 104 109-1/2 112 116 120 124 128 132 136 140 144 30 +/-80 +/-80 +/-80 +/-80 +1-80 +1.80 +/-80 +/-80 +1-80 +/-80 +1-80 +1-80 +1-80 +1.80 +/-80 +1-80 +/-80 +1-80 +/-80 +1-80 32 +/-80 +/-80 +1-80 +/-80 +/-80 +1.80 +1-80 +/-80 +1-60 +/-80 +1-60 +/-80 +1-60 +/•80 +1-80 +1-80 +/_80 +1-80 +1-80 34 +/-80 +/-80 +1-80 +1-80 +1.80 +/-80 +1-80 +/-80 +1.80 +/-80 +/-80 +1-80 +1.80 +1-80 +/-80 +/-80 +1-80 36 +1-80 +/-80 +1-80 +/-80 +/-80 +1-80 +1-80 +1-80 +/-80 +/-80 +1-80 +1-80 +1-80 +/-80 +1.80 +/-80 38 +1-80 +/-80 +1-80 +1-80 +/-80 +/-80 +1-80 +1-80 +/-80 +/-80 +1-80 +/•80 +1-80 +1-80 40 +1-80 +1.80 +/-80 +1-80 +1-80 +1-80 +1-80 +/-80 +1-80 +1-80 +/-80 +1-80 42 +/-80 +1-80 +/-80 +1-80 +/-80 +/-80 +1.80 +/-80 +1-80 +1-80 +/-80 44 +/-80 +1-80 +/-80 +1-80 +1.80 +1-80 +1-80 +1-80 +1.80 +1-80 46 +1-80 +1-80 +1.80 +/-80 +1.80 +1-80 +1-80 +1.80 +1.80 v 48 +1-80 +1-80 +1.80 +1.80 +1.80 +/-80 +1-80 +/-60 50 +/-80 +/-80 +/-80 +1.80 +1-80 +/-80 +/-80 52 +1•80 +1-80 +/-80 +1-80 +1-80 +1-79.1 54 +/-80 +/-80 +1-80 +/-80 +1-78.6 56 +1-80 +/-80 +1-80 +1-79.1 58 +/-60 +1-80 +/-80 60 +1-80 +/-80 +/-79.3 62 +1.80 +1.80 64 +1-80 +1-80 66 +1.80 67.7/8 +/-80 NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1" FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 1-1/16" NOM. TABLE DIMENSIONS MAY BE GLASS STACK 7/16" LAMINATED ORIENTED VERTICALLY OR 7/16" LAMINATED L� —�{ HORIZONTALLY AS SHOWN. GLASS STACK I l I GLASS STACK 3/16" HEAT STRENGTHENED GLASS LONG .090" PVB INTERLAYER 3/16" TEMPERED GLASS SIDE 3/16" HEAT 3/16" HEAT STRENGTHENED GLASS �-- LONG SIDE 3/16" HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7/16" AIR SPACE .090" PVB INTERLAYER 4 11 SHORT 5 SIDE USED AT CURVED USED AT CURVED SHORT FRAME MEMBERS ONLY 5/8" SIDE 29 5/8" FRAME MEMBERS ONLY 29 @ 11-7/8" O.C. MAX. GLASS BITE @ 11-7/8" O.C. MAX. GLASS BITE 1_3 1-3 EXTERIOR EXTERIOR LONG SIDE 20 13 a 22 21 13 T_ GLASS TYPE 2 GLASS TYPE 4 SHORT LONG SIDE / SIDE SHORT Il SIDE (� PRODUCT REVISED as complying with the, Florida Acceding Code l5-0528" Acceptance No 121. Bvirotion Dale%9 By NO CHANGE THIS SHEET a DATE:07/02115 00 ct a U a cf) Y Q W _ 04 N naa p 0 O00 N a�DQ o� 04 M M W N 1; O � pO Z I.L � L.L (0 Z J �8 UMOJQ Q o W UU X— 'ON W — O m 00 o0 W to 0 C� 0MQ ;> 0 Q••�!• Z06 •N••i� eqp- • Q� . • • • ••� � aa4S r• ••• ® rn Z ••4tr• • r 0 (!�. Z 1 • � • � Z k• DDS � tl N .. w R U X_ w 0. d LL � arjrj -�saQ sa��as \\��11111rrJri� A. LYNN MILLER, P.E. P.E.# 58705 TABLE 5: Window Design Pressure (+1-, psf)for Glass Type 5 Long Side (in) 67-7/8 72 76 80 84 88 92 96 100 104 109-1/2 30 +901-125.4 +901.120 +901-115.5 +901-111.5 +90/-108.5 +90l-106 +901-104.5 +90/-103.5 +901-102-5 +901-100.7 +90/-97.9 32 +901-116.9 +99.110 8 +901-105.3 +90'-101.6 +90/-98.7 +90/-95.7 +901-92.3 +901-90.6 +901-90.3 +1.89.9 +1.89 34 +90/-108.9 +901-103 +90/-98.8 +90/-95.1 +901-91.8 +1-88.2 +1-84.4 +1-81.5 +/-80.1 +1.79.8 +1-79.4 36 +901-102.6 +90d-97.1 +90/-928 +1-88.9 +/-85.5 +1-826 +/•79.7 +/-77.2 +1-75.1 +1-73.4 +1-72.2 38 +901-98.4 +901-92.2 +1-86.7 +1.83.2 +/-80.7 +1-78.1 +1.75.2 +/-725 +/-70.3 +1-68.5 +/-66.3 40 +90/-94.6 +1-88.2 +1-82.6 +1.79.8 +1-77.2 +1-74.3 +/-71.3 +1-67.9 +1-65.1 +1-63.4 +1-61.6 42 +901-91.3 +1-84.7 +1.80.7 +/-77.4 +/-74.3 +1-71.3 +/-68.2 +1.64.7 +1-61.6 +/-59.8 +1-58.2 44 +1-88.3 +1.82.4 +/-78.9 +1-75.4 +/-721 +1-68.9 +1-65.6 +1-622 +/59.7 +/-57.5 v 48 +l-85.4 +l•80.8 +1-77.2 +1-73.8 +1-70.1 +/-66.8 +1-63.5 +1-60.3 +157.7 v 48 +1-827 +1-79.3 +/-75.6 +1-71.9 +1-68.3 +/-64.9 +1-61.5 +/-58.2 50 +/.80.9 +/-77.5 +1-74.1 +1-70.3 +1-66.7 +/-63.1 +1-59.7 tf 52 +1-79.1 +1-75.6 +1-72.4 +/-68.8 +1-65.1 +1-61.5 54 +1-77.4 +1-73.8 +1-70.5 +1-67.3 +1-63.5 56 +1-75.8 +1-72 +/-68.6 +1.65.3 58 +1-74.2 +/-70.3 +/-66.8 60 +1.727 +1-68.7 +/-65 62 +/-71.2 +/-67.1 64 +1-69.7 +/-65.5 66 +/-68.3 1 67-7/8 +1-67 NOTFS- 7/16" LAMINATED GLASS STACK USED AT CURVED FRAME MEMBERS ONLY @ 11-7/8" O.C. MAX. 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT V FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEG WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS. TABLE 6: Window Design Pressure (+l-, psf) for Glass Type 7 Long Side (in) 67-7/8 72 76 80 84 88 92 96 100 104 109-1/2 30 +90/-130 +901-130 +90/-130 +901-126 +90/A22.6 +901-119.8 +901.118.1 +901.117 +9U-115.8 +901-112.7 +90'-109.9 32 +90/-130 +901-125.1 +901.118.9 +90/-114.8 +901-111.5 +901-108.1 +90/.104.3 +901-102.4 +901-102 +901-101.4 +901-99.7 34 +901-123.1 +90'-116.4 +901.111.7 +901.107.5 +901-103.8 +901-99.7 +901-95.3 +901.92.1 +90/-90.5 +1-90 +/-89.6 36 +901-116 +90'-109.8 +901-104.6 +90/-100.5 +90/-96.6 +901-93.3 +1-90 +1-87-3 +/-84.9 +1.82.3 +1-81.2 38 +901-111.2 +90'-104.2 +90/-9T9 +901-94 +90/-91.1 +/-88.2 +/-84.9 +/-81.9 +/-79.4 +/-76.4 +1-74.3 40 +901-106.9 +901-99.6 +901-93.4 +90'-90.1 +/-67.2 +/-84 +/-80.5 +1-76.7 +1.73.5 +1-70.9 +/-69 42 +901-103.2 +90/-95.7 +90/-91.2 +1.87.4 +1-84 +1-80.6 +1-77 +1-731 +1•69.6 +/-66.9 +/-65.2 44 +90l-99.7 +901.93.1 +1-89.1 +1-85.2 +1-81.4 +1-77.8 +1-74.1 +1-70.3 +1-67.5 +1-63.9 46 +901-96.5 +90'-91.3 +/-87.2 +1-83.2 +1-79.2 +1-75.4 +1-71.7 +/-68.1 +1.65.1 a 48 +901-93.5 +/-89.6 +1-85.4 +1-81.2 +1-77.2 +1-73.3 +/-69 5 +/.65.8 50 +90/-91.4 +/-87.6 +1-83.7 +1-79.4 +/-75.3 +1-71.3 +1-67.5 x 52 +/-89.4 +1.65.5 +/-81.8 +1-77.7 +1-73.5 +/-69.5 (h 54 +/•87.5 +1-83.4 +/-79.6 +/-76 +1-71.8 56 +1.65.6 +/-81.4 +1-77.5 +1-73.8 58 +/.83.8 +1-79.4 1 +1-75.4 60 +1-821 +1-77.6 +/-73.5 62 +1-80.4 +1.75.8 64 +/-78.8 +1-74 66 +/-77.2 67-7/8 +1-74.9 SG INTERLAYER 6" ANNEALED GLASS 5/8" GLASS BITE GLASS TYPE 5 �- LONG SIDE SHORT SIDE }-+--- LONG SIDE SHORT SIDE TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. 1-1/16" NOM. GLASS STACK 7/16" LAMINATED GLASS STACK 3/16" TEMPERED GLASS 3/16" ANNEALED GLASS 3/16" ANNEALED GLASS 7/16" AIR SPACE USED AT CURVED FRAME MEMBERS ONLY @ 11-7/8" O.C. MAX. NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1" FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEG WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS, EXTERIOR a 21 GLASS TYPE 7 .090" SG INTERLAYER 5/8" GLASS BITE SHORT Il SIDE LONG SIDE _ I SHORT �I SIDE f PRODUCT REVISED as complying %vilh the Florida Building Code 1rJ -Q512 0 Acceptance No I-,,cniralim Dale By NO CHANGE THIS SHEET Q DATE:07/02/15 a U a M Y Q LU r_ 04 (n na2f ❑ 00 o 0 CV aloa � N cZ' O 0 M co � W CV 79 umoJG 0 J Z u•- N J Ln LL- C) CO z J ti 0 = W LL1 U V X L o 0 IN W z o 2 � 5 W on 0 •.,il� (D 9Ma h 0 +�} • z "• :m J. • •� •Poe z•04•0U) ' zLL >Z•aW w ❑ W 0 ti00 X w as t% 0 allll .,Sao sayaS \\`111f111///// \� 1 YNIV C oGENSC �(cp • IJo. 5£3705 '. rC S7ATL F :7 omo . LY, t ff�1lCA1 }L MIC / ALLER, P.E. P.E.# 58705 ino�L i. Window Design Pressure (+/-, psQ for Glass Types 6 & 8 Long Side (in) 67-7/8 72 76 80 84 88 92 96 100 104 109-1/2 112 116 120 124 128 132 136 140 144 30 +901-130 +901-130 +90/-130 +90/-130 +90/-130 +901-130 +901-130 +901-130 +90l-130 +901-130 +901-130 +901-130 +901-130 +901-130 +90l130 +901-130 +90l-130 +901130 +901A30 +901.130 32 +90/-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-130 +901-130 +901-130 +901A30 +901-130 +901-130 +901-130 +901.130 +901-130 +901.130 +90/-130 +901-130 34 +90/-130 +901.130 +901.130 +901.130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901430 +901-130 +901.130 +901-130 +90l430 36 +90/-130 +901-130 +901-130 +901-130 +901.130 +901.130 +901-130 +90/-130 +901-130 +901430 +901-130 +901-130 +901-130 +901-130 +901-130 1 +901-130 38 +901-130 +901-130 +901-130 +901-130 +901.130 +901.130 +901430 +90/-130 +901-130 +901-130 +90/-130 +901-130 +901-129.2 +901-127.3 40 +901-130 +90/-130 +901-130 +901-130 +901-130 +901-130 +901-130 +90/-130 +901-130 +90'-126.8 +901-123.2 +901422 42 +901-130 +901-130 +901-130 +90/.130 +901-130 +90/430 +90/-130 +9(V-129.3 +901-123.2 +90'-119.7 +901-116.4 44 +901-130 +901430 +901-130 +90/-13D +901430 +901-130 +90l-130 +901-124.5 +901-119.4 +90/-115 48 +901-130 +90l430 +901.130 +90/-130 +901-130 +901-130 +901-126.9 +90l-120.5 +90l-115.3 48 +90/-130 +90/-130 +90/.130 +901-130 +901-130 +90/-129.7 +90/-123 +901-116.5 50 +901-130 +901-130 +901-130 +901-130 +901-130 +90/-126.2 +89.41-119. I_- 52 +901-130 +901-130 +901-130 +901-130 +90/-130 +88.81.123 u) 54 +90/-130 +901-130 +90/-130 +901-130 +88.8/-127.1 56 +901-130 +901-130 +901- 330 +89.41-129 58 +901430 +901-130 +901.130 60 +901-130 +90/-130 +89.6/-129. 62 +901-130 +901-130 64 +901-130 +90/-130 66 +901-130 67-718 +901-130 NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1" FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEG WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS. TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR 1-1/16" NOM. HORIZONTALLY AS SHOWN. 7/16" LAMINATED GLASS STACK 7/16" LAMINATED LONG GLASS STACK GLASS STACK SIDE 3116" HEAT STRENGTHENED GLASS LONG SIDE 090" SG INTERLAYER 3/16" TEMPERED GLASS T_ 3/16" HEAT 3/16" HEAT STRENGTHENED GLASS 3/16" HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7/16" AIR SPACE 090" SG INTERLAYER SHORT • SIDE 4 11 11 SHORT t USED AT CURVED 5 FRAME MEMBERS ONLY USED AT CURVED @ 11-7/8" O.C. MAX. 29 GLASS BITE FRAME MEMBERS ONLY 29 GLASS BITE @ 11-7/8" O.C. MAX. 1-3 1-3 tom, LONG SIDE EXTERIOR EXTERIOR 20 13 G] 22 21 13 SHORT �� SING DE GLASS TYPE 6 GLASS TYPE 8 SHORT 11 SIDE PRODUCT REVISED as complying with the F{orida Building Code is_b 5Z8.2h Acceplancc tdo EYniratio„ Datc"F��Jcl By NO CHANGE THIS SHEET DATE:07/02/15 m v x U EN cf) Y Q W 04 jnaR O >O O cv aloQ to p mot• � o z t'- � u- c0 � uMo1Q 0 w U(Wj XT) o 9MQ O O O Z �z az °; u, �0LL J ® Z N• •.• • Y •— :1I U) .•• jS 0 5•• .. Z .. .' sLL • . • O '•Cii �i •� W • • U • uj- as • p a1111 -.,)Sao sauaS LYNN i _ No. b8705 } \ ��11111111�1\ A. LYNN MILLER, P.E. P.E.# 58705 ` EDGE DISTANCE INSTALLATION TYPE A E�_ 4 WiNDOW EXTERIOR BUCK HEIGHT TIP -TO -TIP WINDOW HEIGHT 2X WOOD BUCKSTRIP INSTALLATION OR FRAMING, SEE INS :ALLI�IO,N EMBEDMENT NOTE 2, THIS SHEET ,PE.Gz; - TYPE B EMBEDMENT 1X WOOD BUCKSTRIP, 1/4" MAX SEE NOTE 2, THIS SHEET + a EMBEDMENT SHIM 1 7YP. ANCHOR TYPE, EMBEDMENT AND EDGE b EDGE DISTANCE PER SUBSTRATE, DISTANCE EDGE 6 SEE TABLE 8, THIS SHEET DISTANCE 114" MAX t 1 1 SHIM 1 a (1 } L1111m 7YP. ANCHOR TYPE, EMBEDMENT AND EDGE 9: DISTANCE PER SUBSTRATE, ad SEE TABLE 8, THIS SHEET ' USED AT CURVED FRAME MEMBERS ONLY ° . EXTERIOR @ 11-7/8" O.C. MAX. CONCRETE/CMU 4 VISIBLE LIGHT WIDTH = 5 PER ANCHOR '- REQUIREMENT WINDOW BUCK WIDTH - 2-314" WINDOW BUCK WIDTH CONCRETE/CMU TIP -TO -TIP WINDOW WIDTH PER ANCHOR REQUIREMENT 1r4" MAX. SH---{ � HORIZONTAL SECTION A -A --7T� #12 STEEL VISIBLE SELF -DRILLING SMS LIGHT (G5), SEE TABLE HEIGHT = THIS SHEET WINDOW BUCK HEIGHT- INSTALLATION 2-3l4" METHOD D INSTALLATION ANCHOR UNDERNEATH THE BEADING EXTERIOR MIAMI-DADE APPROVED MULLION 21 (SEE SEPERATE NOA), ALUMINUM, 6 STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 8,THIS SHEET 5 1/4 �" MAX SHIM 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET d ' CONCRETE PER EMBEDMENT ANCHOR REQUIREMENT d • INSTALLATION I-�-- EDGE TYP. ANCHOR TYPE, EMBEDMENT DISTANCE AND EDGE DISTANCE PER TYPE B SUBSTRATE, SEE TABLE 8, THIS SHEET VERTICAL SECTION B-B TALI G O• Anchor Substrate Min. Edge Distance Min. Embedment Max O.C. Spacing #12 or #14 410 SS Screw P.T. Southern Pine (SG=0.55) 9116" 1 3/8" 12' Aluminum, 6063-T5 min. 3/8' 0.063" ' 12' A36 Steel 3/8" 0.063' ' 12' Steel Stud, Gr. 33 min. 3/8' 0.045' (18 Ga) 12" #12 or #14 Steel Screw (G5) P.T. Southern Pine (SG=0.55) 9/16' 1-3/8" 12" Aluminum, 6063-T5 min. 3/8' 0.063' • 12" A36 Steel 318" 0.063' • 12' Steel Stud, Gr. 33 min. 3/8` 0.045' (18 Ga)' 12' 1/4" 410 SS CroleFlex Ungrouted CMU, (ASTM C-90) 2-1/2' IAA' 12" Concrete (min. 3.35 ksl) 1' 1-3/4' 12" /4"Steeel Ultracon Concrete (min. 2.65 ksl) 1" 1-3/4' 12' Concrete (min. 2.85 ksi) 2-1/2' 1-3/8" 12' Ungrouted CMU(ASTM_G90) 2-1/2' 1-1l4` 12" Grouted_ MU; ASTM-C:90 —2=172' —A-3/4% 12" it 5116" Steel Ultracon Concrete (min. 3.5 ksl) 1-114' 1-3/4' — 12— Grouted CMU, ASTM C-90 2-1/2" 1-314" 1 12' MIN. OF 3 THREADS BEYOND THE ME I AL 5Ubs I KAI L. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEETAASZ1X%,-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. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. PRODUcr REVISED as complying with the. Florida Building Code �� y Acceptance No r,.imtion Date By Mi NO CHANGE THIS SHEET DATE:07/02/15 ca or U ce Y Q W N (A We 0 p &JOG O 1 N N cy_ O ch M DJ ) N t8 LMOJQ OJ z LL � t� L o r9 Z - ti Q = WW UU X- o ON HZ m2 � - w O U 0mo 1�> QY O Z o cr:)Z Z a' O •:••� • LL • • • Z •ib 0000 • •.. �l • • ® i• ... (!)• rn Z • Q• •I.- • • • • .j ✓ I:• .;r •• •• 04 •z Z• .40 •• LL 04 W N,C) ••• : : LIJ •V • Illy •00 LL alpi 'Dsao sagas \�t�11111f1!/! No. 50 705 =_ C.?. ST 1TE OF Ali\ l` COR1D�_ ��ilJl:il1�`\ A. LYNN MILLER, P.E. P.E-# 58705 2X WOOD BUCKSTRIP EDGE OR FRAMING, SEE DISTANCE NOTE 2, THIS SHEET INSTALLATION TYPE E 4 EXTERIOR a WINDOW BUCK HEIGHT EMBEDMENT INSTALLATION TYPE F VISIBLE LIGHT HEIGHT = WINDOW BUCK HEIGHT - 2-314" EDGE DISTANCE EMBEDMENT 1 /4" MAX 1 SHIM EDGE " DISTANCE TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 9, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY @ 11-7/8" O.C. MAX. 1/4" MAX, SHIM #12 STEEL SELF -DRILLING SMS (G5), SEE TABLE 9, THIS SHEET INSTALLATION TYPE H INSTALLATION TVi"fC f, EMBEDMENT I 1/4" MAX SHIM I..- •,,_ . . I CONCRETEICMU PER ANCHOR REQUIREMENT EXTERIOR MIAMI-DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 9,THIS SHEET _C4" MAX SHIM IIX WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET INSTALLATION TYPE F I WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 9, THIS SHEET EXTERIOR \ 1 VISIBLE LIGHT WIDTH = WINDOW BUCK WIDTH - 2-3/4" WINDOW BUCK WIDTH HORIZONTAL SECTION C-C EMBEDMENT .Q EDGE DISTANCE CONCRETE/CMU PER ANCHOR REQUIREMENT v�� v Anchor Substrate Min. Edge Distance Min. Embedment Max O.C. Spacing #12 or #14 410 SS Screw P.T. Southern Pine (SG=0.55) 9/16" 1-3/8' 12" Aluminum, 6063-T5 min. 3/8' 0.063' . 12' A38 Steel 3/8' 0.063" • 12" Steel Stud, Gr. 33 min. 3/8' 0.045' 18 Ga 12' #12 or #14 Steel Screw (G5) P.T. Southern Pine (SG=0.55) 9116' 1-3/8' 12' Aluminum, 6063-T5 min. 3/8' 0.063' • 12' A36 Steel 318" 0.063' ` 12" Steel Stud, Gr. 33 min. 3/8' 0.045' (18 Ga) • 12' 1/4' 410 SS CreteFlex 1/4" Steel Ullracon 5/16' Steel Ultracon Ungrouted CMU, (ASTM C-90) 2-112' 1-114" 12' Concrete (min. 3.35 ksi) Concrete (min. 2.85 ks{) 1" 1" 1-314' 1-3/4' 12' 12' Concrete (min. 2.85 ksi) 2-112" 1-3l8' 12" Ungrouted CMU, (ASTM C-90) 2-1/2' 1-1/4' 12' Grouted CMU, ASTM C-90 Concrete (min. 3.5 ksl) 2-1/2' 1-114' 1-3/4' 1-3/4' 12" 12" Grouted CMU, ASTM C-90 2-112' 1-314" 12' ' MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. o : ° CONCRETE PER ANCHOR INSTALLATION NOTES: b REQUIREMENT 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ° a 2. WOOD BUCKS DEPICTED ON THIS SHEET AS "1X", ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1 X WOOD BUCKS ARE TYP. ANCHOR TYPE, EMBEDMENT OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS "2X" ARE 1-1I2' THICK OR GREATER. AND EDGE DISTANCE PER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING SUBSTRATE, SEE TABLE 9, THIS SHEET JURISDICTION. VERTICAL SECTION D-D 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. PRODUCT REVISED as complying with the Fimiidaa d Accctu inn Code 15-05 2.p 26 Aceplae No `L-viration Dato )q A k5y NO CHANGE THIS SHEET DATE: 07/02/15 m a U a ce> Y Q a ? nab O � O N alnQ c! coLLICV ` 4 (n O UMDJQ o �, Z I.L N J o Z J C) = Ill T.- r' LL1 �oN 9MQ wU ~O O�Z 03 0 0 1 >°O4 o � Z 0_ Z • LL • (>7 •� laa S • • tL • • r ••or••Q • w • W Q • a_ • • IL LLI a1T11 -asa4 sauas LYNrt/ 1 14o.58705 o . ftSTE OF /(/7 NAL A. LYNN MILLER, P.E. P.E.# 58705 TYP. ANCHOR TYPE, EMBEDMENT AND EDGE i EMBEDMENT DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET INSTALLATION TYPE I WINDOW BUCK HEIGHT 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET USED AT CURVED EXTERIOR 29 FRAME MEMBERS ONLY @ 11-7/8- O.C. MAX. VISIBLE LIGHT HEIGHT = WINDOW BUCK HEIGHT - 2-3/4" INSTALLATION TYPE .I EDGE DISTANCE 1/4" MAX SHIM 1 /4" M INSTALLATION TYPE L ##10 STEEL SELF -DRILLING SMS (G5), SEE TABLE 10, THIS SHEET 2X WOOD BUC OR FRAMING, NOTE 2, THIS SHEET �1/4" MAX SHIM INSTALLATION TYPE J EDGE DISTANCE 1/4" MAX SHIM U 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET EMBEDMENT OR U MIAMI-DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 10,THIS SHEET EDGE DISTANCE FRF___7;N I TYP. ANCHOR TYPE, EMBEDMENT EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET VERTICAL SECTION F-F INSTALLATION TYPE K EDGE DISTANCE --l 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET EMBEDMENT EXTERIOR ID VISIBLE LIGHT WIDTH = WINDOW BUCK WIDTH - 2-314" WINDOW BUCK WIDTH HORIZONTAL SECTION E-E Anchor Substrate Min. Edge Distance Max. O.C. Spacing 2-1/2" x .113" Box Nail P.T. Southern Pine (SG=0.55) 5/16" 5" 2-1/2" x .131" Common Nail P.T. Southern Pine (86=0.55) 31W 5" 2-1/2" x .145" Roofing Nail P.T. Southem Pine SG=0.55 318" 5" #10 x 1" Steel Screw' P.T. Southern Pine (SG=0.55) 1/2" 5" 0.093" Aluminum, 6063-T5 min. 5116" 5" 1/16" A36 Steel 5/16" 5" 0.045" 18 Ga Steel Stud, Gr. 33 5/16" 1 5" MIN. OF 3 THREADS BEYOND THE METAL SUbti I RA I t. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET 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. 3, FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. PRODUCT REVISED as complying with the Florida Building Codes.to Acceptance No j�� 141 Expiration Date NO CHANGE THIS SHEET a DATE:07/02/15 v ce U a W M Y Q naa N j O p ti O 00 ' aIDQ N e UM DJQ O _j J o Z LL � LL � Z _..l ti Q 2 W W 0 UU Xc� 0 OMO I— W m Q f'J SR o> rn O z a 70,..s ILL • J do • • , 00 . . Maus • ® z :�... — • O •� O .d�..z ••• • • z p pO IycVw Wl%A11 L sauas Q. No. 58705 �e ST.T6 OF 1/j /Ij/ltllll A. LYNN MILLER, P.E. P.E.# 58705 2X WOOD BUCKSTRIP EDGE OR FRAMING, SEE -INSTALLATION TYPE M DISTANCEOTE 2, THIS SHEET FOR THIS INSTALLATION METHOD ONLY, ANCHORS MAYBE NO • MORE THAN 6" O.C. 4 EXTERIOR a WINDOW BUCK HEIGHT VISIBLE LIGHT HEIGHT = WINDOW BUCK HEIGHT - 2-3/4" INSTALLATION TYPE N • • a '4 EMBEDMENT 4 . • • _ I EDGE �1 DISTANCE 0 EMBEDMENT �1/4" MAX SHIM TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY @ 11-718" O.C. MAX. INSTALLATION TYPE M FOR THIS INSTALLATION EMBEDMENT METHOD ONLY, 1/4" MAX ANCHORS MAY BE NO SHIM 0 MORE THAN 6" O.C. O 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET EDGE DISTANCE CONCRETE/CMU PER ANCHOR REQUIREMENT 1/4" MAX. SHIM -Tr-,{ INSTALLATION TYPE O 1 FOR THIS INSTALLATION METHOD ONLY, ANCHORS MAYBE NO • MORE THAN 6" O.C. #12 STEEL SELF -DRILLING SMS (G5), SEE TABLE 10. THIS SHEET TYP. ANCHOR TYPE, EXTERIOR EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, ID SEE TABLE 11, THIS SHEET �1/4" MAX SHIM MIAMI DARE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 11,THIS SHEET 1X WOOD BUCKSTRIP, C� SEE NOTE 2, THIS SHEET 1 e •4 4 ° •4 � Y VERTICAL SECTION H-H INSTALLATION NOTES: INSTALLATION TVCOG I'd I WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET VISIBLE LIGHT WIDTH = 5 WINDOW BUCK WIDTH - 2-314" WINDOW BUCK WIDTH HORIZONTAL SECTION G-G TARI F 91- EMBEDMENT I a EDGE • o ° DISTANCE CONCRETE/CMU PER ANCHOR REQUIREMENT EXTERIOR 15 Anchor Substrate Min. Edge Distance Min. Embedment Max. O.C. Spacing #12 or #14 410 SS Screw P.T. Southern Pine S157=0.55 9116' 1318" 6' Aluminum 6083-T5 min. 3/8' 0.063"' 6° A36 Steel 3/8' 0.063" " 6" Steel Stud, Gr. 33 min. 3/8" 0.045" 18 Ga ' 6' #12 or #14 Steel Screw (G5) P.T. Southern Pine SG=0.55 9/16" 1-3/8' 6" Aluminum, 6063-T5 min. 3/8" 0.063' ' 6" A36 Steel 3/8' 0.063" ' 6' Steel Stud, Gr. 33 min. 3/8" 0.045" 18 Ga ` 6" 1/4" 410 SS CreteFlex Ungrouted CMU, ASTM C-90) 2-1/2" 1-1/4" 12' Concrete (min. 3.35 ksi) 1"1 1-314" 12" 1/4' Steel Ultracon Concrete min. 2.B5 ksi 1" 1-3/4" 12' Concrete min. 2.85 ksl 2-1/2' 1-318" 12" CMU, ASTM G90 2-1/2' 1-1/4" 12' __Y22routed Grouted CMU, ASTM C-90 2-1/2' 1-3/4" 12" 5116" Steel Ultracon Concrete min. 3.5 ksl) 1-1/4' 1-3/4' 12" Grouted CMU, ASTM C-90 2-1/2" 1-314" 12" " MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET 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 1-112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. PRODUCT REVISED as complying with the Florida Building Code Acceptance No pirationDate 2Q1� By mia a e ro ucl Control NO CHANGE THIS SHEET DATE:07/02/15 m a U > a ce) Y Q W N j nab r' N 4L T a O h to O C) CV atDq O 'l N - C) M M rn C� W Z 70 CV t; OJ LLLr) (0 J UMDJG Q = ui W U �_ 'ON W 00 O F_ W m O 1 9MG o C) > Op v Z Z d Z a o r ••• F • _ LL • • • • • • • • • • • • (3) •tj• • 1aa4S • •••• ® Z 4. • LVT • • `0 •� • • : • 7Q• O arDas ••• O' 0 tV • • X • • IL l+i • • 17r1 �saq sa �aS \\�tltlfilr/��/ � r . ,)8 05 C , '•. 40fi1U� . .� o/ A. LYNN MILLER, P.E. P_E.# 58705 ASSEMBLY DETAILS FOR FLANGE & EQUAL -LEG FRAMES 90° CORNER FRAME ASSEMBLY I i 10 ALL CORNERS TO USE GASKET AND/OR SEALANT � EQUAL -LEG FRAME FLANGE FRAME TABLE 12: ANGLED/CURVED FRAME ASSEMBLY iu t I I 10 ALL CORNERS T USE GASKET ANWOR SEALAIS EQUAL -LEG FRAME FLANGE FRAME MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT ALL CORNERS Item PGT Part # Description Material 1 I 4263C Flanged Frame Alum. 6063-T6 2 4285 Equal -leg Frame Alum. 6063-TS 3 4256 Integral Fin Frame Alum. 6063 T5 4 4255 7/16" Lami. Glass Beading Alum. 6063-T5 5 4254 I.G. Glass Beading Alum. 6063-T5 6a 4270 Installation Fastener Cover Alum. 6063-T5 6b 4224 Installation Fastener Cover Rigid PVC 10 70589C Gasket (at 900 corner joints) Polyethylene 11 TP24718 Vinyl Bulb Weatherstrip Flex PVC, Duro. 65 +/-1 13 Dow 899, GE 7700 Silicone or Equiv. 20 71652K Setting Block, Mono. 3116" x 7/16" x 4" Neoprene, Duro. 85 +/-1 21 71704AK Setting Block, I.G. 3116" x i-3137' x 4" Neoprene, Duro. 85 +/-1 22 DURAK716 7/16" DuraSeal Spacer 29 #6 x 1-1/4" FH SMS Stainless Steel 30 781PQX #8 x V Quad PH SMS Stainless Steel dco,A 2.784" .094" .074" - � .062" 1.875" .438" 1.000" .5001, t —��- .050"to ow FLANGE FRAME #4253C, 6063-T5 .876" ,+ — .050" I 7/16" LAMI OGLASS BEADING #4255, 6063-T5 ASSEMBLY DETAILS FOR FIN FRAMES 90° CORNER FRAME ASSEMBLY 2.784" .094" --� �— 074" 1.375" 500" 438" OEQUAL -LEG FRAME #4285, 6063-T5 .346" .875" .050" I.G. GLASS 5 BEADING #4254, 6063-T5 )/CURVED ASSEMBLY )R (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT ALL CORNERS 2.784" .094"I-�— .062" .074" .062" 1.375" 500",f r v 438" u ull u } .050I"io-ooc 1.126" .077" 3 FIN FRAME #4256, 6063-T5 --*-{ 1.037" j+ .050" INSTALLATION 6a FASTENER COVER #4270, 6063-T5 PRODUCT REVISED as complying with the FWda Building Code (5 . 5 - 2� Acceptance Ho Esc iration Date �� 1 By Miami ade Product Con rol NO CHANGE THIS SHEET af DATE:07/02/15 v a U M Y Q LLl > a (n naa o O "7 } r` d atoQ 0 N 000 CO N 0 '* N a' -� M J ce) a W z N r Xa zz LL ll to J um oja t� =w �� _- W 0Mo �w mp 00 W ti> O0 z z o o Z IZ �. •er O Clf C •� •!-- •••• Q • • • rn ~ •(A f�4S . .. ® • �" z • • • x '07 z • • j• • C) •� spas d z • • `{ 0 •U, .., . •• •• • •LL O CO as a11r1 •�saQ sauas i, No.58'705 %� = Oc ?� • SiATL r: 411 NN MILLER, 1 A. LYP. E-# 58705 P E 1 Mf® MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11905 SW 26 Street., Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION 1f;ZECE1VEn(7R6)3l5-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE NOA mvw.miamidade.govtcconotn}- PGT Industries, Inc. Q 1070 Technology Drive North Venice, FL 34275 BY: SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section 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 "FD-101"71uminuni French Doors w/wo Sidelites— L.M.I. APPROVAL DOCUMENT: Drawing No. 11005-1 Rev E, titled "Alum. French Door & Sidelites, Impact", sheets 1 through 10 of 10, dated 04/04/2012 and last revised on 05/29215, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami —Dade County Product Control Revisionstamp with the Notice of Acceptance number and Expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitations: 1. Use of Table 1, require full length reinforcements (item 422) for OX, XO, XXO, OXX, OXO and OXXO. The lower design pressure from X, XX door or 0 (sidelite) shall control. 2. All laminated glazing options (glass types, A, B, C, D & E) must have 3/16"HS glass at interior side. 3. %4" Elco Ultracon (former Tapcon) to be 4"OC into Cone. and 6" into CMU 6annbs). • • • • 4. Unlisted missing items # 69, 69, 75-89 and 100-102 in Bill of Material are not part of approvals • •...' ...... 5. Applicable Egress requirement to be reviewed by Building official. 6.0 ' • LABELING: Each unit shall bear a permanent label with the manufacturer's,naine or logd,*WSS state and'series aiid• • • • following statement: "Mianni-Dade County Product Control Approved", noted herein. • • • • • • .... .... . . RENEWAL of this NOA shall be considered after a renewal application has been filed and•tkerc lnaslzrno chattg;• • • 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 >:eyjVpji or change in the .' materials, use, and/or manufacture of the product or process. Misuse of this NOA as an Adorselictit of oduots • • • for sales, advertising or any other purposes shall automatically terminate this NOA. Failu pe to egmplyvit any sc(:gQy •; of this NOA shall be cause for termination and removal of NOA. • • • • • ' ADVERTISEMENT: The NOA number preceded by the Words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety, INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 12-0516.02 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by I�haq I. Chanda, P.E. MIAMNDADE COUNTY �,77 1 NOA No. 15-0528.24 Expiration D"ate: 0etober18, 2017 Approval Date: July -23; 2015 Page I °°° -15 WE �lokN SOB Sal JAXs ow 'Ossiglic All f-��-�-~- PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (Submitted tinder files # listed below) 2. Drawing No. 11005--1 Rev E, titled "Alum. French Door & Sidelites, Impact", sheets 1 through 10 of 10, dated 04/04/2012 and last revised on 05/29215, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS (Submitted under files # 12-0516.02/#I1-1013.22) 1. 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 fixed sidelite (0) w/ insulated laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Reports No(s) FTL- 6864, dated 04/02/12, signed and sealed by Marlin D. Brinson, P. E. 2) Test report 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 2411 3.2.1, TAS 202-94 Along with marked —up drawings and installation diagram of Aluminum outswing doors w/sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Reports No FTL-5212, dated 05/05/2007, signed and sealed by Carlos S. Rionda, P. E C. CALCULATIONS 1. Anchor verification calculations and structural analysis dated 05/22/15, complying with FBC- 214 (51' Edition), prepared by PGT, signed and sealed by Lynn Miller, P.E. 2. Glazing complies w/ ASTME-1300-02, 04 & -09. D. QUALITY ASSURANCE Soso** 1. Miami Dade Department of Regulatory and Economic Resources (SZER). ' • • • • • • •: • E. MATERIAL CERTIFICATIONS ' • • • • • • ' • • • • • 1. Notice of Acceptance No. 11-0624.01 issued to E.T. DuPont DeNemourco&oCo., Inc.for their*-**"*: "DuPont ButaciteO PVB Interlayer", expiring on 12/11/2016. •••• •••• ••,••. 2. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "SAMV(clew& color)••••• interlayer", expiring on 05/21/16. „•„• ••.•• •••.'• F. STATEMENTS • • • • • • • • 1. Statement letter of conformance to FBC 2014(5"' edition) and letter of $o.in&racial inteqst • • • • prepared by PGT, dated 05/22/15, signed and sealed by Lynn Miller, P.E. •• • 2. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises NOA # 12-0516.042, expiring 10/18/17. 2. Test proposals dated Jan 18, 2017 and 02/15/12 approved by Jaime D. Gascon, P.E. shaq I. Chanda, P.E. Product Control Examiner NOA No. 15-0528.24 Expiration Date: October 18, 2017 Approval Date: July 23, 2015 E-1 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S 1. _G AZ4NG.OPTIONS: -PLUS3(1) LITE OF-3/16" HEM STRENGTHENED -GLASS! B. 318" LAMI NOM. (.402") CONSISTING OF (1) LITE OF 1/8" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEE MAXIMUM PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. C 7/16" I AMI NOM ( 465") CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE M a PIPI(APIIP J[IViVJ' MCP 1;V APPROVED I BY DATE I— IZO'41NG DEPT IMUM D -fir+ r�G KEPT IPS:10IF[FCT TO COMPLIANCE WITI I ALL 1=1-DERAL writvl_ui1%I1'1) Cnl INTY RUI LS ANn ATInrJS PLUS (1) LITE OF 3116" HEAT STRENGTHENED GLASS. D. 7/16" LAMI NOM. (.465") CONSISTING OF (1) LITE OF 3/16" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. E. 13/16" LAMI IG NOM. (.840") CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS, 1/4" AIRSPACE, (1) LITE OF 1/8" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS, 2. DESIGN PRESSURES: SEE TABLES 1 AND 2 ON SHEET 2. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. 0 B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 3. CONFIGURATIONS: X, 0, XX, XO, OX, XXO, OXX, OXO, AND OXXO. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS, SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THROUGH 10. 5. SHUTTERS ARE NOT REQUIRED. 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7, REFERENCES: OTEST REPORTS FTL-4964, 5212 & 6864; ELCO ULTRACON NOA'S:; ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ALUMINUM DESIGN MANUAL. 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY WS — (� - 2252 NOA DRAWING MAP TOPIC SHEET GENERAL NOTES ............ 1 CONFIGURATIONS........... 1 GLAZING DETAILS ........... 1 DESIGN PRESSURES...... 2 ELEVATIONS .................... 3 VERT. SECTIONS ............. 4 HORIZ. SECTIONS........... 5 PARTS LIST ...................... 6 EXTRUSIONS ................... 6,7 ANCHORAGE .................... 8-10 HURRICANE ZONE (HVHZ). GLASS ABBREVIATIONS 9. CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION: AN. = ANNEALED A. THE LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. HS. = HEAT -STRENGTHENED B. FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E-E, SHEET 5), IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TP. = TEMPERED TABLE 1., SHT. 2. REFER TO TABLE 2, SHT. 2 FOR DOOR TO SIDE LITE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. 'S BITE EXTEF G 1/8" AN. OR _ HS. GLASS 3116" HS. .090 PVB INTERLAYER GLASS (DUPONT BUTACITE OR _ SAFLEX/KEEPSAFE MAXIMUM) 3/8" NOM. GLASS STACK /8:' LAM`' I�N�O �7 -A, N O 1 r GL—A �ING-OPTION OR .B,. 93 30 73 EXTERIOR a 3/16" AN. OR HS. GLASS .090 PVB INTERLAYI (DUPONT BUTACITE ( SAFLEX/KEEPSA MAXIMU 1/2" GLASS 3/16" HS. GLASS 7/16" NOM. GLASS STACK 7/16" LAMI NOM. 30 SEP 0 3 MIS 90 —_ 74 ' EXTERIOR a 1/4" AIRSPACE 3116" TP. GLASS — .090 PVB INTERLAYER _ (DUPONT BUTACITE) GLAZING OPTION C OR D, NOTE 1 3/16" HS. GLASS 1/8" HS. GLASS 13/16" NOM. GLASS STACK 13/16" LAMI IG NOM. GLAZING OPTION E, NOTE 1 ?KOOWF kY FbW s.0.swVi via The rww m.lis code e~qwwD.r cx S2d 21 Mlaml 0&& PriA wct c_00 a U IL L6 u z° O W a �" U) J o J Q O T- p 06 m O � r V Z O O �Z _H 0 U •Q W •• i • LL • ,r d& LO • • • . ¢ � N� N li c> z o 7- ~ > Y `` n: az z w A \��r4rlillfl/// a w • j O `^ J. 17® W ' 7�O1; Z a ��//I111Itrrrr�� TABLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS APPROVED CONFIGURATIONS: X, XX, O, OX, XO, OXO, XXO, OXX & OXXO (FOR DOORS W/ SIDE LITES THE LOWER DP FOR THE DOOR OR SIDE LITE PREVAILS) REINFORCEMENT IS REQUIRED AT DOOR & SIDE LITE CONNECTIONS DOORS WITH GLASS TYPES A, B, C, D OR E HEIGHT X WIDTH XX WIDTH 68 - 79 3/4" 1 70- 83 3/4" 87 3/4" 91 KE - 95 3/4" 30 371/2" 6° 71 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.05.0 -75.0 O WIDTH SINGLE SIDE LITES WITH GLASS TYPE A 27 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 1 36 1 /8" 1 +75.01 -75.0 1 +75.01 -75.0 1 +71.41 -71.41 +67.61 -67.61 +64.21 -64.2 1 36 3/4" +75.0 -75.0 1 +74.9 -74.9 1 +70.4 -70.4 1 +66.6 -66.6 1 +63.1 -63.1 1 WIDTH SINGLE SIDE LITES WITH GLASS TYPES B, C, D OR E 36 3/4" +75.0 -75.0 1 +75.0 -75.0 1 +75.0 -75.0 1 +75.0 -75.0 1 +75.0 -75.0 TABLE 2. DESIGN PRESSURES FOR COMBINED DOOR / SIDE LITES ONLY APPROVED CONFIGURATIONS: OX, XO, OXO, XXO, OXX & OXXO (THE LOWER DP FOR THE DOOR OR SIDE LITE PREVAILS.) REINFORCEMENT IS NOT REQUIRED AT DOOR & SIDE LITE CONNECTION GLASS TYPES A,'B, C, D OR E HEIGHT X WIDTH XX WIDTH 68 - 79 3/4" 70- 83 3/4" 87 3/4" 91 3/4" 80 - 95 3/4" 20 25 1/2" 40 47 3/4" +58.6 -58.6 +55.4 -55.4 +52.4 -52.4 +49.8 -49.8 +47.4 -47.4 27 1/2" 51 3/4" +54.9 -54.9 +51.8 -51.8 +49.0 -49.0 +46.5 -46.5 +44.3 -44.3 29 1/2" 55 3/4" +51.7 -51.7 +48.8 -48.8 +46.1 -4611 +43.8 -43.8 +41.6 -41.6 26 31 1/2" 50 59 3/4" +49.0 -49.0 +46.2 -46.2 +43.6 -43.6 +41.4 -41.4 +39.3 -39.3 28 33 1/2" 54 63 3/4" +43.1 -43.1 +43.1 -43.1 +41.5 -41.5 +39.3 -39.3 +37.3 -37.3 35 1/2" 67 3/4" +38.1 -38.1 +38.1 -38.1 +38.1 -38.1 +37.5 -37.5 +35.6 -35.6 30 37 1/2" 60 71 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 SINGLE SIDE LITE 0 WIDTH GLASS TYPES A, B, C, D OR E 10 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 12 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 19" +72.4 -72.4 +68.5 -68.5 +65.0 -65.0 +61.9 -61.9 +59.0 -59.0 21 3/4" +64.5 -64.5 +61.0 -61.0 +57.8 -57.8 +55.0 -55.0 1+52.4 -52.4 27 3/4" +52.9 -52.9 +49.9 -49.9 +47.2 -47.2 +44.7 -44.7 +42.6 -42.6 361/8" +35.2 -35.2 +35.2 -35.2 +35.2 -35.2 +35.2 -35.2 +34.4 -34.4 F36 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 NOTES: 1. GLASS TYPES: A: 378"'L-4MI`(l nA,-.090_RVB, S)j B. 3/8" Ml 0/8" HS, .090 PVB, 3/16" HS) C. 7/16" LAMI (3/16" A, .090 PVB, 3/16" HS) D. 7/16" LAMI (3/16" HS, .090 PVB, 3/16" HS) E. 13/16" LAMI IG (3/16" TP, 1/4" AIRSPACE, 1/8" HS, .090 PVB, 3/16" HS) 2. COMBINED DOOR & SIDE LITE WIDTHS FOR TABLE 1 OR 2. MAX. OX/XO WIDTH = 73 1/2" MAX. OXO WIDTH = 1091/2" MAX. XXO/OXX WIDTH = 107 3/4" MAX. OXXO WIDTH = 143 3/4" 3. SINGLE DOORS 33 5/8" WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 64 1/8" WIDE OR OVER FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE FBC. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE. 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE IN MIAMI-DADE COUNTY. 5. EXAMPLES OF COMBINED DOOR AND SIDE LITE DESIGN PRESSURES: EX. A FROM TABLE 1. , OXO WITH GLASS TYPE A 30 WIDE x 90 HIGH SINGLE DOOR WITH 29 SIDE LITES DESIGN PRESSURE = +67.6 / -67.6 PSF EX. B FROM TABLE 1. OXXO WITH GLASS TYPE A 68" WIDE x 85" HIGH DOUBLE DOOR WITH 36 1/2" SIDE LITES DESIGN PRESSURE = +70.4 / -70.4 PSF EX. C FROM TABLE 2. OXO WITH GLASS TYPE C 30" WIDE x 87 3/4" HIGH SINGLE DOOR WITH 26" SIDE LITES DESIGN PRESSURE = +43.6 / -43.6 PSF EX. D FROM TABLE 2. OXXO WITH GLASS TYPE C 63 3/4" WIDE x 80" HIGH DOUBLE DOOR WITH 26" SIDE LITES DESIGN PRESSURE = +43.1 / -43.1 PSF 6. FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE CONNECTION SEE SECTION E-E, SHEET 5 FOR REINFORCEMENT DETAIL. p �k% t "c es �mpo he FlorWx $H v L�NdFr�lYnr+i Y N W o w o U O o o C O 3 3 C) O F- 3� � o bo = to LL ~ oz$ o O � W O d N W to o � 2 ~ W , Z U W U U y O = w w t� 2 LL .. . L ••rL•`-14 f9 t 7m5 o _ Q•••• ...W •�fl .. .. . ...... du', .. .. • • (L • J OJLL Zoo. •l Q r;0 aY O oZ z w U Nib .. uj crJ o 0 Q z . 0 rU 'o a : ll, �:Zz G V��' G� 36 73 1/2" MAX , MAX. _�109 " 1 /2" MAX. `I�_ _ MAX." SEE NOTE 3 v" ',v' ` T OX OR XO 37 1 /2" �A 95 3/4" 49 MAX. HT. 03 TYP. 84 3/8" MAX. DLO TYP. 40" (TYP.) Dt N ID CI, L 49 103 Ef J/EE� JE o SEE NOTE 4—�� OXO """--SEE NOTE 4 71 3/4" MAX. 24 9/16" MAX. DLO (TYP) .�41 14 IQ Ff I 'In nrnll A }' A XX 41 B 0 - NOTES: C4 1. FOR ANCHORAGE.D TAILS SEE SHEETS 8 THROUGH 10. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND 5. 143 3/4" MAX. 36 3/4" SEE NOTE 3 MAX. 36 3/4" MAX. 41 49 103 Er �E L E O X AC D SEE NOTE 4 ��OicxO 41 SEE NOTE 4 95 3/4" MAX. (TYP.) �G G DOOR DLO HEIGHT = HEIGHT -11 3/8" DLO WIDTH'X' = DOOR WIDTH -12 15116" DLO WIDTH 'XX' = DOOR WIDTH/2 -11 5/16" SIDE LITE DLO HEIGHT = HEIGHT -11 3/8" DLO WIDTH = WIDTH -3 1/8" 3. SIDE LITES OVERLAP'X' AND 'XX DOORS BY 3/4" WHEN ASSEMBLED TO MAKE 'XO', 'OX', 'OXO' 'XXO', 'OXX' AND 'OXXO' CONFIGURATIONS. 4. REINFORCEMENT LOCATION FOR SIDE LITE TO DOOR CONNECTIONS (SEE APPLICABILITY SHEET 2). 5. CLEAR OPENING FOR'X' AND 'XX' DOORS AS FOLLOWS: ('X' DOORS = WIDTH - 5.646) ('XX' DOOR = DOOR WIDTH/2-4.079) 95 3/4" MAX. (TYP.)- as tmpw r Piorida w+lt��e wtti tie Butaing code Aeeptnnce Nn. '�^P CYpl.tdow Drtt v 17 By t, �.,.� Miami node P utl Cowed Y 04 oW O lkO oo o o o O IQ J p o � w O LL 06 � O W ... f co ... . .• .... . a� a z �• . • o~ • W ..� U' fz LL 0 0j W. ® W a to s` n N rn � M to 0 X� x o M WZO Nway > O O Z o Z�i H v l emu- �-'• juy� In a (3 `` -�z-a INTERIOR IAX. DOR IGHT E V LIN I IlVP1L EXTERIOR I 61 MAX. DLO E 1 SL SECT. B-B VERTICAL INTERIOR CLEAR-( MAX. SIDE LITE HEIGHT SL VIEW G-G CORNER ASSEMBLY AT HEADMAMB AT SILUJAMB ows-bi ct ► vwteu }IsbBi�CoLe �06— �-y �ecQDtnacc F,iptr,xi„n Dxle t t ✓^ Ny .tt Cew� Miami I�d Y N oW a o U Q r -� O $ 40 O J E o U) O H V J LL 00 W �0 �nn O Q v) °Z U W C) U Q = W .. LQ Z .a 7. U) ....!' Lu. ..� .. }. U) O cL A5 Q' 0 o... • • .. . •.•. • •• �O1N N • • • i 01 lip X 02 W00 ~>dY O 0 it oz w U w a ;tu 00 0. V If G. -71 SPACING, SAME AS rMAX. SL WIDTH 67 JAMB ANCHOR SPACING �---- `� (SEE SHEETS 7, 8 AND 9) MAX. SL WIDTH—�i INTERIOR EXTERIOR g t.wU w suidiElC� , .cc No ' U 1 Etp+nl'wsbst� •�� M1 ma, Dade N Y o �W U O 't Q O s o 'U Q_ s (n z°O o�` o � c T- J o LLJ Q O U) LL (n C-6 m O U) z Ln cD o p z 1= cn w is Z _ ) F- U Al O = —' • z .� U)• W b •. k c� ' • o * d Q C N c� ��• o1L v y • .. ®. .O�N [04 �M�A9 • •• • • JU- X • •• • O T V 0� Q f- LLJ 0 O O o 1` z Z o w U Ljj, MAX MAX. J—o c? . — !jH DLO 22 SEE TABLES 1 AND 2 AND DLO - � CD � u NOTES ON SHEETS 1& 2 u z ° a o: L -� co co 66 62 SL SECT. E-E 62 FOR APPLICABILITY SL SECT. F-F = � L Z HORIZ. (DOOR WI SIDE LITE) HORIZ. (SINGLE SIDE LITE) " `' ' tiny•. .... ••• �,� /1r111141\ {AtODUCi !g" � .. c••Nr Q �spMti� O� [u Y O0 �O c tY (NI o e o 3 Q ••�•• ..vj U (/� J atS W U z W C) 0 � z O 3 o W ZO 2 UW y O ~ = O ao e� Z 055 —�I I} OUTSWING THRESHOLD 1,�v 1 c,> ._rC 3 CHANNEL COVER 6063-T6 Lg� l '1�-- r- 2.750 —1 �- 1.000 650 .125 O22 TUBE MULL _ 6063-T5 = ..rl $..; NEK wi •• •' �• ... •• ��" �n• • �, oN 04 04 o x v m.N W— F�,z1Qo > a Y n z Q Z ' rn a 0 it 0 Q �1 �� . w ' a z a °L . z Q o >J•J o \J nlr Oiw } 0.co ITEM DWG # PGT# DESCRIPTION 1 9436 60411 FRAME HEAD 2 1010 6Q300 WSTP.,Q-LON .190 X .375 HIGH 3 7070 67070K BULB WEATHERSTRIP .187 X .300 HIGH 4 955 7955X FLUSHBOLT STRIKEPLATE 5 938 7938X 2 PT. LOCK STRIKEPLATE 6 956 7956A FRAME HEAD STRIKEPLATE BACKING PLATE 7 7832X12FPXP #8-32 X.500 PH. FL. MS - S.S. W/SILICONE PATCH 8 995 70995 GASKET (BETWEEN THRESHOLD &FRAME JAMB) 9 996 70996 GASKET (BETWEEN HEAD &FRAME JAMB) 10 952A 6533016 FILLER HEAD ADAPTER 11 11000 611000M OUTSWING THRESHOLD 12 1670 671670 WSTP, .350 RD FOAM FILL T-SLOT {AMSBURY#32011} 13 11004A 611004M OUTSWING THRESHOLD CHANNEL COVER 14 11001A 411001A ACETAL SPACER .065 (INHOUSE INJECTION MOLDED) 15 11002A 411002A ACETAL SPACER .095 (INHOUSE INJECTION MOLDED) 16 11003A 411003A ACETAL SPACER. 140 (INHOUSE INJECTION MOLDED) 20 915D 60380 FRAME JAMB (OUTSWING) 21 1010 6Q300 WSTP.,Q-LON .190 X .375 HIGH 22 6608 66608M REINFORCEMENT, 1.000 X 2.750 X 0.650, 6061-T5 23 1140 78X112PSA7S #8 X 1.500 PH SQ A T/S 24 1048 71048 JAMB SCREW COVER CAP 25 930 41721N STRIKE PLATE INSERT 26 1118 710X34PFA #10 X .750 PH. FL. SMS 27 7070 67070K BULB WEATHERSTRIP .187 X.300 HIGH 30 910D 6910 DOOR PANEL, TOP &BOTTOM RAIL 31 911E 6911 DOOR PANEL, SIDE RAIL 32 917 7FRM0 HINGE EXTRUSION 33 1178 71058FP W,B #10X.625 PH. FL. SMS 34 913A 60378M TRUSS CLAMP 35 1130 6TRODA 5/16-18 THREADED ROD 36 990 7990NUTA 5/16-18 FLANGED HEX NUT 37 914A 60379M WEATHERSTRIP CHANNEL 38 7834FPT #8 X.75 PH. FL. TEK 39 997 70997 GASKET (BETWEEN PANEL HEAD/SILL &PANEL STILES) 40 1023 67924G WSTP., .187 X .250 HIGH, FINSEAL 41 928 41720 SLIDE BOLT ASSY. (INACTIVE PANEL ONLY) 42 1145 76X12FPAW #6 X .500 PH FL SMS TYPE BDS 43 1212 7P30GG SILL DUST PLUG (INACTIVE PNL) 44 983B 6983 DOOR PANEL ASTRAGAL 1 (OUTSWING) 45 984B 6984 DOOR PANEL ASTRAGAL 2 (OUTSWING) 46 1213 6Q200K WSTP.,Q-LON .190 X .200 HIGH 47 929 74UBLOK LOCK SUPPORT ASSY. (41707 & 41708) 48 1139 7634E #6 X .750 PH. FL. SMS 49 982 FD2PTAY 2 PT. LOCK ASSY. 50 6R180FS RUBBER SLEEVE 51 930 41721 STRIKE PL. INSERT (INACTIVE PANEL) 52 931 7FRSPX DEADBOLT STRIKE PLATE 53 1118 710X34PFA #10 X .750 PH FL. SMS 54 957 70957X HANDLE STRIKE PLATE 55 1118 710X34PFA #10 X .750 PH FL. SMS ITEM DWG # PGT# DESCRIPTION 60 920D 6920D SIDELITE HEADER 61 921D 6921 SIDELITE SILL 62 9168 60381 SIDELITE JAMB 63 1155 781PG2A #8 X 1.000 QUAD PN. SMS 64 998 7998 HEAD GASKETS (STOCKING #70998) 65 999 7999 SILL GASKETS {STOCKING #70999) 66 934A 61641M SIDELITE JAMB ADAPTER 67 #12 X 1.000 SHEET METAL SCREW 70 712653K SETTIING BLOCK, 3/32" X 1/4" X 1" W/PSA, 85 +/-5 DURO. 71 71267K SETTING BLOCK, 1/16" X 1/2" X 1" W/PSA, 85 +/-5 DURO. 72 4222A 64222 BEAD, 7/16" 73 98B 6986 BEAD, 3/8" 74 40676 64067 BEAD, 13/16" IG 90 6DURAK14 1/4" DURASEAL [G SPACER 91 6TP248 BULB, THIN (USED IN EXTRUDED BEAD) 92 986 64986 BEAD, INTERIOR 93 1224 6TP247 BULB, THICK (USED IN EXTRUDED BEAD), 65 +/-1 DURO. 94 GLAZING SILICONE, DOW 899 OR 983 95 GLASS, 3/8" LAMI - 1/8" A, .90 PVB, 3/16" HS 96 GLASS, 3/8" LAMI - 1/8" HS, .90 PVB, 3/16" HS 97 GLASS, 7116" LAMI - 3116" A, .90 PVB, 3/16" HS 98 GLASS, 7/16" LAMI - 3/16" HS, .90 PVB, 3/16" HS 99 GLASS, 13/16" LAMI IG - 3/16" TP, 1/4" AIRSPACE, 1/8" HS, .90 PVB, 3/16" HS 103 OFF -THE SHELF DEAD BOLT LOCK TABLE 3- XbC)ORS APPROVED ANCHOR TYPES: TABLE 4. XX DOORS TABLE 5. O SIDE LITE TABLE 6. XO & OX TABLE 7. OXO,.XXO, OXX (ALSO X_ DOOR OF XO & OX) - �OXXO - �"` ' �""+ MO°LICT kr4MW e 1. 1/4" EL _ PA C�JNSi r s.��rwn..rkt Hs Mod& A, B, C, D. E A, B, C, D, E- A, B, C, D, E 3, C, D. GLASS TYPES ANCHOR TYPE SUBSTRATE DOOR WIDTHS " X' - 25.50 TO 37.50 WIDTH x HT. 25.50 x 79.75 83.75 87.75 91.75 95.75 27.50 x 79.75 83.75 87.75 91.75 95,75 29.50 x 79.75 83.75 87.75 91.75 95.75 31.50 x 79.75 83.75 87.75 91.75 95.75 33.50 x 79.75 83.75 87.75 91.75 95.75 35.50 x 79.75 83.75 87.75 91.75 95.75 37.50 x 79.75 83.75 87.75 91.75 95.75 GLASS TYPES ANCHOR TYPE g SUBSTRATE GLASS TYPES ANCHOR TYPE g SUBSTRATE A, B, C, D, E GLASS TYPES ANCHOR TYPE 2,3, WOOD 1,2, CONC &SUBSTRATE GLASS TYPES ANCHOR TYPE &SUBSTRATE BMldh"GO& D `Z 2, 1/4" ELCO SS4 CRETE-FLEX�1'"$ CONC'. Bxplrotio� DW t� 1 'j MASONRY ANCHORS er M� Dade 1 Co�Mld 3. #12 SCREWS (G5) 4. ENCIRCLED ANCHOR w' QUANTITIES IN TABLES 4 CV J in W --� o AND 7 PERTAIN TO THE Y o v� a Cn w EXAMPLE ANCHORAGE o O (� w= SOLUTION ON SHEET 8. O 'a Q T X U) o O U) a- 15 O X cb` Q °WI Lo 2 3 m _ O 2 0 o Q (n z° O 2 p W �-- 2 Z ° O W o 2 p N L1 2 0p 0 LL 2 � Q °� g 0 c� O 2 Q W O y 0 2_j Z �_ O � 2 a Q 0 e Z 2 U. U L.LI Q U 2 W a 0 2 Z 2 0 Z U) O W 2 r O LLLL O 2 V Q oO c o Q� 2 °° N :4 3• U. 2 w•• • u J o• o LL ad Q.. 2 4 ... :.. .. 2 p •• . ••••• n • rn 2 `' •• •• o N •d`i w . . • of 2 m " "' �i i �: .. O x eL 2 •... o 0. 2 2 _ o m" LLP 3 .� opY' �: 3 W •••• •o Z z w 3 3 z 3 3 \\�� i N y�f� 3 "% a 3 z CD 3 w_ 3 _ '; Ll 'i i o: - z ui 3 = I'. 7- 3 2,3, WOOD -� �I'2, CONIC 2,3, WOOD 1,2, CONC 2,3, WOOD 1,2, CONC 2,3, WOOD 1'-_ _ LOAD ZONES DOOR WIDTHS LOAD ZONES WIDTHS "0" - 10.75 TO 36.75 LOAD ZONES DOOR WIDTHS LOAD ZONES DOOR WIDTHS LOAD ZONES .r v� J moo�moom a a w = X x w > J rz w s wa z ►- x - Q a x v J� in a w _= x w j v I r� N w s w¢ 1 x 3 "Xx' - 47.75 TO 71.75 - Q _ cn m Q X w ? o 6_u w _JJJJ m- x o- 3 xo= X Q �, w m -¢= o ►- w 3¢ X 10 X - Q to m -, X w ? o W uw J_ JJ--� m- a o �- w 3 Jw zp= to X Q w M a o h N - ro m a O `" J J o Q w _ O m n a I O " X' - 25.50 TO 37.50 `" J `=� o a SIDE w LITE O WIDTH x HT. - m m a -I p w J --1 o a w 12 0 p J J `� o X Q = m a x - m m a O w° J _J o a w = O J J- `-° fl s w I X Q - m a I x " X' - 25.50 TO 37.50 XX -47.75 TO 71.75 - m m < a -> O "' J J v, o w I O J J l� o- a w X X X 0° m Hi a O WIDTH x HT. WIDTH x HT. SIDE LITE WIDTH x HT. 5 2 7 4 2 3 47.75 x 79.75 83.75 87.75 91.75 95.75 4 3 6 4 2 3 10.75 x 79.75 83.75 87.75 91.75 95.75 4 1 4 1 10.75 x 79.75 1 83.75 1 87.75 1 91.75 1 95.75 4 4 2 2 0 O Ow a' m F55 W CO E Z QpQ W z w z ti z Q w JW 00 uL. p v a -ax N = 4 2 H § O 0 a U. a H W w F Z oQ W z w J 2 0 a w m 11' 0 LL 0 0 a ca 4 10.75 x 79.75 83.75 87,75 91.75 95.75 4 2 p �r p p uj Q a W z i Q 0 a 0 M W m QC W F z M w m z w 4 5 2 7 4 2 3 5 4 7 4 2 3 4 1 4 4 2 4 2 4 5 2 7 4 2 3 5 4 7 4 2 3 4 1 4 4 2 4 2 4 2 4 5 2 7 4 2 3 5 4 7 4 2 3 4 1 4 4 2 4 2 4 2 4 6 2 7 4 2 3 5 4 7 4 2 3 4 1 4 4 4 2 2 4 2 4 4 2 2 4 5 2 7 4 2 3 51.75 x 79.75 83.75 87.75 91.75 95.75 5 4 7 4 2 3 12.75 x 79.75 83.75 87.75 91.75 95.75 4 2 4 2 12.75 x 79.75 2 83.75 2 87.75 2 91.75 2 95.75 4 2 12.75 x 79.75 83.75 87.75 91.75 95.75 4 5 2 7 4 2 3 5 4 7 4 2 3 4 2 4 4 2 4 2 4 2 4 5 2 7 4 2 3 5 4 7 4 2 3 4 2 4 4 2 4 2 4 2 4 6 2 7 1412 5 5 4 7 4 2 3 4 2 4 4 2 4 2 4 2_j 4 6 2 7 4 2 5 6 4 7 4 3 5 4 2 4 4 4 2 3 4 2 4 4 2 3� 4 5 2 8 4 2 3 55.75 x 79.75 83.75 87.75 91.75 95.75 5 4 7 4 2 3 19.00 x 79.75 83.75 87.75 91.75 95.75 4 2 4 2 19.00 x 79.75 2 83.76 2 87.75 2 91.75 2 95.75 4 2 19.00 x 79.75 83.75 87.75 91.75 95.75 4 5 2 8 4 2 3 5 4 7 4 2 3 4 2 4 4 3 4 2 4 3 4 6 2 8 4 2 5 5 4 7 4 2 3 4 2 4 4 3 4 2 4 3 4 6 2 8 4 2 5 6 4 7 4 3 5 4 2 4 4 3 4 2 4 3 4 6 2 8 4 2 5 6 4 6 4 3 5 4 2 4 4 4 3' 3 4 2 4 4 3 3 4 5 2 8 4 2 3 59.75 x 79.75 83.75 87.75 91.75 95.75 5 5 8 4 2 3 21.75 x 79.75 83.75 87.75 91.75 95.75 4 2 4 2 21.75 x 79.75 2 83.75 2 87.75 2 91.75 2 95.75 4 2 21.75 x 79.75 83.75 87.75 91.75 95.75 4 6 2 8 4 2 5 5 5 8 4 2 3 4 2 4 4 3 4 2 4 3 4 6 2 8 4 2 5 6 5 8 4 3 5 4 2 4 4 3 4 2 4 3 4 6 2 8 4 2 5 6 5 8 4 3 5 5 2 4 5 3 4 2 5 3 4 7 2 10 4 2 5 6 5 8 4 3 5 5 2 4 5 5 3 3 4 2 5 5 3 3 4 6 3 8 4 3 3 63.75 x 79.75 83.75 87.75 91.75 95.75 5 5 8 4 2 3 27.75 x 79.75 83.75 87.75 91.75 95.75 5 2 4 2 27.75 x 79.75 2 83.7$ 2 87.75 2 91.75 2 95.75 4 2 27.75 x 79.75 83.75 87.75 91.75 95.75 4 6 3 8 4 3 5 6 5 8 4 3 5 5 2 4 5 3 4 2 5 3 4 6 3 8 4 3 5 6 5 8 4 3 5 5 2 4 5 3 4 2 5 3 4 7 3 10 4 3 5 6 5 8 4 3 5 6 2 4 6 3 4 3 6 3 4 7 3 10 4 3 5 7 6 10 4 3 5 6 2 4 6 6 3 4 4 3 6 6 3 4 4 6 3 8 4 3 5 67.75 x 79.75 83.75 87.75 91.75 95.75 6 5 8 4 3 5 36.13 x 79.75 83.75 87.75 91.75 95.75 6 3 4 3 36.13 x 79.75 3 83.75 3 87.75 3 91.75 3 95.75 4 3 36.13 x 79.75 83,75 87.75 91.75 95.75 4 6 3 8 4 3 5 6 5 8 4 3 5 6 3 4 6 4 4 3 6 4 4 6 3 8 4 3 5 6 5 8 4 3 5 7 3 4 7 5 4 3 7 5 4 7 3 10 4 3 5 7 6 10 4 3 5 7 3 4 7 7 6 5 5 4 4 3 7 5 4 7 3 10 4 3 5 7 6 10 4 3 5 7 3 4 4 3 7 6 5 4 4 6 3 8 4 3 5 71.75 x 79.75 83.75 87.75 91.75 95.75 6 5 8 4 3 5 36.75 x 79.75 83.75 87.75 91.75 95.75 6 3 4 3 36.75 x 79.75 3 83.75 3 87.75 3 91.75 3 95.75 4 3 36.75 x 79.75 83.75 87.75 91.75 95.75 4 6 3 8 4 3 5 6 5 9 4 3 5 6 3 4 6 4 4 3 6 4 4 7 3 10 4 3 5 6 5 9 4 3 5 7 3 4 7 5 4 3 7 5 4 7 3 10 4 3 5 7 6 10 4 3 5 7 3 4 7 5 4 3 7 5 4 7 3 10 4 3 5 7 6 10 4 3 5 7 3 4 7 5 4 3 7 5 4 2X WOOD BUCK, NOTE 2 1 3/8" MIN. 1 3/4" 1 3/4" 3.4 KSI MIN. CONC, __, ' MIN E. IN E.D. l 1XWOOD •-�-•.�._' �-�''-- T—� 1 3/8"TYPE 1 .+ BUCK, NOTE 2 , ,' 1• ' .'.' 1 3/4" TYPE 2 SHI1/4"M MAX. SHIM WOOD EXT. - ANCHOR TYPE 2 OR 3, NOTE 1 DOOR HEAD (WOOD) 1 3/8" 1/4" MAX. SHIM � MIN. WOOD ANCHOR ON ff=u STAGGERED CENTERS, - TYPE 2OR3, NOTE 1 2X WOOD BUCK, NOTE 2 EXT. 2X WOOD 3A KSI MIN. CONC. BUCK, NOTE 2 1 1 X WOOD BUCK, NOTE 2 1 3/8" MIN. 1/4" MAX. 1/4" MAX. SHIM SHIM CONC. EXT. WOOD ANCHOR, ANCHOR NOTE 1 TYPE 2 OR 3, DOOR HEAD CONC 1 1I,+ TYPE 1 OR 2 (CMU) IA NOTE 1 (CONC) 1 3/8" TYPE 1 (CONC) 1/4" MAX. -,-I SHIM i CONC ANCHOR ON STAGGERED CENTERS, NOTE 1 EXT. 1X WOOD BUCK, NOTE 2 DOORJAMB(WOOD) DOOR JAMB (CONC) ,1 3/4" TYPE 2 (CONC) SIDE LITE HEAD (WOOD) w Iw11 \A AV tN1 Ilk 1 3/4" MIN. E.D. rrrrrrmrtrltt, ��_ _• 1 3/4" MIN. E.D. •1.5 KSI MIN. CMU OR BUCK, NOTE 2 3A KSI MIN. CONC. SIDE LITE JAMB (WOOD) WOOD ANCHOR TYPE 2 A F_A OR 3, NOTE 1 11 3/4" 1 3/4" MIN. E.D. MIN. F.D. - - '' 1 3/8" TYPE 1 1 3/4" TYPE 2 EXT. 114" MAX. SHIM CONC. ANCHOR, NOTE 1 SIDE LITE HEAD (CONC) -� 1 1/4" TYPE 1 OR 2 (CMU) 1/4" MAX. SHIM 1 3/8" TYPE 1 (CONC) 318" MIN. 1 3/4" TYPE 2 (CONC) CONC. 1 314" N. E.D. ANCHOR, ?;= MI NOTE 1 1 11itUtf1140111p, WOOD ANCHOR, TYPE 2 OR 3 NOTE 1 CONC. ANCHOR, NOTE 1 EXT. EXT. EXT. NOTE 3 1 MAX. / MAX. / SHIM M 1 3/8" TYPE 1 1 3/8" MIN. `; • • . 1 3/4" TYPE 2 WOOD ANCHOR, TYPE 2 OR 3, NOTE 1 1.5 KSI MIN. CMU OR 3.4 KSI MIN. CONC. 1 3/4" MIN. E.D. 1X WOOD BUCK, NOTE 2 EXT. SIDE LITE JAMB (CONC) CONC, ANCHOR, A F-A NOTE 1 1X WOOD EXT. BUCK, NOTE 2 -1 /4" MAX. SHIM 1 3/8" MIN. 1 3/4" 2X WOOD BUCK, NOTE 2 IN. E.D.3.4 KSI MIN. CONC. 2X WOOD BUCK, NOTE 2 DOOR SILL (WOOD) DOOR SILL (CONC) SIDE LITE SILL (WOOD) NOTES- -1 /4" MAX. SHIM '' , .•:, .� :. . - , -1. 3/8" TYPE 1 3.4 KSI MIN. - = 3/4" TYPE 2 CONC. r- 13/4" -� MIN. E.D. SIDE LITE SILL (CONC) 1. FOR CONCRETE INSTALLATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" TAPCONS EMBEDDED 1 3/8" MIN. (TYPE 1) OR 1/4" SS4 CRETE-FLEX EMBEDDED 1 314" MIN. (TYPE 2). THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGE IS 1 3/4". FOR WOOD INSTALLATIONS USE #12 SCREWS, G5 (TYPE 3) OR ELCO 1/4" SS4 CRETE-FLEX ANCHORS EMBEDDED 1 3/8" MIN. (TYPE 2). 0 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK, 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. 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 THE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT (3400 PSI MIN.), (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. FROU tC r MXVAW M s.e ."6* dK /Arli Domh1s -%w"."r4a S-nrzl�•2y Hurl 006 Y 0 iw a U O o O a %LIJ a 3 J _ J o Q w o Z 0 O LL 0 a0 Ow U) ��0 Oz °O w w o z U N o W U UJ O a U m O z w � IL O } Lo Q w o N 1&-!r-- ,a•� • :� 16 q° vVi ii J os >•• • •.. •• • f•• .• 01 • ' • .• . ` ®.. w • a N �o � •• • • •� 01N� : M A..alt. N 00 ' c7 �x� .• . • • : • •••.SUm(n ZoW (Do A •ij• Q� . • wz .0• ••• Z O2Z w U �� ' , o O co (� LLI �� V A 5- - ZSZC,i �TEZ MIAMIDADE SEP 0 15 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMI 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) mnv.ntiamidade.Qov/economy PGT Industries 1070 Technology Drive North Venice, 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 and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade Comity and other areas where allowed by tile, `Authority Having Jurisdiction (AHJ). ,_ .. This NOA shall not be valid after the expiration date stated below. The Miami —Dade County Product Control Section (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, tile 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. RER reserves the right to revoke this acceptance, if it is determined by Miami --Dade County Product Control' Section 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 HighVelocity Hurricane Zone. - DESCRIPTION: Series "AW-7.40" Aluminum Awning,Window_,-,L.M.I. APPROVAL DOCUMENT: Drawing No. MD-AW740LM, titled "Awning Window Details - LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 6/15/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's 4ia n 3e or logo, - ity, state, • • model/series, and following statement: "Miami -Dade County Product Control Aupt•pypj", untg4.Qt1ierwijP..;. noted herein. ...:.. ' RENEWAL of this NOA shall be considered after a renewal application has bewffile3d and OeP %as been no change in the applicable building code negatively affecting the performance of this product. 0000 • ... . . . ..... TERMINATION of this NOA will occur after the expiration date or if there has•bearr a revisiortoc?ochange • • • in the materials, use, and/or manufacture of the product or process. Misuse of thi$ "VA as an endorsement •. of any product, for sales, advertising or any other purposes shall automatically tehninate this%QA..Failure 0000 to comply with any section of this NOA shall be cause for termination and remova;of #i(�A. 0. 00 ; • • • •, " ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County,Wriela, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 12-1218.07 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No..15-0519.14 Expiration Date: April 11, 201Z:) Approval Date: July 16 2015 ( f Page 1 . .. .. . . . .. .. . . . . . . . . . . .... ....... . ... . ... . . . 1— —- 5U13 M RT R W I E W I �NWCEiTi1ONS TAKLIN _ ? ❑ MAKE CORRECTIONS NOTED • • a REMISE AND RESUBMIT CHECKING ❑ SUBMIT SPECIFIED ITEM VG IS ONLY FE§ JENEW CONFORMANCEMKTH THE DESIGN CONCEPT OF 7,' PRC-:EG7 ANd �f'N C ��C� WH �E �RMAl10N IN THE OC.CI',,ie:-S. ((11+ry AC710 SA O)$1 16 St1B4CT TO THE REQUIREMENTS 017'1 PC `,t; ArJ0 S�ffCIRATIONS.•CQjYTNAj;tt7(IjS QES Su,Qi' l;i CONC1EIiI�EQ AAD L�ORRELATED AT THE JOB SITE; FABRICATION PROCc .i AI;1 %'NIQUES OF CONSIAUC TION; COORDINATION OF HIS WORK Willi THAT QF 01 HER TRADES; AND THE SATISFACTORY PERFORMANCE OF HIS WORK. a JOSE L. GU ZA1AfV PE — — — — 1 ., ._... ....: i E E PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-1218.07) 2. Drawing No. MD-AW740LM, titled "Awning Window Details — LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniforun 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 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of a series CA740P aluminum projected (awning) window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7061, dated 10/03/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 12-1218.07) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with F113C-51h Edition (2014), dated 05/16/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. • • • • •. 2. Glazing complies with ASTM E1300-04 0000 006000 . . ...... .... ...... D. QUALITY ASSURANCE • 1. Miami -Dade Department of Regulatory and Economic ResotirQt§F.ER). • • ,, .... ..... E. MATERIAL ........ . . CERTIFICATIONS • .. .. .... ..... ...... 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray Ani* t bo, Inc. for their •. "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15:expiring orj•1.2,A*1/l6.,••••, 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray Amelrich, Inc. foi. their • "Kuraray SentlyGlas® (Clear and White) Glass Interlayers" dated 06/Z5715, expiring on 07/04/18. — 7 V_ (_ - - -, 6 �/ Manuel Pere E. Product Control E. n ner NOA No. 15-0519.11 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5"' Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.07, issued to PGT Industries for their Series "AW- 740" Aluminum Awning Window - L.M.I." approved on 04/11/13 and expiring on 04/11/18. • • • • • •• •• •• •• •••••• • • • • • •••••• Mai uel P e , P.E. Product Control Plvniiner NOA No. 1"- 519.11 Expiration Date: April 11, 2018 Approval Date: July 16 2015. E-2 r GENERAL NOTES: SERIES 740 IMPACT -RESISTANT AWNING WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE TABLE 3, SHEET 4. 4) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, SHEET 4. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-7061, 3579, 3580, 3724; ELCO ULTRACON NOA; ELCO CRETEFLEX NO& ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL. -r- - 19" MAX. O.C. IL - 4" MAX. DESIGN PRESSURE RATING I IMPACT RATING z_ VARIES, SEE SHEETS 5-9 RATED FOR LARGE & SMALL. MISSILE IMPACT RESISTANCE 60" WIDTH 53" VISIBLE LIGHT WIDTH (DLO) NO ANCHOR PAIR REQ'D IF WINDOW IS 27-7/8" WIDE OR LESS B, SEE (HEAD &SILL)—}` SHEET 2 I i t I I \ I — — —-----------/--- ---._.---- `� —------ ----------- / I \ / I \ I I 7' 12" MAX. FOR UNITS OVER 39" TALL OTHERWISE 4" MAX. 39" 11 HEIGHT A, SEE SHEET 2 32" VISIBLE LIGHT HEIGHT (DLO) 6" MAX. CL � B --*--� �-•— 4" MAX. 23" MAX. O.C. USE ANCHOR PAIR FOR UNITS OVER 27-7/8" WIDE (HEAD & SILL) TYP. ELEVATION OF AWNING WINDOW TABLE 1: Glass Types Sheet # 1 5/16°'Cml (1/S" An,.090" P_Va z_1/8"An) _5 --2- 7/1'6"-Lauri (3/16" An - .090" SG - 3/16" An) 6 3 7/8" Lauri. IG (1/8" An - 7/16" Air - 1/8" An -.090" PVB - 1/8" An) 7 4 7/8" Lami. IG (1/8" T - 7/16" Air - 1/8" An - .090" PVB - 1/8" An) 8 5 7/8" Lami. IG (3/16" An - 1/4" Air- 3/16" An -.090" SG - 3116" An) 9 6 7/8" Lami. IG (3/16" T - 1/4" Air - 3/16" An - .090" SG - 3/16" An) 9 "PVB"= BUTACITE5PVB BY KURARAY AMERICA, INC. "SG"= SENTRYGLAS%Y KURARAY AMERICA, INC. GENERAL NOTES .............................1 ELEVATION ....................................... 1 GLAZING DETAILS ........................... 1 INSTALLATION ................................. 2 ASSEMBLY TUBE DETAILS ............. 3 ANCHOR SPECIFICATIONS............ 4 ANCHOR QUANTITIES ..................... 4 DESIGN PRESSURES ...................... 5-9 ASSEMBLY DETAILS/80M........... _ 10 NO. 53705 I►s 41 STAfE OF ORIQ /// /ONAL 0\\\ ///IIIIll\`•\ A. LYNM MILLER, P.E- R.E.# 58705 5116" LAMINATED GLASS STACK 1/8" ANNEALED GLASS EXTERIOR a p 090' BUTACITE PVB BY KURARAY AMERICA. INC. 1/8' ANNEALED GLASS i 11116" GLASS BITE 7l1LAMINATED G `1 GLASS STACK III 3/16" ANNEALED GLASS EXTERIOR 090- SG®BY KURARAY AMERICA, INC. 3116" ANNEALED GLASS i 11/16" GLASS BITE 0 GLASS TYPEA GLASS TYPES 7/8" NOM. GLASS STACK tot 5/16" LAMINATED GLASS STACK 1/8'ANNEALED GLASS 7116- AIRSPACE .090' BUTACITE PVB 118" ANNEALED OR \• BY KURARAY TEMPERED GLASS AMERICA, INC. 384 1/8" ANNEALED GLASS g�EXTERIOR 1^�. fi��SEP 1 �7 11/16" GLASS BITE O 3 �015 718" NOM. GLASS STACK 1/4" AIRSPACE 3116" ANNEALED OR TEMPERED GLASS EXTERIOR a_ 31 50 32 W J I S_ - 22- S`2. GLASS TY Miami Shores Village APPP1PY&QT D BY DATE GLASS STACK ZONING DEPT •••••• •••••• BLDG W KURARAY • • • • • • • • • • •••••• u �!P�GAN V IWAIT FEDERAL! : • • 9 0: ;T�Tf-A DCOl1NTYRUL(-S ��1�.RFrUTATI�iJ6•• ••••• 11116" GLASS BITE • • • • • GLASS TYPES 5 & 6 Revised By: Dote: Revision 8: Revised By: Dote: Revision A- LM 5/15/15 5TH EDITION (2014) FBC UPDATE 6 Description: GENERAL NOTES & ELEVATION •PRODUCT RE✓18FD o �: as complying %%y •1hqoFlorida BuildingCode Acceptance No B �-i Bv?Date e Product Con I gown By: J ROSOWSKI 1070 TECHNOLOGY DRIVE Title: Dote: N. VENICE, FL 34275 AWNING WINDOW DETAILS - LM & SM 08/08/12 P.O. BOX 1529 NOKOMIS, FL 34274 Series/Model: Scole: Sheet: Drow;ng No. Rev: CERT. OF AUTH. #29296 AW-740 NTS 1 OF 10 MD-AW740LM A at INSTALLATION OPTION 1 EDGE ap EDGE DISTANCE DISTANCE INSTALLATION ANCHORS INTO 2X WOOD. AS REQUIRED PER TABLE 3, SHEET 4 FOR SNUBBER REQUIREMENTS, SEE TABLE 4, SHEET 4. WINDOW HEIGHT BUCK HEIGHT VISIBLE LIGHT HEIGHT (DLO) ATTACHED TO FRAMEJAMB ATTACHED TO VENT JAMB TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 3, SHEET 4. INSTALLATION OPTION 3 INSTALLATION ANCHORS THROUGH 1X BUCKSTRIP INTO MASONRY. TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 3, SHEET 4. ATTACHED TO FRAMEJAMB ATTACHED TO VENT JAMB VERTICAL SECTION B-B INSTALLATION OPTION 2 CONCRETE/CMU INSTALLATION ANCHORS PER ANCHOR DIRECTLY INTO MASONRY. REQUIREMENT t, EDGE DISTANCE t EMBEDMENT OPTIONAL ADDON FLANGE @ HEAD, SILL & JAMBS NOTES: It ��f✓LI:•� 1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3, SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION OPTION SHOWN MAY BE USED ON ANY SIDE OF THE WINDOW. INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL. BUCK WIDTH � 0 O �I l 64 VSILL ATTACHED TO I I VENT SILL ® ATTACHED TO 35-37 FRAME SILL VISIBLE LIGHT WIDTH (DLO) WINDOW WIDTH SEE DETAIL _ HORIZONTAL SECTION A -A 2) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL. UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MAXIMUM SHIM THICKNESS TO BE 114". WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET. 1/4" MAX SHIM EMBEDMENT Al, B -- 1 I— 10" MAX. DEL A' \\\,i 1,,,,(l l//\YNN Ape 0C,F -� IS Li 1 -��.• .. JTATf OF \ rf(.rL'Y,NN Rd)09R\P.E. P.E.# 58705 i 10" M T L--_j__ SEE DETAIL A2, BELOW 1070 TECHNOLOGY DRIVE N- VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 CERT. OF AUTH. #29296 A2 NOTES: 1) WHEN INSTALLING COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10" MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: Additional Anchors Required on each Side of the Frame Assembly Tube (FAT) Q Window Anchor Type A B, C & D o_ Width 'Fu 17" - 22.9" 0 0 23" - 25-9" 0 1 26"+ 1 1 Q Window Anchor Type u Height A B, C & D 17" - 22.9" 0 0 0 23" - 25.9" 0 1 26"+ 1 1 Revised By: I Dole: I Revision R.- Revised By: Dote: Revision A: LM 5/15/15 REV. ROTO SCREWS Description: GENERAL NOTES & ELEVATION #12 STEEL SELF -DRILLING SMS, SEE TABLE 3, SHEET 4. DADE APPROVED MULLION, ALUMINUM, STEEL FRAMING OR STEEL STUD. EXTERIOR VISIBLE LIGHT FORMULAS WIDTH: WINDOW WIDTH - 7 HEIGHT: WINDOW HEIGHT - 7 •••• . 0000 .... • • •• • . •• • • • • ••••• •••• •••••• • ••••• • • • •••••• •••• •••• • • 0000 • • • • • • • • • ••••• • • ••••• • •• •• •• •••••• • • • •••••• •PROMUCT IiRVISSB • • as compiying wiOffiiFlorida Building Code ��-0519.11 Acccptance.No Expiration Date poi$ ii,,?Did"eProdtjcf0y. Drown By: J ROSOWSKI Title: Dole: AWNING WINDOW DETAILS - LM & SM 08/08/12 Series/Model: Scole: Sheet: Drowing No. T AW-740 NTS 2 OF 10 MD-AW740LM AWNING (X) WINDOW I /, HEIGHT 1 I WINDOW I _ �1 WIDTH i 740 SERIES AWNING EXTERIOR WINDOW G FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW SIZE AND GLASS. 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM SHEETS 5-9, FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCT'S DESIGN PRESSURE FROM THE TABLE LABELED "DESIGN PRESSURE (PSF) FOR SINGLE WINDOWS, ALL ANCHOR GROUPS". 4) DIMENSIONS SHOWN ARE WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 5) USING THE TABLE LABELED "WINDOW ANCHORS REQUIRED" (TABLE 2, SHEET 4), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. 6) INSTALL AS PER THE INSTRUCTIONS ON SHEET 2. AWNING / AWNING (XX FIGURE 1: --] I~ 10", SEE NOTE 7, THIS SHEET 10", SEE NOTE 7, THIS SHEET 1 740 I 1 740 SERIES FRAME SERIES AWNING ASSEMBLY AWNING WINDOW TUBE WINDOW MIN. # 12 X 1"SMS THROUGH INSTALLATION HOLES 740 SERIES � FRAME 740 SERIES AWNING EXTERIOR ASSEMBLY AWNING WINDOW TUBE WINDOW HORIZONTAL SECTION C-C AWNING / CASEMENT / FIXED CASEMENT (XXO MIN. # 12 X 1" SMS THROUGH INSTALLATION HOLES EXTEI G FOR EACH WINDOW IN A VERTICALLY OR HORIZONTALLY COMBINED ASSEMBLY: FIGURE 2: a 740 SERIES AWNING / WINDOW FRAME J_-_ ASSEMBLY TUBE 740 SERIES CASEMENT WINDOW' FRAME ASSEMBLY ---- �� E TUBE 740 SERIES FIXED WINDOW' 'SEE PRODUCT'S NOA FOR TILLATION SPECS VERTICAL SECTION D-D 10 SERIES WNING rINDOW FRAME ASSEMBLY TUBE 10 SERIES ASEMENT IINDOW' EXTERIO a VERTICAL SECTION E-E FRAME ASSEMBLY TUBE NOTES: 1) DIMENSIONS SHOWN ARE WINDOW DIMENSIONS FOR EACH INDIVIDUAL WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 2) ANY 740-SERIES PRODUCT (CASEMENT, AWNING OR FIXED CASEMENT) MAY BE ATTACHED TO THE FRAME ASSEMBLY TUBE. FOR ALL WINDOWS, USE THE WINDOWS NOA FOR ANCHORAGE, SIZE AND DESIGN PRESSURE LIMITATIONS. 3) ALL WINDOWS IN THE COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REQUIREMENTS OF THEIR RESPECTIVE NOA. 4) FRAME ASSEMBLY TUBE TO BE 10 SERIES FASTENED TO WINDOW, AS SHOW IN ASEMENT DETAILS, WITH MIN. #12 X 1" SHEET METAL SCREWS. USE THE SAME FINDOW SPACING AND QUANTITY AS THE OPPOSITE FRAME MEMBER. FRAME ASSEMBLY 5) THE FRAME ASSEMBLY TUBE MAY TUBE NOT EXCEED 62" IN LENGTH (AS USED IN A 63" FLANGED WINDOW) OR BE MIN. # 12 X USED IN TEE OR CROSS 1" SMS CONFIGURATIONS. THROUGH INSTALLATION 6) THE FRAME ASSEMBLY TUBE IS NOT HOLES REQUIRED TO BE CLIPPED TO THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. 740 SERIES 7) FOR ALL COMBINATION UNITS, FIXED ADDITIONAL INSTALLATION ANCHORS CASEMENT MAY NEED TO BE INSTALLED WINDOW' THROUGH THE WINDOW FRAMES AT 10" MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: 1) DETERMINE EACH INDIVIDUAL WINDOW TYPE, SIZE AND GLASS MAKEUP, SEE FIGURES 1 & 2, THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 2) FROM SHEETS 5-9, FIND THE SHEET FOR YOUR GLASS TYPE. 3) FIND THE DESIGN PRESSURE FROM THE TABLES LABELED "DESIGN PRESSURE (PSF) FOR WINDOWS ATTACHED TO A VERTICAL FRAME ASSEMBLY TUBE" OR "DESIGN PRESSURE (PSF) FOR WINDOWS ATTACHED TO A HORIZONTAL FRAME ASSEMBLY TUBE" DEPENDING ON WHICH WAY THE FRAME ASSEMBLY TUBE IS ORIENTATED. THIS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 4) USING THE TABLE LABELED "WINDOWANCHORS REQUIRED" (TABLE 2, SHEET 4), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. 5) INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2-3. NOTE THAT ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (SEE SHEET 2), AND THAT MIN. # 12 X 1" ANCHORS ARE TO BE USED THROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE (SEE DETAILS ON THIS SHEET). Addtional Anchors Required on each Side of the Frame Assembly Tube (FAT) Q Window Anchor Type A B, C & D kL Width 17" - 22.9" 0 0 If 23" - 25.9" 0 1 26"+ 1 1 F Window Anchor Type A B. C & D uQ. Height 17" - 22.9" 0 0 0 ^' 23" - 25.9" 0 1 26"+ 1 1 l4 PRODUCTED }R vi Florida as comply g liuilding Codc o5i Q Acceptance No 15' s� 1?Npiration Date ! By de r uct' Mi'm a Q W U) J U) t` LU rn0 ZQ J 06 o = Q O U F- ,LLI LL O Q O >z W m Q F W a M 00 FF— Q V) H a O J �n Z o° o° W C) Z_ Y Q W J —U ° �' W :a z b b W O. c 3 a • �4 Z • �Q •• • •J Q �: 4u• _�• i= Q • cli � �•. . rn r K• • c� a _U� �. 0 4.:" a � • zwo. • � • • TUM" i • � L'i 0 0 • >"•A • .• •. o • o a • ^ Z z • o w U �`�( C No.56705 r L1J ;Ii1Tr ov- ��✓� A. eYNN MI4CW P.E. P.E.# 68705 TARI P 7 Window Anchors Required Window Width (in) under 23' 25-15/16' 27-7/8' 30-314" 32' 34' 37" 46" 53-118" W. Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C&D A B C&D A B C&D A B C & D A El C&D A B C&D A B C&D A B C&D A B C&D A B C&D Jamb 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 2 2 2 2 under 23" Head/Sill 2 2 2 2 2 2 2 2 2 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 6 4 6 6 4 Jamb 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 2 2 2 2 25-15/16' Head/Sill 2 2 2 2 2 2 2 2 2 4 4 4 4 4 4 4 4 4 4 4 4 4 6 4 4 6 4 6 6 4 Jamb 3 3 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 3 4 2 39' Head/Sill 2 2 2 2 2 2 2 2 2 4 4 4 4 4 4 4 4 4 4 4 4 4 6 4 6 6 4 6 8 4 v, 50-518" Jamb 4 5 4 4 5 4 4 5 4 4 4 6 4 6 4 fi 4 7 4 7 4 6 4 4 4 7 4 4 4 7 4 4 4 8 4 4 4 8 5 4 4 9 5 4 4 5 4 6 4 6 4 6 4 7 4 6 4 4 4 7 4 4 4 7 4 4 4 8 4 1 4 4 8 5 4 4 5 4 6 4 6 4 6 4 6 4 7 4 7 4 8 4 4 4 4 4 4 4 4 4 5 4 6 4 6 4 6 4 7 4 7 4 4 4 4 4 4 4 5 4 6 6 4 4 Head/Sill 2 2 2 2 2 2 2 2 2 60" Jamb 5 6 4 5 6 4 5 7 4 Head/Sill 2 2 2 2 2 2 2 2 2 63" Jamb 5 6 4 5 7 4 6 7 4 Head/Sill 2 2 2 2 2 2 2 2 2 67" Jamb 5 7 4 6 7 4 6 7 4 Head/Sill 2 2 2 2 2 2 2 2 2 72" Jamb 6 7 5 6 1 8 1 5 6 8 5 Head/Sill 2 2 2 2 2 2 2 2 2 76" Jamb 6 7 5 7 8 5 7 9 5 Head/Sill 2 2 2 2 2 2 2 2 2 84" Jamb 7 8 5 7 9 5 8 10 5 Head/Sill 2 2 2 2 2 2 2 2 2 USE THIS TABLE FOR ALL WINDOWS PER THE ELEVATIONS ON SHEET I. DIMENSIONS SHOWN ARE WINDOW TIP-1 O-I IP. FOR SIZES NOT SHOWN, ROUND UP 10 I HE NLA I AVAILAtiLk VVIU IN OR HEIGHT DIMENSION SHOWN ON THE TABLE. TABLE 3: Group Anchor Substrate Min. Edge Distance Min. 0. C. Distance Min. Embedment Anchor Plate Required? 1/4' steel Ultracon Hollow Block 1' 6' 1-114" No A #14. steel SMS (G5) or #14, 410 SS SMS S. Pine 5/8' 1' 1-3/8' No 6063-T5 Alum. 3/8' 518" .050" No A36 Steel 3/8" 518" .050" No A653 Stud, Gr. 33 3/8' 5/8" .035", 20 Ga. No B #12, steel SMS (135) or #12, 410 SS SMS S. Pine 5/8' 1' 1-318" No 6063-T5 Alum. 318' 5/8' .050' 1 No A36 Steel 318" 518" .050" No A653 Stud, Gr. 33 3/8" 5/8' .035% 20 Ga. No 1/4" steel Ultracon 2.85k Concrete 2-1/2' 4' 1-318' No 2.85k Concrete 1" 4' 1-314" No Hollow Block 2-1/2' 5' 1-1/4" No C #12, steel SMS (G5) or #12, 410 SS SMS S. Pine 518' 1" 1-318" Yes 6063-T5 Alum. 3/8' 5/8' .0713' Yes A36 Steel 318' 5/8' .050' Yes A653 Stud, Gr. 33 3/8" 518" .045", 18 Ga. Yes #14, steel SMS (135) or #14, 410 SS SMS S. Pine 5/8" 1" 1-3l8" Yes 6063-T5 Alum. 318" 518" .0713" Yes A36 Steel 3/8" 5/8" .050' Yes A653 Stud, Gr. 33 3/8' 518" .045', 18 Ga. Yes p l4:_ steel_Ultracon_7 2.85k Concrete 1" 4' 1-3/4' Yes 2.85k Concrete 2-1/2' 4' 1-318" Yes Hollow Block 2-1/2" 5' 1-1/4" Yes �. Filled-BIOck 2-1/2' 4' 1-3/4' —"'Yes, 1/4" 410 SS CreteFlex 3.35k Concrete 1" 5" i1-3/4" ` —No Hollow Block 2-1/2' 5" 1-1/4' No 5/16' steel Ultracon 3.5k Concrete 1-114' 5" 1-314" No Hollow Block 3-1/8' 5" 1-1/4" No Filled Block 2-112' 5' 1-3/4' No NOTES: 1) ANCHOR MUST EXTEND A MIMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE. 2) ANCHORS MAY BE HEXHEAD, PANHEAD OR FLATHEAD. EXAMPLE 1: FOR WINDOW COMBINATION SHOWN BELOW; 7/16" ANNEALED SG LAMI. GLASS, 1/4" MASONRY ANCHORS INTO CONCRETE, +70/-80 PSF DP REQUIRED, NO ANCHOR PLATE AWNING ANCHORS: A) FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +70/-90. B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. C) FROM TABLE 2,4 ANCHORS ARE REQUIRED IN EACH JAMB. C) SIMILARLY, 2 ANCHORS ARE REQUIRED IN THE HEAD & SILL. D) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1 E) PER RULES ON SHEETS 2 & 3, INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME A ASSEMBLY TUBE SIDE OF THE AWNING (HEAD & SILL). AFIXED CASEMENT ANCHORS ( SEE SEPERATE NOA): A) FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +70/-83.1. B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. C) FROM TABLE 213, 5 ANCHORS ARE REQUIRED IN EACH JAMB. C) SIMILARLY, 3 ANCHORS ARE REQUIRED IN THE HEAD & SILL. D) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1 E) PER RULES ON SHEET 2, INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME ASSEMBLY TUBE SIDE OF THE FIXED CASEMENT (HEAD & SILL). "PVB"= BUTACITE�PVB BY KURARAY AMERICA,INC. , "SG"= SENTRYGLAS BY KURARAYAMERICA, INC. TABLE 4: Head Snubber Locations Glass Type: PVB (Types 1, 3 & 4) SG (Types 2, 5 & 6) None Required 20' max. from each end & 20" max O.C. SAMPLE CONFIGURATIONS: X X� iX. O X0 X; X 11, X; O� O �0� O � O o v 10" 10" -`14" f 17.}67" _L 61" 4" 25" 20" ►}— 20" ►{ 48" I 13.25" T _L 4" j PRODUCT REVISED as complying with the Florida Building Code 1� rJlq t Acceplance 1\'0 �f3 ft Ratio Date By Miwni a Produc(f o � as U) Z o _) ~ F- 0 z � Q U)aQ �x w 3 Q Wrn V J o O r Z Q H LL 0 �0 z Q Q v� F- (n LO `_ W 3: a °u Z r � 00 0 w o q W } 0 Z_ Y (n I—LIJ O 1a J O O Z CGT goy. Q • • • o �•• P �• Q• ••• • • • • so •••• • • pnnj••�I�v N Go a • • � rr •Mv J L, T • z Lj Q • % U — O i •• • ••• oiQ p •� • • • • • o w U • �j1{III711� � �� • GENSS � i = >'c No.5ts705 LY_ `a 106 [/� = �� •. S TE t r �� . A. LYNN MILLER, P.E. P-E.# 58705 FOR GLASS TYPES: TARI F r- Design Pressure (psQ for Single Windows, All Anchor Groups Window Width under 2T 25-15116' 27-718" 30-314' 32' 34' 37" 46' 531/8' 60' under 23" +701- 90 +70/- 90 +70l- 90 +701- 90 +70/-90 +70/.90 +701- 90 +701- 90 +70/-90 +70/-90 25.15/16" +70/-90 +701- 90 +701- 90 +70/-90 +70/-90 +701- 90 +701- 90 +701- 90 +701- 90 +701- 90 39' +701- 90 +70/-90 +701- 90 +70/-90 +70/-90 +70/-90 +70/.90 +701- 90 +701-81.1 +70/-71.2 rn 50-518" +701- 90 +70/-90 +70/-90 +70/- 90 +70/-90 +70/-90 +70/-89.2 +701-77.9 i 6W +701- 90 +701- 90 +70/-90 +701-86.5 +701-83.7 +701.79.6 +70/-74.3 g63" +70/-90 +701- 90 +70/-90 +70V-82.3 +70/-79.4 +701-76.6 +70/- 70.1 67' +701- 90 +70/-90 +701- 83.5 +701- 78.3 +701- 73.4 +/- 69.4 72" +701- 90 +701-87.2 +701- 77.4 +/- 69.3 +/- 65.4 76" +70/-90 +70/- 84.8 +701- 75.2 +/- 65 84" +70/• 90 +70/- 80.4 +70/- 70.8 Design Pressure (psQ for Windows Attached to a Vertical Frame Assembly Tube �T Windowwidth Wurrder23' 25.15116" 27-27-7/8" 30314' 32" 34' 37" 46' 531/8" 60' Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C& D A. C& D B All All All All All All All under 23" +701-90 +701.90 +70190 +701-90 1 +701-90 +701-90 +70/.90 +70/-90 +701.90 +701-90 +701-90 +701.90 +701-90 +701.90 +701-90 +70/-90 25-iU16• +701.90 +70/-90 +70190 +701-90 +701-90 +70/-90 +701-90 +701-90 +701.90 +70/-90 +701.90 +70(-90 +70/-90 +70/-90 +701-90 +70/-90 x 39' +701-89.9 +701-70.6 +701.90 +70/-90 +701.79.7 +701-90 +701.90 +70/-90 +701.90 +701.90 +70/-90 +701.90 +701-90 +70/-90 +70/-81.1 +70I-71.2 a %&S' +/-69.3 +/.54.3 +701-90 +70/-90 +/-61.4 +701-90 +70/-90 +701-90 +701.69.6 +70/-90 +70/-90 +70/-90 +701-89.2 +701.77.9 60' +/-M.5 +1-45.8 +701-84.7 +701-90 +/51.8 +70/-81.2 +70/-90 +701-90 +701-75.6 +701-86.5 +70/-83.7 +70/-79.6 +701.74.3 63' +/-55.7 +/-43.6 +701-80.7 +70/-89.b +/A9.3 +701-77.3 +701.90 +70/-90 +70/-72 +70/-82-3 +70/-79.4 +701.76.6 +70/-70.1 ;LAMI.(1./8-AN--=. "PVB"= BUTACITePVB BY KURARAY AMERICA, INC. 10' MAX. FRAME ASSEMBLY TUBE WINDOW HEIGHT J�ADDITIONAL WINDOW WIDTH ANCHOR (4), IF REQ. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. Design Press tie (psQ for Windows Attached to a Honzonlal Frame Assembly Tube Window Width under 23" 25-15116' 27-71W 303/4" 32" 34" 37" 46' 53-1/8"Lj 60" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group AnchorGroup AnchorGroup Anchor Group Anchor Group AnchorGroup All All All A.C&D I B A,C&D B A.C&D B A B C & D A B C&D A B C & D A I B C D under 23' +701-90 +701-90 +70r90 +70/90 +701-69.4 +701-00 +70/-85.9 +701-90 +701-W-8 +70190 +701-74.3 +701-90 +70'-76.3 +/59.7 +70a-90 +/-66 +/51.7 +70/-90 +/•58.5 +1-45.8 +7(V-M.7 +70/-90 25-15116' +701-90 +70/.90 +70/90 +70/90 +70d-90 +70/-90 +70/90 +701-90 +701-90 +70d-84 +70/-W +70190 +/-67.6 +701.90 +701-9D +/58.5 +70/-90 +70/-90 +/51.8 +70/-81.2 +70190 +701-90 39" +70/-90 +701-90 +70/90 +70190 +70190 +70/-90 +70/90 +701-90 +70190 +70/-90 +701-90 +70'90 +70/$9.9 +701-88.1 +70'-90 +70/-7T8 +/b1 +7(y91.1 +/F>B.9 +/54 +70/-71.2 +70/-71.2 Ed, 505/8" +701.90 +70190 +7U'-90 +70/-90 +70'-90 +70/-9D +70190 +70/-90 +70/90 +70/-89.2 +70199.2 +701-89.2 +70'-77.9 +701-77.9 +70/-77.9 T 60" +701-90 +701-90 +701-90 +70/•66-5 +701-66.5 +70'-63.7 +701-83.7 +70/-79.6 +70'-79.6 +70/-74.3 +701-74.3 +70/-74.3 9 a 63' +701-90 +70190 1 +70r-90 +70+•823 +701-82.3 +701-79.4 +701.79.4 +70/-75.6 +701-75.6 +701-70.1 +70'-70.1 +701-70.1 67" +701.90 +70190 +701-63.5 +7(Y 76.3 +701.76.3 +701-73.4 +70/-73.4 +/-69.4 +/-69.4 72" +701-90 +70/-87.2 +70l-77.4 +/59.3 +/-69.3 +155.4 +1-65.4 76" +701-90 +70/•B4.6 +701-75.2 t/Fi5 +165 84" +701-90 +70/-80.4 +70l-70.8 NOTES: 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. i- FRAME WINDOW ASSEMBLY HEIGHT TUBE '7ANCHOR TIONAWINDOW I WIDTH �- (4), IF REQ. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PRODUCT REVISED as complying with the Florida Building Code C)5iq a,i Acceptance No 1�J" Lapiration Date � V$ By Miami ade ProdtrefCdtt 1 � W LU = U7 J O a`` w Qo r� U) 3 Z Z q C U r c o U) LL. o Z W Q w IL PC (� CNI Co LLI LI00 O 0 Z v 4; 00 D LIJ Z 0O UJ Z (� r _j {2 Z 00 t* �Q �• • �•�J Q Q. �. rs....o ..• •.. •• 1 •••• • •0 •••• Li• ? Ln • •co rn lose • • • >- "n r� ZZ • • •• •• O fit•• • • z W. O • • (DU • oZ z w U Q_ No. 58705 v - S7A /W LYNN h11L' L(�R, P.E. P.E.# 58705 8,10 FOR GLASS TYPES: TABLE 11: 3) 7/8" LAMI. IG: (1/8" AN - 7/16" AIR - 1/8" AN - PVB - 1/8" AN) PRODUCT REVISED Design Pressure (pstl for Single Windows, .090" as complying tviih the Florida "PVB"= Building Code BUTACITE VB BY KURARAY AMERICA, INC. Acceptance No 15��ig •1) C°xpiral'on Date t pj RY Miami Dacic ProducC troll SEE SHEETS 1 WINDOW & 4 FOR HEIGHT WINDOW ANCHOR Q LOCATIONS W AND W WINDOW � QUANTITIES. _ WIDTH J Cn W W � �Q TABLE 12: 0 o z 06 Q ^Z' O SEE SHEETS 1 & 4 10' MAX. �{ ASSEMBLY ME FOR WINDOW = U J � r TUBE ANCHOR 0 O (►, LL LL O LOCATIONS AND :? J QUANTITIES. SEE Z v I - WINDOW SHEET 3 FOR ANY W Q Cq HEIGHT ADDITIONAL W ANCHORS to W ADDITIONAL REQUIRED FOR L0 � ` OD W 0 }- WINDOW ANCHOR THE FRAME � z WIDTH (4}, IF REQ. ASSEMBLY TUBE. :3 ;' 00 � O Q o O 0 Y W Z_ C) •f.L • Z Oa• v J cp P• o TABLE 13: ; •� o ®• _ '= Q ;�..., �. o •� to • •• .. • - FRAME WINDOW ASSEMBLY • • • . • • j co HEIGHT TUBE E • : • : • • ® • • • • o " r � �iL • • }MN•�• 10" MAX. • • �G • • • O(y • J • • • • • • x0 i4 H • • • T U m _� • ADDITIONA w z 1i w I WINDOW I ANCHOR r a o 0 �1 WIDTH t� (4), IF REQ. r- oz a w U SEE SHEETS 1 & 4 FOR WINDOW ANCHOR ��tyN LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS ��' �0�� , . • ��7C( �i� REQUIRED FOR THE FRAME ASSEMBLY \'\GENSF FQ TUBE. t - No.5E3705 � •�- • r_r 7 v IS . •, ST is O - !: �� ' • °C ORO-- NOTES: /5��1�/\, 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. ///MILL� p E A 1 LkP.E.p 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. 58705 All Anchor Groups Window Width under 23" 25-15116' 27-7/8' 30.3l4" 32' M. 37' 46' S31/B' 60' under 23' +70/- 90 +70l- 90 +70l- 90 +70l- 90 +701- 90 +70/- 90 +701- 90 +701- 90 +70l- 90 +70l- 90 25-11i116" +70l- 90 +70/- 90 +70/• 90 +701- 90 +70J- 90 +70l- 90 +70r- 90 +TOJ- 90 +70f- 90 +70l- 90 39' +70l- 90 +70f- 90 +70/- 90 +70/• 90 +70l- 90 +70/- 90 +70J- 90 +70l- 90 +7a-83.2 +7a-73.1 o, 50-518• +70/• 90 +70/- 90 +7a- 90 +7pJ. g0 +7of- 90 +Tor- 90 +701- 90 +7a-&p = ti0" +70l- 90 +70l- 90 +70l- 90 +7a$8.8 +7a$5.8 +7a-01.7 +7a-76.2 � 63" +Tor- so +Tor- 90 +70/- 90 +7a-ea.4 +7aS1.5 +7aaT.5 +7a-71.s 67' +70l- 90 +70/- 90 +7a$5.6 +7a-78.3 +7a- 75.3 +Ta- 71.2 Tr +7a• so +7a$9.5 +7a- 79.a +7a• 71.1 +1- 67-1 TB' +Ta- 90 +7a$6.e +7a- 77.z +r- se.6 e4• +70,- so +Ta• 62.5 +7a- 72.7 Design Pressure (psi for Windows Attached to a Vertical Frame Assembly Tube Window Width m under 23' 25.15/16" 27-7/8' 30-3J4' 32' 34' 37" 48" 53.118" 60" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C& D A. C& D B All All All All All All All under 23• +7a-eo +7aao +701-90 +7a-90 +7a-so +701-90 +Ta-90 +7a-90 +7a-90 +7a-90 +7a-90 +Ta-90 +To!-90 +Ta•90 +7a-90 +Ta-90 z5-15n6" +7a-90 +7a-so +70/-90 +7a-90 +7a-so +70/-90 +7a•so +7a-so +7a-90 +Ta-so +7a-90 +7a-90 +7o1-so +7a-so +7a-90 +7a.so � 39" +7a$s.9 +7aao.5 +Tor -so +7oJ•90 +Taa9.7 +70l-90 +7a•90 +7aao +7a-so +7a-so +7a-so +Taco +Tor-90 +la•90 +7a$3.z +To/a3.1 50-518' +/$9.3 +1-54.3 +70J-90 +7a-90 +/-61.4 +701-90 +7a-90 +7a�0 +7a-89.8 +7a-90 +7a-90 +7a-90 +701.90 +7a-80 � � 60' +/-58.5 +/-45.8 +70l-84.7 +7a•90 +J•51.8 +70J$1.2 +7a.gp +7a-90 +7a-75.6 +7a-88.8 +7a$5.8 +7a-81.7 +70l-76.2 83' +J55.7 +l-43.6 +70l-80.7 +7a-89.5 +1-09.3 +701-7T.3 +7a•90 +7a-90 +7a-72 +7a•84.4 +7a-81.5 +7a-77.5 +70J-71.9 Design Pressure (psQ for Windows Attached to a Horizontal FrameAssembry Tube windox wean under 23" 25-15116" 27-7lB" 30314" 32" 34' 37" 4S" 53-118" 60' Arlcna Group Anchor G Anchor AnchorGroup Anchor Group AnchorGroup Anchor Group AnchorGroup AnchorGroup AnchorGroup FOR GLASS TYPES: TABLE 14: PRODUCT REVISED 4 7/8" LAMI. IG: 1/8" T - 7/16" AIR - 1/8" AN - .090" PVB - 1/8" AN as complying with the Florida Building Code "PVB"= BUTACITEOPVB BY KURARAY AMERICA, INC. Acceptance Nod ' bs)�i• 1,� @xpiration Date )$ By. Ivfianl I ade Pro6tic C :on o SEE SHEETS 1 & 4 FOR WINDOW WINDOW HEIGHT ANCHOR W a Q LOCATIONS AND W W�DTOH� QUANTITIES. = O W ~ t}- 2 z Q W , TABLE 15: 0 o Z Z 06 4 10" MAX. FRAME Q ASSEMBLY O TUBE � V � � c 'J ' LL 0 WINDOW O J _- O HEIGHT 0 Z W pC a ADDITIONAL CV W Q WINDOW ANCHOR WIDTH (4). IF REQ. CO O o u hi DO D N Z SEE SHEETS 1& 4 FOR WINDOW o L a 6 (0 Q ANCHOR LOCATIONS AND QUANTITIES. a o (n SEE SHEET 3 FOR ANY ADDITIONAL Y W Z ANCHORS REQUIRED FOR THE FRAME C>n O ASSEMBLY TUBE. > • A • • W ..7. �. "*do .•� Q Z o 0 : • •�• � 0 Z. �.'L b �'07 TABLE16: �• • Q• Qi �••i ••• • FRAME •••.•• • • • WINDOW ASSEMBLY ••• •• • • • > LO ••• •� HEIGHT TUBE• • • • ® • p N • M :c�i • N rn • t N N J_ 10" MAX. • • • • 0 M �'9 • i • U J J • J z ADDITIONAL• F w o 0 0 I WINDOW ANCHOR > a Y -�1 WIDTH (4), IF REQ. o o oz w r U iiillir 1 SEE SHEETS 1 R 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET L1 �! 3 FOR ANY ADDITIONAL ANCHORS ��, •�\L -NSr Q '' REQUIRED FOR THE FRAME ASSEMBLY TUBE. rlo. r3;05lij = (� !. NOTES: IOTA A�- ��\\ 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. LY111 A. LYNN MILLER, P.E. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.# 58705 Design Pressure (Ps4 for Single Windays. All Anchor Groups Window Width order 23" 25-15l16' 27-718' 30-314' 3r 34' 37' 46' 53-118' 60' under 23" +7a$0 +7a�0 +7a�0 +7a�0 +7a90 +7a�0 +7a;30 +7a�90 +1a90 +7a•90 25-15116' +7a30 +7a-90 +7a30 +7a-90 +7a90 +7a�0 +7a�0 +7a�0 +7a90 +7a•90 39' +7a-90 +7a�0 +7a-90 +7a50 +7a-90 +7a 90 +Ta;30 +7a-90 +7a�0 +1a-81.2 so-5+s- +7a-90 +7a,3o +Taco +7a-so +Taco +7aao +7a.so +Ta�e.a x so' +Ta,3o +Tajo +7a,3o +7a-8o +Taco +7a•90 +Ta�4.6 � 63' +7a�J0 +7a�0 +7a•90 +1a90 +7a90 +7a�8.1 +7a-79.9 sr +Tajo +7a-so +Taco +Ta-a7 +7a�3.s +Ta-Te.1 72' +7a�0 +7a;30 +7a$8.2 +7a-79 +7a-74.8 76' +7a-90 +701a0 +7a-85.8 +70l- 74 84" +70/�0 +7a-90 +7a�80.8 Design Pressure (psI) {Or Windows Attached to a Vertical Frame Assembly Tube Window Width under 23" 25-15✓16" 27-7/8' 34.3/4" 32' 34' 37" 46 53.1/6' BO" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C 8 D A, C& D B All All All AN A, C& D B All All under 23' +7a-90 +7a-90 +7a-90 +7a90 +70l-90 +7a-90 +7a-90 +7a•90 +7a-90 +70/-90 +7a•90 +7a30 +7a-90 +7a-90 +70/-90 +7a-90 +70/-90 rn 25.15H6' +7a-90 +7a-90 +7a-90 +7a-90 +70/•90 +7a-90 +7a�0 +7a-90 +7a;30 +70/-90 +7a-90 +7a-90 +7a-90 +7a-90 +70/-90 +7a•90 +7a-90 = 39' +7a-89.9 +70l-70.5 +7a•90 +7a-90 +70/-79.7 +7a•90 +7a•90 +7a-90 +7a-90 +7a-90 +7a-90 +7a•90 +7a-90 +7a�0 +701.90 +7a-90 +70/-81.2 � sosra" +1.69.3 +/-51.3 +7a•90 +7a-eo +l-61.a +7a-90 +7a-90 +7a-90 +7a-89.6 +70/-90 +7a•90 +7a-s0 +7a-90 +7a•ea.e +7a-81.4 � so" +158.5 +/-4s.8 +7a-84.7 +7a-90 +/-51.8 +7a-81.2 +7a30 +7a-fi0 +7a-75.B +70l-90 +7a-90 +7aao +7a-84.8 63' +/55.7 +/-03.6 +7a-80.7 +7a$9.5 +1-49.3 +70/•77.3 +7a�0 +7a-90 +7a•72 +7a•90 +7a-90 +7a-88.1 +7a-79.9 Design Pressure (psi) for Windows Attached to a Hodzonial Frame Assembly Tube Window Width trader 23" 25-1511s" 27-7/8" 30-31a" 37 34" 37" 46' S3-1/8" 60" Anchor Group Anchor Group Arctror Group Anchor Group Anchor Group Anchor Group ArchotGrotQ AnthorGroup ArchorGroup AnthorGroup AH All AU A,CBD B A,C3D a A,C�D B A B C&D A e C&D A B C&D A B C8D under 23" +701.90 +70/-90 +7a-90 +701.90 +7a$9.4 +701.90 +7a$5 9 +70/-90 +70/-80.8 +70/-90 +70/-74.3 +7aA0 +701-76.3 +!•59.7 +7a-90 +lbb +l-51.7 * 7a-00 +l-58.5 ♦/-45.8 +70/A4.7 25-15/1s" +70!•90 +7or-so +l0l-90 +70/-90 +7or-so +7or•Oo +7a�o +la-90 +701�90 +7a-sa +7or-90 +7a�o +r�l.s +7a�so +la -so +rsa.s +7a�o +la-90 +l-51.8 +lor$1.2 +7or-90 39" +70l-90 +T0/-90 +70l-9D +701.90 +701•9p +701�90 +70/-90 +70l130 +70/-90 +70/-90 +70/-90 +7a-90 +70/-89.9 +70/-88.1 +7a�0 +7a-77.8 +7a•76 2 +7a1J0 +7-68.9 +l54 +70!$1.2 �rn 505r8' +701-90 +70/-90 +70l-9D +701-90 +70t•90 +701-90 +70/-90 +70l-90 +70l-90 +70/-90 +70/-90 +7a-90 +70F88.8 +70/�1.4 +70t-88.8 = 60' +70/•90 +701-90 +70l-90 +701-90 +70/-90 +70/-90 +70lAO +70l-90 +70l�0 +701-&t.6 +70!•84.6 +701�4.6 � 63' +70/-90 +7o!-so +7a-90 +701-90 +701-90 +7or-90 +7orAo +7a-86.1 +7or-as.1 +7a-79.s +70l-79.9 +7o/-7s.s gs7^ +701-90 +70l-00 +7o!-eo •7or-87 +701-87 +7ab3.6 +7a4�i.6 +7a-79.1 +70/-79.1 7r +7or-90 +70/-s0 +7a$8.2 +7or-7s +701-79 +7a-74.6 +7a-74.6 7s^ +701•90 +70/-90 +7a�5.8 +701-74 +7or-74 FOR GLASS TYPES: TAR[ P 17- Design Pressure (psfl for Single Windows, All Anchor Groups Window Width under 23' 1 25.16/16' 27.7/8' 30-314' 32' 34" 1 37' 48" 63-118" 1 60' under 23" +90/-130 +901-130 +90/430 +901-130 +90/-130 +901.130 +9D/-130 +90/-130 +90/-130 +901-130 25-16/16" +901-130 +90/-130 +90/-130 +90/-130 +9(V-130 +901-130 +90/-130 +901130 +90/-130 +90/-130 39' +90/-130 +901.130 +90/-130 +90/-130 +90/-130 +9D/430 +90/-130 +90/-130 +90/-130 +90/•130 rn 50518' +901-130 +901-130 +901-130 +901-130 +=A30 +90/-130 +90/430 +90/-130 T 60' +90/-130 +90/430 +901-130 +90/-130 +90/-130 +901-130 +90/-130 63' +90/-130 +901.130 +90/-130 +90/-130 +90/-130 +901-130 +90/-130 67' +90/130 +90/-130 +901-130 +901.130 +WA30 +90/-130 72" +901-130 +901-130 +90/-130 +90/-130 +901-130 76" +90/-130 +90/-130 +901A30 +90/-130 84' +90/-130 +90/430 +901-130 TARI C +A• 5) 7/8" LAMI. IG: (3/16" AN - 1/4" AIR - 3/16" AN - .090" SG - 3/16" AN) 6) 7/8" LAMI. IG: (3/16" T - 1/4" AIR - 3/16" AN - .090" SG - 3/16" AN) "SG"= SENTR i- WINDOW HEIGHT �WINDOW� WIDTH KURARAY AMERICA, INC. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. Design Pressure (psf) for Windows Attached to a Vertical Frame Assembly Tune T Wlrxbw width Wunder 23" 25-15116' 27-718" 30.3+4' 32' 34" 37' 46' 53-118' 60" Anchor Group Anchor Group Anchor Group Thor Group Anchor Group Anchor Group Anchor Group Aattar Group Anchor Group Anchor Group A I B I C D A B 1 C&D IA,C&DI B All All A,C&DI B A,C&D B All All All under 23' +701.90 +70/•90 +70/-90 +70/-90 +70/-90 +70/-90 +70/90 +701-90 +70/-90 +70/-90 +701-90 +70/-90 +70/-90 +70/-90 +701-90 +70/-90 +70/-90 +70/-90 _ 225-15116' +70/-90 +70/-90 +701.90 +701-90 1 +70/-90 +70190 +701-90 +70/-90 +70/-90 +70/-90 +7011-90 +701-90 +70/-90 +701.90 +701-90 1 +70/-90 +701-90 +701.90 39' +701-89.9 +70/-70.5 +7000 +701-90 +70/-79.7 +70/-90 +701-90 +70/90 +701-90 +70/-90 +70/-90 +701-90 +70/-90 +701.90 +70/-9D 1 +70/-90 +701.90 +70/-90 505/8' +/-69.3 +/-54.3 +701-90 +701.90 +/-61.4 +70190 +70190 +70190 +701-89.6 +701-90 +701-90 +701-90 +70/-90 +70/-90 +70✓-9D +70/-90 W +1-58.5 +/-45.8 +70/54.7 +70/-90 +1-51.8 +701.81.2 +701.90 +70/90 +70/-75.6 +70/-90 +70/-90 +70/-90 +701-90 +7050 +701-85.4 63" +/-55.7 1 +/43.8 +70/-80.7 +70/99.5 +IA9.3 +701-77.3 +701-90 +70/-90 +7002 +701.90 +70/-90 1 +701.90 1 +70/-88.5 +70/-90 +70/-81.3 TAQI C +O. 10" MAX. - r I FRAME 1 ASSEMBLY TUBE WINDOW HEIGHT _]QADDITIONAL WINDOW WIDTH ANCHOR (4). IF REQ. Design Pressure (pso for Windows Attached to a Horizontal Frame Assembly Tube Windom Width under 23" 25-15/16" 27-7)V 305/4" 32" 34' 37" 46" 53-118" 60" Anchor Group Anchor Group Anchor Group ArlchorGroup Anchor Group Anchor Group ArxhorGroup AnctarGroup ArlchorGroup ArlchorGroup All All Ail A,C&D B A,C&D B A.C&D B A B C&D A B C&D A B C & D A B C 0 under 23' +70/-90 +701-00 +701-90 +701-90 +701-89A +70/-90 +701-85.9 +701-90 +70/-W.8 +701-00 +701-74.3 +701-00 +701-76.3 +/59.7 +701-90 +156 +151.7 +701-90 +/58.5 +/-45.8 +70/-64.7 +701-00 25-15/16" +701-90 +701-00 +701.90 +701-90 +701-00 +70/-DD +701-00 +701-90 +701-00 +701.84 +701-90 +70/-00 +/-67.6 +70/-90 +70'-90 +156.5 +701-00 +701-90 +1516 +70/$1.2 +701.90 +701-90 39" +701-90 +70/40 +70/-90 +701.90 +70r-90 +70/-90 +701-00 +701.90 +701.90 +701-90 +70/-90 +701-90 +701-90 +701-90 +70/-90 +70/4t0 +701-90 +701.90 +70/56.2 +701-81 +701-90 +70/-90 49 505/8" +701-90 +70/-00 +701-90 +70/•90 +701-90 +701-90 +70/-00 +70/-90 +701.90 +701-90 +701-90 +701-90 +701-90 +701-00 +70'-90 r 60" +70/-90 +70/-90 +701-90 +70/-90 +70/-90 +70/-90 +701-90 +701-90 +70/-90 +701-00 +70/-90 +70/40 63' +70/-90 +70/-90 +701.00 +70140 +70r-90 +70/-g0 +70/-90 +70/-9D +70/-00 +701-90 +701-90 +70'-00 F 67" +70/-90 +70/-90 +701-00 +70/-90 +7(Y•90 +701-9D +701.90 +70/.90 +701-90 } 72' +70/-90 +70/-90 +70/-00 +701-90 +701-90 +70/-90 +70/-00 76" +701.90 +70/•00 +70(-00 +701-00 +70'490 64' +701-90 +701-00 +70140 NOTES: 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. f- FRAME WINDOW ASSEMBLY HEIGHT TUBE 10' MAX. ADDITIONAL WINDOW I ANCHOR -'1 WIDTH _ f '- (4), IF REQ. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PRODUCT RE.VISET) as colnplying with the F(OTi& Building Code '�-0SS - 11 . Acceplw1ce.NO t8 Npi►ation Date Fay Mia Dade ArOducf on 1 6 Q W (n J W O � = a w U) C¢ Z z_ °� 3' o _ J O U ► t"- c `n V LL 1 z 0L _1 10 O Y W l2 Q ai LID W00 (� ci \ O _ 6 00 D o Z C) C) O W 0 Z Y J:L ED.. O •W %� �• ti b • eJ._� - :••` � ••s)• p �W GlA v� _ F Q• v �i •; ••• • •• 0 9 • • • b LLJ• >,n • rn ••• • • • lYr,••••N QN • • CJ � u7 r7 � • _j LL o T o • U z g W L., o 0 0 > (Z Y 0 0 O LLJ �\\\,�� LYNN I7 ��i� No.58705 it 0 STA E IN P 4 ORION. / l!� /4YJ�(�'fy11L1-I=h, P.E. p. /J 58705 TABLE 20: Item Dwg. # Description Mat. 1 7002 Main Frame Head, Sill & Jamb 6063-T6 Alum. 2 7071 Anchor Plate 6063-T6 Alum. 3 7003 Sash Top, Bottom & Side Rail 6063-T6 Alum. 4 7008 Frame Corner Key Steel 5 7009 Sash Corner Key Steel 6 7078 Frame Gasket Vinyl Foam 7 7072 Sash Corner Gasket Vinyl Foam 8 7070 Bulb Weatherstri .187" x .275" Flex PVC 70 10 7024 Maxim Multi -Point Lock Steel 11 7026 1 Lock Support Plate Steel 12 7014 Multi -Lock Keeper Steel 13 7013 Tie Bar Guide Nylon 14 7015 Tie Bar Assembly Steel or SS 16 7029 Maxim Projected Operator Steel 17 7030 Operator Gasket Vinyl Foam 18 7031 Operator Backing Plate Steel 19 7051 Operator SacerBlock Nylon 21 7034 Operator Track &Slider Steel 22 7023 Projected Hinge, Manuf. by Truth Steel 24 Snubber, Anti -blowout Clip Steel 31 Dura Seal Spacer 32 1713 Setting Block 5/32" x 3/16" x 1-1/4" EPDM 33 1714 Setting Block 5/32" x 7/16" x 1-1/4" EPDM 35 7036 Bead B 6063-T6 Alum. 36 7042 Bead C 6063-T6 Alum. 37 7059 Bead D 6063-T6 Alum. 38 1224 Vinyl Bulb Wstp (Thick) Flex PVC 70 39 1225 Vinyl Bulb Wstp (Thin) Flex PVC 70 50 Dow 899 Silicon Backbeddin 60 7006 Screen Frame 3105-H14 Alum. 61 7040 Iscreen Corner Key Polypropolene 62 Screen Cloth Fiberglass 63 1635 Screen Spline EM. PVC 64 320 Casement Screen Spring Stainless Steel 70 134 Add -on Flange 6063-T6 Alum. 71 7004 Frame Assy Tube 6063-T6 Alum. 72 Maxim Pivot Slider Assembly Steel 80 #8-32 x 1/2" Ph, Pn. Mach. Scr TYPE B Stainless Steel 81 1157 #8 x 1/2" Ph. Pn. SMS Stainless Steel 82 #8 x 5/8" FI. Ph. SMS Stainless Steel 83 48x 7/8" F.H. Ph. SMS Stainless Steel 84 #8 x 1" FI. Ph. TEK Stainless Steel 85 #8 x 1" Quad Pn SMS Stainless Steel 86 #8 X 1-1/2" Quad Pn SMS Stainless Steel 87 1#10x 1/2" Ph. Pn,/TEK Stainless Steel 89 #10-24x 9/16" Ph. Pn. TYPE F Stainless Steel 90 1 #12x 1" Ph. Pn. TEK Stainless Steel AL AS RI TAB \`\ L�GEt,I�� No. 58705 � -711 Ti5 T0 (� IATE OF J, ��'� .. `r. or,1��, •'. jam.; `A)tj,� ll MILL;i4, P.E. P.E.# 58705 .062" NOM. 2.919" .439" �+— 2.784'. FRAME HEAD, SILL & JAMB #7002, 6063-T6 1.356" p A " .095" —f (�)ANCHOR PLATE #7071, 6063-T6 706" .050"4 .865" j� 35 BEAD B #7036, 6063-T6 .172" 870" .050" �— .569" 37 BEAD D #7059, 6063-T6 43�-[ •434" 062" NOM. 1.159" 2.139" 3 SASH TOP, BOTTOM & SIDE #7003, 6063-T6 —4 .040" 1.000" .423" �--j FIXED 60 SCREEN FRAME #7006, 6063-T6 .523" —� I .0501, II .865" �L T 36 BEAD C #7042, 6063-T6 Revised By: Dote: Revision B: Revised By: Dote: Revision A: LM 5/15/15 NO CHANGE THIS SHEET nQDe Descriplion: BOM AND EXTRUSIONS .125" — I — —T 2.701" .062" .093" 71 FRAME ASSEMBLY TUBE #7004, 6063-T6 1+- 2.203" .093" .093" 70 ADDON FLANGE #134, 6063-T6 •••• .. .. .. .. ...... PRODUCT REVISGD as complying with the Florida Building Code 411,15>-C�l Acceplance iration DBy e Drown Ry: J ROSOWSKI 1070 TECHNOLOGY DRIVE Title: Date— N. VENICE, FL 34275 AWNING WINDOW DETAILS - LM & SM 08/08/12 P.O. BOX 1529 NOKOMIS, FL 34274 Series/Model: Scale: Sheet: Flowing No. Rev: CERT. OF AUTH. #29296 AW-740 NTS 10 OF 10 1 MD-AW740LM A W S- f �_ - 2Z5 Z MIAMI-DADE SEP Q3 2015 MIANII-DADS COUNTY � IPRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMICRESO S (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidsde.Qov/economy PGT Industries 1070 Technology Drive North Venice, 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 and accepted by Miami -Dade County RER - Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section 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 "CA-740" Outswing Aluminum Casement Window. -.L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740-LM, titled "Casement Window Details - LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami —Dade County Product Contro'1`I evision stamp with the Notice of Acceptance number and expiration date by the Miami —Dade County Product Control Section. 0000 MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • 0000 • •. • •. • LABELING: Each unit shall bear a permanent label with the manufacturer's nAme br lo43,•C4, state, • • model/series, and following statement: "Miami -Dade County Product Control ArUMd , unless otherwise noted herein. p".•••• . ••••• •••• • • RENEWAL of this NOA shall be considered after a renewal application has beeir Wand thereaias beam ••• no change in the applicable building code negatively affecting the performance of dii$ product • • • ; • • • • • .. .. •• •• ...... TERMINATION of this NOA will occur after the expiration date or if there has•4gqj , a revision•or change • • in the materials, use, and/or manufacture of the product or process. Misuse of thisr NO)A as an endorsemeat ..:. of any product, for sales, advertising or any other purposes shall automatically temninate this VW Failur,• • •: to comply with any section of this NOA shall be cause for termination and removal 8f NOA. • • • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be, displayed. in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 12-1218.09 and consists of this page l and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No..15-0519.•13 ff MIAMI-DADE COUNTY Expiration llate: April 11, 2018 Approval Date: July 16 2015 tif l' Page 1 rr. ... .• ... •. . . . . . • . .... • • . • . . . . . . • . 01-1 000 ••• • ••• • • • • •• • • • • • • • 17 SCr^i?..ITS?ECuNORM f 1 I _� F t •:_!'1 i .�I� ti r.i l!�rui �Y•I!t�i.i L •. .� I.rV" . AU 't - •. .ti • .• •1I 4 1 = . 1 I IC•...IJ�9 1 r� , ..'.•E.,t.�,.,,t_a,"sI`.•.{;iiE,Tli)l..t_t!E:i. .f' ii��• r ,� i "!-rnov,� t.;! t' ...: If _ .�i' l:.L lL:(i• i.11i Ue .14�f1�.0 ltl i.!•.1 cd�.:�.i, jCS'E L. GUZMAN PE PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-1218.09) 2. Drawing No. MD-CA740-LM, titled "Casement Window Details — LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, signed and sealed by Anthony Lynn Miller,-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 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of a series CA740 outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7065, dated 10/05/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 12-1218.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-51h Edition (2014), dated 05/16/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. • • • • 2. Glazing complies with ASTM E1300-04 • 000000 • ...... .... D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources{44FR). • • • • • •.•• •..• E. MATERIAL CERTIFICATIONS • •• •• •• •• 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray Ameuica.,daic. for their "Kuraray Butacite0 PVB Glass Interlayer" dated 04/25/15, expiring on:U/.U/l6. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray Ameiuca, Ire. for they "Kuraray SentjyGlas® (Clear and White) Glass Interlayers"dated 06/2505; expiring on 07/04/18.. Manue erez, P.E. Product Cont o xaminer NOA No. 15-0519.13 Expiration Date: April 11, 2018 Approval Dale: July 16 2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5ie Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.09, issued to PGT Industries for their Series "CA- 740" Outswing Aluminum Casement Window - L.M.I." approved on 04/11/13 and expiring on 04/11/18. . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... . . ..... .... .... ...... ......00 ...•.. . . •••••• Manuel ez, P.E. Product Contr xaminer NOA No. 5-0519.13 Expiration Date. April 11, 2018 Approval Date: July 16 2015 E-2 GENERAL NOTES: SERIES 740 IMPACT -RESISTANT CASEMENT WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE TABLE 3, SHEET 4. 4) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2' THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, SHEET 4. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAUCYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAU CYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-7065, 3579, 3580, 3724; ELCO ULTRACON NOA; ELCO CRETEFLEX NOA; ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL. TABLE 1 Glass Types Sheet # U 5146'=Lami.(J1,6 An - .090" PVBD- /8.An),_ - —5- 2 7/16" Lami (3/16 An - .090" SG - 3/16 An) 6 3 7116" Lami (3/16 HS - .090" SG - 3/16 HS) 7 4 7/8" Lami. IG (1/8" An -7/16" Air- 1/8" An - .090" PVB - 1/8" An) 5 5 7/8" Lami. IG (118" T - 7/16" Air - 1/8" An - .090" PVB - 1/8" An) 8 6 7/8" Lami. IG (3/16" An- 114" Air- 3116" An - .090" SG - 3/16" An) 9 7 7/8" Lami. IG (3/16" An - 1/4" Air - 3116" HS - .090" SG - 3/16" HS) 7 8 7/8" Laml. IG (3/16" T - 1/4" Air - 3/16" An - .090" SG - 3116" An) 9 9 7/8" Lami. IG (3/16" T - 114" Air - 3/16" HS - MY' SG - 3116" HS) 7 "PVB"= BUTACITE"�B BY KURARAY AMERICA, INC. "SG"= SENTRYGLAS BY KURARAY AMERICA, INC. DESIGN PRESSURE RATING IMPACT RATING VARIES, SEE SHEETS 5-9 RATED FOR LARGER SMALL MISSILE IMPACT RESISTANCE 37" WIDTH 26 476" MAX. O.C. IF WIDTH IS UNDER 33.476" (HEAD & SILL 4" MAX. 69' VISIBLE - LIGHT HEIGHT - (DLO) 4" MAX. J I / \ I I I I / / I 1 I I / I / I I I I I TYP. ELEVATION OF CASEMENT WINDOW GENERAL NOTES .............................1 ELEVATION ....................................... 1 GLAZING DETAILS ........................... 1 INSTALLATION ................................. 2 ASSEMBLY TUBE DETAILS ............. 3 ANCHOR SPECIFICATIONS............ 4 ANCHOR QUANTITIES ..................... 4 DESIGN PRESSURES ...................... 5-9 ASSEMBLY DETAILS/BOM.............. 10 — 17-1 /2" MAX. A, SEE O.C. SHEET 2 i 6" MAX. O.C. USE ANCHOR PAIR AT EACH JAMB IF HEIGHT IS 26" OR OVER .�ti�111tI11r1 LU A. LYNtJ M�LLER, P.E. P.E.tt 58705 5/16' LAMINATED GLASS STACK —~� 7116' LAMINATED GLASS STACK 116" ANNEALED GLASS EXTERIOR 39 090" BUTACITE PVB 5 — 22 �2 BY AMERICARAY C. (/> �S I }{E 3/16" ANNEALED OR ENGTHENEO 14:MERICA, Miami Sh8!c-!sVi :ci 118' AN 090" SSG BY KURARAY INC. LED QR S HEATSTRE qGTHENED GLASS EXT RIOR 38 1 LA SS a AAPPPROVED 1 ` � n I 11/1�SS"SITE .I,.IG DEPTf� I 11/16" G LIP SS BITE ' 13LDG DEP `.;I Ill,il CT TO CONIP1 IANCF U/ n/L FF 1i �"�")(;(ll1^JIYfI� �1 i�n11 nrr,iii 718' NOM. 7/8" NOM. GLASS STACK 5116" LAMINATED GLASS STACK GLASS STACK 118" ANNEALE®D GLASS 7/16" AIRSPAC .090" BUTACITE PVB 114" AIRSPACE. 1/8" ANNEALED OR 8Y KURARAY AMERICA, INC. 3116' ANNEALED TEMPERED GLASS GLASS EXTERIOR a 76" HEIGHT ITH IS 3 SILL) 1/8' ANNEALED `GLASS ?I 11/16" GLASS SITE GLASS TYPES 4 & 5 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 CERT. OF AU1H. #29296 EXTERIOR a_ 7/8" NOM. GLASSSTACK do LAMINATED GLASS STACK GLASS 3/16" ANNEALED OR NEAT -STRENGTHENED GLASS 1/4" AIRSPACE .090" SG BY KURARAY 3/16"TEMPERED AMERICA, INC. GLASS I 3116" ANNEALED OR 3$ HEAT -STRENGTHENED EXTERIOR I GLASS a ! /1 11/16" GLASS BITE GLASS TYPES 8 & 9 Dote: I Revision 8: Revised 8 Doie: IRevision- 5THAy EDITION (2014) LM 5/15/15 FBC UPDATE Description: GLAZING DETAILS GLASS I GLASS **96 *06 • • • PRODUCT REVISED as complying; with the Florida Building Code i��ofi�913 Acccplance No �, Q Lix iralion hale D By , Mizm Ade Product Con 01l Drown By: J ROSOWSKI Title: Dote_ CASEMENT WINDOW DETAILS - LM & SM 08/08/12 SerieslModel: Scale. Sheet Orowing No. Rev: CA-740 NTS 1 OF 10 MD-CA740-LM A INSTALLATION OPTION 1 EDGE EDGE DISTANCE INSTALLATION ANCHORS DISTANCE INTO 2X WOOD. CONCRETE/CMU AS REQUIRED PER PER ANCHOR TABLE 3, SHEET 4 2 EMBEDMENT REQUIREMENT 42 1 TYP. ANCHOR ' TYPE, EMBEDMENT 1 5 AND EDGE , 4 1 DISTANCE PER SUBSTRATE, 22 23 4 SEE TABLE 3, ' • a r� SHEET 4. EXTERIOR a 35-37 ATTACHED TO FRAME JAMB ATTACHED TO VENT JAMB WINDOW HEIGHT VISIBLE LIGHT HEIGHT (DLO) ATTACHED TO FRAMEJAMB ATTACHED TO VENT JAMB dsstirncn CONCRETE PER ANCHOR REQUIREMENT INSTALLATION OPTION 3 INSTALLATION ANCHORS THROUGH 1X BUCKSTRIP INTO MASONRY. JAMB HARD- WARE BUCK HEIGHT ATTACHE[ TO FRAME JAMB EDGE DISTANCE ' EMBEDMENT 70 OPTIONAL ADDON FLANGE @ HEAD, SILL & JAMBS INSTALLATION OPTION 2 INSTALLATION ANCHORS DIRECTLY INTO MASONRY. 1/4" MAX SHIM SEE DETAIL NOTES: I Al. BE 1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3, SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION OPTION SHOWN MAY BE USED ON ANY SIDE OF THE WINDOW. 2) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED IX INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL. UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MAXIMUM SHIM THICKNESS TO BE 1/4". 1 1X WOOD r T BUCKSTRIP, SEE NOTE 2, THIS SHEET. 1/4" MAX SHIM . ° • EMBEDMENT 4 ... VERTICAL SECTION B-B ATTACHED TO VENT SILL IN FOR SNUBBER REQUIREMENTS, SEE TABLE 4, SHEET 4. BUCK WIDTH ATTACI FRAME n ATTACHED TO VENT SILL VISIBLE LIGHT WIDTH (DLO) WINDOW WIDTH HORIZONTAL SECTION A -A —� [+-- 10" MAX. DIET A �� ' ��OLNSF • ��Q �� i No- 58705 STIIc- S 4Q /or�n.� A. LWAk_1_W P.E. P.E.# 58705 10" MAX. T I / I �a I I L _.jp_ SEE DETAIL A2, BELOW 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 CERT. OF AUTH. #29296 A2 INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL. #12 STEEL SELF -DRILLING SMS, SEE TABLE 3, SHEET 4. 0E APPROVED LION, ALUMINUM, :EL FRAMING OR STEEL STUD. 30 NO EGRESS FORMULAS: WIDTH, WASH HINGE: WINDOW WIDTH - 13-1/2 NOTES: WIDTH, EGRESS HINGE: WINDOW WIDTH - 7-1/2 1) WHEN INSTALLING HEIGHT: WINDOW HEIGHT - 6 COMBINATION UNITS, ADDITIONAL INSTALLATION VISIBLE LIGHT FORMULAS: ANCHORS MAY NEED TO BE WIDTH: WINDOW WIDTH - 7 INSTALLED THROUGH THE HEIGHT: WINDOW HEIGHT - 7 WINDOW FRAMES AT 10" MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: Additional Anchors Required on each Side of the Frame Assembty Tube (FAT) F Window Anchor Type A B, C & D LL Width 17'-22.9' 0 0 23" - 25.9" 0 1 > 26'+ 1 1 i- Window Anchor Type LL Height A B, C & D t! 0 17' - 22.9" 0 0 N� 23' - 25.9' 0 1 0 = 26'+ 1 1 Revised By: I Dole: I Revision B: • •••• •••• ••••• • • • • • • • • • • • • • • • • • • •••••• • • • • so PRODUCT REMED as col+iplying with the Florida B-midingCode�OSjQ �� Acceptauicc No I�c 1 P iration Dale .� S By Miam' ade Product o of Revised By: Dole Revision A: LM 5/15/15 NO CHANGE THIS SHEET Description: Drown By: CROSS SECTIONS & INSTALLATION J ROSOWSKi Title: Dote: CASEMENT WINDOW DETAILS - LM & SM 08/08/12 Series/Model: Scale: Sheet: I Drowing No. Rev: CA-740 I NTS 1 2 OF 10 MD-CA740-LM I A CASEMENT (X) WINDOW HEIGHT I WINDOW WIDTH 740 SERIES CASEMENT EXTERIOR WINDOW n FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW SIZE AND GLASS. 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM SHEETS 5-9, FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCT'S DESIGN PRESSURE FROM THE TABLE LABELED "DESIGN PRESSURE (PSF) FOR SINGLE WINDOWS, ALL ANCHOR GROUPS" 4) DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 5) USING THE TABLE LABELED "WINDOW ANCHORS REQUIRED" (TABLE 2, SHEET 4), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. 6) INSTALL AS PER THE INSTRUCTIONS ON SHEET 2. CASEMENT / CASEMENT (XX FIGURE 1: I� 10% SEE NOTE 7, THIS SHEET 10", SEE NOTE 7, THIS SHEET f 740 I i 740 SERIES FRAME SERIES CASEMENT ASSEMBLY CASEMENT WINDOW TUBE WINDOW MIN. # 12 X 1"SMS THROUGH INSTALLATION HOLES 740 SERIES FRAME � 740 SERIES CASEMENT EXTERIOR ASSEMBLY CASEMENT WINDOW lu TUBE WINDOW HORIZONTAL SECTION C-C AWNING / CASEMENT / FIXED CASEMENT (XXO MIN. #12X 1" SMS THROUGH INSTALLATION HOLES EXTEI G FOR EACH WINDOW IN A VERTICALLY OR HORIZONTALLY COMBINED ASSEMBLY: FIGURE 2: k 740 SERIES AWNING i WINDOW D FRAME ter, ASSEMBLY TUBE 740 SERIES —CASEMENT WINDOW E FRAME ASSEMBLY E TUBE 740 SERIES / FIXED WINDOW'` / 'SEE PRODUCT'S NOA FOR INSTALLATION SPECS VERTICAL SECTION D-D 10 SERIES NNING 'INDOW' FRAME ASSEMBLY TUBE 10 SERIES ASEMENT fINDOW EXTERIC VERTICAL SECTION E-E 10 SERIES 4SEMENT INDOW FRAME ASSEMBLY TUBE MIN. # 12 X 1" SMS THROUGH INSTALLATION HOLES 740 SERIES FIXED CASEMENT WINDOW` 1) DETERMINE EACH INDIVIDUAL WINDOW TYPE, SIZE AND GLASS MAKEUP, SEE FIGURES 1 & 2, THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 2) FROM SHEETS 5-9, FIND THE SHEET FOR YOUR GLASS TYPE. 3) FIND THE DESIGN PRESSURE FROM THE TABLES LABELED "DESIGN PRESSURE (PSF) FOR WINDOWS ATTACHED TO A VERTICAL FRAME ASSEMBLY TUBE" OR "DESIGN PRESSURE (PSF) FOR WINDOWS ATTACHED TO A HORIZONTAL FRAME ASSEMBLY TUBE", DEPENDING ON WHICH WAY THE FRAME ASSEMBLY TUBE IS ORIENTATED. THIS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 4) USING THE TABLE LABELED "WINDOW ANCHORS REQUIRED" (TABLE 2, SHEET 4), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. 5) INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2-3. NOTE THAT ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (SEE SHEET 2), AND THAT MIN. #12 X 1" ANCHORS ARE TO BE USED THROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE (SEE DETAILS ON THIS SHEET). FRAME ASSEMBLY TUBE NOTES: 1) DIMENSIONS SHOWN ARE TIP -TO -TIP DIMENSIONS FOR EACH INDIVIDUAL WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 2) ANY 740-SERIES PRODUCT (CASEMENT, AWNING OR FIXED CASEMENT) MAY BE ATTACHED TO THE FRAME ASSEMBLY TUBE. FOR ALL WINDOWS, USE THE WINDOWS NOA FOR ANCHORAGE, SIZE AND DESIGN PRESSURE LIMITATIONS. 3) ALL WINDOWS IN THE COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REQUIREMENTS OF THEIR RESPECTIVE NOA. 4) FRAME ASSEMBLY TUBE TO BE FASTENED TO WINDOW, AS SHOW IN DETAILS, WITH MIN. #12 X 1" SHEET METAL SCREWS. USE THE SAME SPACING AND QUANTITY AS THE OPPOSITE FRAME MEMBER. 5) THE FRAME ASSEMBLY TUBE MAY NOT EXCEED 62" IN LENGTH (AS USED IN A 63" FLANGED WINDOW) OR BE USED IN TEE OR CROSS CONFIGURATIONS. 6) THE FRAME ASSEMBLY TUBE IS NOT REQUIRED TO BE CLIPPED TO THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. 7) FOR ALL COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10" MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: Additional Anchors Required on each Side of the Frame Assembly Tube (FAT) F Window Anchor Type A 9, C & D Width 0 0 Y 0 1 V26.+ 1 1 Anchor Type LL Height A 13, C & D = 17' - 22.9" 0 0 23- - 25.9" 0 1 2 26'+ 1 1 PRODUCT REVISED as complying with the Florida Building Code 15-b51�1� 13 Acceptance No Y � � 6 Pxpiration Date o By Miauv ade Product Cal W W UJ U O d' F-- U) z U W/� V � r 3 0 o � Q J = Q r O 0o W �_ LL ">Z ❑ Q 0 m W y C�3 CN D LO _00 U) o o o 00 J p Z „Z m O W _ Y (n U) F— Lli � Q W 4 0. b �� m0�//� rn• I11�•••• 3 LL �`� fa •ii•o cj•�, i= Vi• N•• • .o • • •fir •N ••• 0`0u`vir�a O L• off X Ljo • = vlprti I•a so Fw00 O >aY C) 0 o w r �/ ��t�ENS •l�� No. 56705_ (� S- f\-m P P •' A. LY`J 11LW, P.E. P.E.# 58705 Window Anchors Required Window Width pn} under 23` 25-15/16' 27-3l4' 30' 33-1J2" 35' 37' Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor G TABLE 2: TABLE 4: PRODUCT REVISED as complying with the Florida Building Code l��O-!'\q�� Acceptance No L�.piraiion Dale By Miami ade Product trc),- aQ W Z J "PVB"= BUTACITE� B BY KURARAY AMERICA, INC- Y "SG"= SENTRYGLAS'BY KURARAY AMERICA, INC. _U O� 1) USE THIS TABLE FOR ~ Q ALL WINDOWS PER THE C16 z V ELEVATIONS ON SHEET 1. SAMPLE CONFIGURATIONS: c 3' DIMENSIONS SHOWN ARE Q 2 WINDOW TIP -TO -TIP. ;1 W J ! ` //X\ O 2) FOR SIZES NOT ;` X'; ;' X', j X , ;` X', O ¢ Z r- SHOWN, ROUND UP TO o Q -, L.L THE NEXT AVAILABLE ; 2 ~ Q WIDTH OR HEIGHT % X \ a U Q H a, 'c DIMENSION SHOWN ON W THE TABLE. ; Ix O O N D LO i X", O O ZLa J o Z � � u TABLE 3: ; t o L0 o00 w Z 11 EXAMPLE 1: FOR WINDOW COMBINATION SHOWN BELOW; 7116" ANNEALED SG LAMI. GLASS, J X', O !X', X j X', Q 1/4" MASONRY ANCHORS INTO CONCRETE, +701- 80 PSF DP REQUIRED, NO ANCHOR PLATE H Z CASEMENT ANCHORS: LLI • ;� W A) FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +70/-90. O� p �O" O �'.Q lCl g•Q' m �> LlJ • B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE 1�1-vc Q��'O a (n U DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. �� 0 �•`j• o' Q• �•• C) FROM TABLE 2, 6 ANCHORS ARE REQUIRED IN EACH JAMB. �J �J • • D) SIMILARLY, 2 ANCHORS ARE REQUIRED IN THE HEAD & SILL. • • • ® •:d Uj •N oc6 r rn E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. 10" 10" ••• ••• �'� • • F) PER RULES ON SHEETS 2 & 3, INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME ASSEMBLY 4 • • • p w x� 'r TUBE SIDE OF THE AWNING (HEAD & SILL). 4' � 4" 4" �••�� •� z (Y • ; ujuo0 0 >aY o O r- z z FIXED CASEMENT ANCHORS ( SEE SEPERATE NOA): / o U AA A) FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +70/-83.1. 10.6" B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND 13.25" ��'\ N ( LYN&, � SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. �� \�U . " " •. 4e 61" / �1GL�SF �� C) FROM TABLE 2B, 5 ANCHORS ARE REQUIRED IN EACH JAMB. \ No.58705 D) SIMILARLY, 3 ANCHORS ARE REQUIRED IN THE HEAD & SILL. - E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. \ ; •r pt ��5 y O� •. s TE F) PER RULES ON SHEET 2, INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME 4"zm'l I I 1 4 '� ASSEMBLY TUBE SIDE OF THE FIXED CASEMENT (HEAD & SILL). % C� O1�iDA. • �' NOTES: I _ I.,, 20" �+ 20^/Ur..... f 25" /� ml �` 1) ANCHOR MUST EXTEND A MIMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE. 48" A. W41y'M LI,t4t P.E. 2) ANCHORS MAY BE HEXHEAD, PANHEAD OR FLATHEAD. P.E.# 58705 r6*409 o Group Anchor Substrake Min. Edge Distance Min. O.C. Distance Min. Embedment Anchor Plate Required9 1/4' steel Ulkracon Hollow Block 1" 6" 1-1/4" No A #14, steel SMS (G5) or #14, 410 SS SMS S. Pine 5!8" 1" 1-318' No 6063-TS Alum. 318" 5/8" .050" No A36 Steel 318' 5/8" .050" No A653 Stud, Gr. 33 3/8" 518" .035', 20 Ga. No B #12, steel SMS (G5) or #12, 410 SS SMS S. Pine 5!8' 1' 1-3/8" No 6063-TS Alum. 3!8' S/8" .050" No A36 Steel 3/8" 5!8" .050" No A653 Stud, Gr. 33 3/8' Sl8' .035°, 20 Ga. No 1!4" steel Uliracon 2.85k Concrrffn ete 2-112" 4" i�/B' No 2.85k Concrete 1" 4" 1�/4" No Hollow Block 2-1/2' 5° 1-1l4" No C #12, steel SMS (G5) or #12, 410 SS SMS S. Pine 5/8" 1" 1�18' Yes 6063-TS Alum. 3!8" 518" .0713' Yes A36 Steel 3!8' S18" .050' Yes A653 Stud, Gr. 33 3!8' S18" .045", 18 Ga. Yes #14, steel SMS (GS) or #14, 410 SS SMS S. Pine 518' 1" 1.3l8" Yes 6063-T5 Alum. 3/8" 5!8" .0713" Yes A36 Steel 3/8" 518' .050' Yes A653 Stud, Gr. 33 318' 5/8' .045", 18 Ga. Yes D steel Uliracon 2.85k Concrete 1" 4" 1.3/4" Yes 2.85k Concrete 2-1/2' 4" 1�l8" Yes Hollow Block _2ai2" 5" 1-1/4' Yes � Filled Blocky 2-112" 4" 1�l4; Yes '7 114' 410 SS CreteFlex 3:35k"Concrete-" —1"� Y 5" 13/4" No Hollow Block 2-1/2' S" 1-1/4" No 51t6" steel Ulkracon 3.Sk Concrete 1-114" 5" 1-3/4" No Hollow Block 3-1l8" 5' 1-1/4" No Filled Block 2-1/2" 5' 1�/4" No Jamb Snubber Locations Glass Type: PVB SG (Types 1, 4 8 5) (Types 2, 3 8 6-9) 63" and None 12' max. from less Required each end 8 30" � max O.C. i 12" max. from 12" max. from over 63' each end 8 30° each end 8 30" max O.C. max O.C. 4 FOR GLASS TYPES: TABLE 5: r ...r"y - • +-�� _ �� PRODUCT REVISED 4 5/16 LAMI (1/8 AN"-, .690r.PVB-- 1181AN) �cor»Pb'ing++iththe Florida 18"-L-A�1 irl6i+l:/8=AN-- 7/1°6"'AIR - 1/8" AN - .090" PVB - 1/8" AN) Building Code'�,oS�G}, }� Acccplance No "PVB"= BUTACITEOPVB BY KURARAY AMERICA, INC. II" iration Date L> i3y LU Mi%t!ni 5 e Product 50� trot 47 V WINDOW0 HEIGHT � � ;, LU a t WINDOWli� _ WIDTH' (n -J SEE SHEETS 1 8.4 F°RJR �_ `WIND*OW ANCHOR' _ ti LOCATIONS'AND QUANTITIES. �- z V W I ZQ Z �� TABLE 6: _ O V J J ILL " Q a O v � LLJ W N � U) w Z a; -_ a; 00 �n g qo � _ Y LLI tl Z d Z w _ Q ��J O o� W o ,b a U) m V FRAME N -,p o �• o F (�� • 10" MAX. - �I ASSEMBLY 4* • •• • TUBE ••••• •••• •••• • TABLE 7: > 0 01 WINDOW • • • • rn N N HEIGHT c� "00 WINDOW FRAME HEIGHT TUBE ' �' Z cw' °� VO Q WINDOW ADDITIONAL • • c� L J -t1 WIDTH ��ANCHOR • • • • o j. Y • IF RED.10' MAX. ), • • • • ro z• ADDITIONAL SEE SHEETS 1 & 4 FOR WINDOW ANCHOR • • U ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET (4), IF REQ. 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY �� }�{ LY?�NJU I WINDOW TUBE. \ NU: • ... , . , -`I WIDTH �r �1GEfV,S�_ f f> 7i SEE SHEETS 1 8 4 FOR WINDOW ANCHOR No. 5a705 ' LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS = ` REQUIRED FOR THE FRAME ASSEMBLY -- TUBE. S fH E 0 <ORiDk . \� NOTES: �/ �dn/At- �` ``� 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. A. L> NN)vtICL'E'R, P.E. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.# 58705 Design Pressure (psi) for Single Windows, All Anchor Groups Window Width under 23' 25-15/16" 27�14' 30" 33-1/2' 35' 37' under 23° +7or-90 +70l-90 +74/-90 +70l-90 +7or-80 +70l-90 +70/-90 25-15/16' +70/�0 +70/-90 +741-90 +70/-90 +7or-90 +70l-90 +70/-90 38-3/8° +7or-90 +70/-90 +701-90 +70l-90 +7or-90 +70l-90 +701-90 � 4B' +7or-90 +70/-90 +70/-90 +70/-90 +701-90 +70l-90 +70/-91 = 50�/8' +7or-90 +70/-90 +701-90 +701-90 +7or-90 +70/-90 +7a�9.2 60• +7or-94 +70f-90 +70/-90 +70/�8.5 +70l4j0.6 +701-77.7 +7or-74.3 ` � 63• +Tor-90 +701-90 +701-so +701�4.3 +701-76.5 +701-73.7 +701-70.1 72' +7or-90 +7or-67.2 +7or-77.7 +60/-71.5 +60/- 62.4 +6a- 60.9 +1- 59.3 76' +Tor-90 +7or-84.6 +7or-75.7 +l�7.3 +/- 58.9 +/- 57.2 +/- 55.6 84' +7or-90 +7or-80.4 +7or-71.3 +60/-82.1 +/- 54.2 Design Pressure {psfl for Windows Attached to a Vertical Frame Assembly Tube Window Width m under 23' 25-t5J18" 27.3/4" 30" 33•t!2" 35" 37" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B CdD B A,CB�D B A,CBD A 8 C8D B A,CRD B A,CB�D under 23" +701-90 +70!•90 +70'-90 +70J-90 +70l-90 +70V-90 +701-90 +70l-90 +70V-90 +701.90 +70l-90 +701-90 +701-90 +701-90 +701-90 +1a-90 +70!•90 +701-90 � 25-15118" +70/-90 +701.90 +70l-90 +70/-90 +70l-90 +70l-90 +70l-90 +701-90 +70l-90 +70l-90 +70l-90 +7or-90 +70l-90 +70l-90 +701-90 +701-90 +70r-90 +70l-90 38-318" +701-90 +701-71.6 +7Q'-90 +70/-90 +70J-81 +lUr-90 +701-90 +701-90 +70�-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 48" +70l-73.1 +!-5T.3 +701-90 +70l-90 +1-64.8 +70+-90 +701-90 +70l-90 +701-90 +701"87.8 +701-90 +701-90 +70/-78.6 +70l-90 +70/-90 +701-90 +70l-88.9 +70l-90 •° c 54-516" +1-69.3 +J-54.3 +7QI-90 +701-90 +1.81.4 +7tY-90 +70!•90 +70J-90 +7CY-90 +70J-83.2 +70!•90 +701-90 +701-74.6 +7or-90 +70/-89.2 +7or-90 +701-84.3 +70/-89.2 60" +l-58.5 +!•45.8 +70l-84.7 +701-90 +/-51.8 +701-61.2 +70l-90 +70/-75.9 +70l-90 +70l-70.2 +701-88.5 +701.80.3 +l-629 +70l-80.6 +70l-75.2 +70l-77.7 +701.71.2 +70l-74.3 p" +1-55.7 +/•43.6 +701-80.7 +70!•89.5 +/-49.3 +70l-77.3 +701-90 +7(.Y•72.3 +701-90 +l-68.9 +70V-84.3 +701-76.5 +l-59.9 +70l-76.5 +701.71.6 +70/-73.7 +J•87.8 +701-70.1 Design Pressure (psf) for Windows Attached to a Horizontal Frame Assembly Tube Window Width under 23' 25-15/i6' 27-3/4° 30' 33-112' 35" 37' Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group All All All All B A,C&D A B C&D A 8 C&D under 23" +701-90 +70/�0 +7or-90 +70/-90 +70/-62.1 +7or-90 +7or-90 +70l-78.5 +7or-90 +7or-90 +7or-74.3 +1a-90 25-15/16" +70/-90 +70190 +70/-90 +70/-90 +70/-90 +701-90 +70l-88.8 +70/-90 +7or-90 +7a$4 +701-90 +7or-90 38-3/8' +70l-90 +70/-90 +7or-90 +74/-90 +70i-90 +70/-90 +70/-90 +701-90 +70l-90 +7or-90 +70l-90 +7or-90 m aa• +7or-so +7or-so +7or-so +Tor -so +7or-so +7or-so +74/-so +To/ -so +7or-so +Tor -so +7or-so +Tor -so Y 50-5l8' +70/-90 +70r�90 +70/-90 +701-90 +70l-90 +70/-90 +701-90 +7or-90 +70l-90 +7a�9.2 +70/-89.2 +7a$9.2 ggp• +7or-90 +70l�0 +70/-90 +70/•88.5 +70l�0.6 +70l�0.6 +701-77.7 +701-77.7 +70l-77.7 +70l-74.3 +7or-7A.3 +7or-74.3 63• +7or-90 +70l90 +7or-90 +70/•84.3 +7or-76.5 +70l-76.5 +70/-73.7 +70/-73.7 +70l-73.7 +70/-70.1 +70/-70.1 +7a•70.1 72' +70/-90 +70/-87.2 +70/-77.7 +70l-71.5 +60/-62.4 +60/-62.4 +60/�0.9 +60/-60.9 +60/�0.9 +/-59.3 +1-59.3 +1-59.3 7&" +70/-90 +7or-84.6 +70/-75.7 +l�7.3 +l-58.9 +/�8.9 +1-57.2 +l-57.2 +/-57.2 +/-55.6 +/-55.6 +1-55.6 84" +70r-90 +7or-80.4 +7or-71.3 +60/�2.1 +f•54.2 +1-54.2 FOR GLASS TYPES: TABLE 8: 2 7/16" LAM 13/16 AN - .090" SG - 3/16 AN PRODUCT REVISED } � as complying with the Florida Building Code "SG"= SENTRYGLA RBY KURARAYAMERICA, INC. AcceplanceNoNS-C)SJ' 19-13 i+xpiration Dale By WINDOW Mia ii ade Product- tr HEIGHT WINDOW W tt Q WIDTH w SEE SHEETS 1 & 4 FOR = WINDOW ANCHOR � 0 LOCATIONS AND QUANTITIES. (/� 0 _ a- LLJ ~ ~ U) z C.) W/n C6 01 1 V �7t ; f) Z Z O` TABLE 9: O Q 0 U r 0 CD �_ LL Z Q O a � W CO N 0 r 00 � UJ � O o tj vLf)� ; 00 D Z w o o° O � Y a W o Z 2i 0 Q �' J O� 00 LU o b �0�// 1D c/n N U h 3 LL • � � .. �( ¢ FRAME o�• o �• Q•• ~ i� 10" MAX. - t-{ �•- ASSEMBLY ••••• •••• •••• • I TUBE TABLE 10: • • > n• • .rn • .4 a1 N 07 TTTT WINDOW • ' ' >_ oo HWINDOW FRAME HEIGHT �0 • o i'"• HEIGHT ASSEMBLY • • • • • p �ory .? if I / -TUBE • • • • = v m a • ADDITIONAL • • iil �d •-0 WINDOW �• �� r w o 10' MAX. WIDTH ANCHOR • >.o Y F IF REQ.W ADDITIONAL • • ANCHOR SEE SHEETS 1 & 4 FOR WINDOW ANCHOR • • (4), IF REQ. LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS WINDOW I REQUIRED FOR THE FRAME ASSEMBLY t WIDTH h TUBE. ��G . • ��( i SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET %'r : No 58705 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY ' TUBE. �� ' STTE�r �\ ,rr. Ci)R\ _ 7 NOTES: I{)`�.�1`i 1 SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. /A!l YNN rylIL'Co= ., P.E E. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.# 56705 Design a Pressure (psf) for Single Windows, All Anchor Groups Window Width under 23' 25-15l16" 27-3J4' 30' 33-112' 35" 37" under 23" +90l-130 +901-130 +9a-130 +90/-130 +90J-130 +90/-130 +901-130 25-15/16" +90/-130 +90/-130 +9a-130 +90/-130 +90/-i30 +9a-130 +90/-130 3t�3J8" +90/-130 +90l-130 t9a-130 +90l-130 +90l-130 +9a-130 +90/-130 Q, 48" +90/-130 +901-130 +9a-130 +901-134 +901-130 +90V-130 +90J-130 � 505/8' +90/-130 +90/-130 +9a-130 +90/-130 +90l-130 +90V-130 +90/-130 W. +90l-130 +90l-130 +90V-130 +90/-130 +90l-130 +9a-130 +90/-i30 C 63" +90/-130 +901-130 +9a-130 +90/-130 +901-130 +9a-130 +901-129.8 72" +90/-130 +90l-130 +90/-130 +90l-130 +90l-129.1 +9a-122.5 +90/-113.6 76' +90l-130 +90/-130 +9a-130 +90l-130 +90l-124.1 +9a-118.7 +90l-t07.8 84" +90/-i30 +90l-130 +90t-13p +90l-130 +90/-116.4 Design Pressure (psf) for Windows Attached to a Vertical Frame Assembly Tube Window Width under 23" 25-15116" 27-314" 30" 33-112" 35" 37" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C&D B A,C&D A B C&D A B C&D B A,C&D A B C&D under 23" +701-90 +70l-90 +701-90 +701-90 +701-90 +70l-90 +701-90 +70/-90 +7a-90 +70/-90 +7a-90 +701-90 +7a•90 +701-90 +7a•90 +70l-90 +70l-90 +701-90 +70l-90 +70l-90 � 25-15I16" +70l-90 +70/-90 +70l-90 +70J-90 +70/-90 +70l-90 +701-90 +70l-90 +7a-90 +701-90 +7a-90 +70l-90 +1a-90 +70l-90 +7a-90 +70l-90 +7a-90 +701-90 +70/-90 +70l-90 38-3l8" +70l-90 +7a-71.6 +70/-90 +70l-90 +70l-81 +70!•90 +70/-90 +70/-90 +7a-90 +70t•90 +7a-90 +70l-90 +7a-90 +701-90 +7a-90 +70l-90 +70l-90 +70l-90 +70/-90 +70l-90 48" +701-73.1 +1-57.3 +70l-90 +70J-90 +1-84.8 +70l-90 +701-90 +70l-90 +1a-90 +701-90 +701-87.8 +701-90 +7a-90 +701-90 +7a-90 +70/-90 +701-90 +70l-90 +7a•88-9 +70l-90 � 50-518" +1-69.3 +l-54.3 +70l-90 +701-90 +l-61.4 +70l-90 +701-90 +70l-90 +7a-90 +70/-90 +70l-83.2 +701-90 +7a-90 +70l-90 +7a-90 +70l-89.2 +701-90 +701.90 +7a-84.3 +701.90 � 60" +/-58.5 +l-45.8 +70!•84.7 +701-90 +1-51.8 +7a-81.2 +701-90 +7a-75.9 +7a•90 +70l-89.6 +70l-70.2 +701-90 +70l-80.3 +701-78.6 +7a-90 +70l-75.2 +701-90 +70J-90 +7a-71.2 +70l-90 63" +l-55.7 +1-43.6 +70i-80.7 +7a-69.5 +1-49.3 +7a-77.3 +70/-90 +7a-72.3 +7a-90 +701-85.3 +/•66.9 +70l-90 +70l-76.5 +701-74.9 +7a-90 +701-71.6 +70J-90 +70l-86.5 +!•67.8 +701-90 Design Pressure (psQ fa Windows Attached to a Horizontal Frame Assembly Tube Window Width under 23" 25-1511ti' 27-3l4" 30" 33-112" 35" 37" Anchor Anchor Anchor Anchor Anchor Anch 20.22 4 FOR GLASS TYPES: TABLE 11: Design Pressure (psf) for Single Windows, o All Anchor GrLU 3) 7/16" LAM[ (3/16 HS - .090" SG - 3/16 HS) PRODUCT RFVISED as co,nplying with the Florida 7) 7/8" LAMI. IG: (3/16" AN - 1/4" AIR - 3/16" HS - .090" SG - 3/16" HS) Building ' do 1 - "� tq• 3 Acceptance No 9) 7/8" LAMI. IG: (3/16" T - 1/4" AIR - 3/16" HS - .090" SG - 3/16" HS) Expiration Date 7 "SG"= SENTRYGLAS )BY KURARAY AMERICA, INC. By Miami ade ProducfControl W a Q WINDOW W HEIGHT O WIDTOH r t n z CCU SEE SHEETS 1& 4 FOR j U F� rn I WINDOW ANCHOR C� Ur 3 LOCATIONS AND QUANTITIES. Z o 2i Q TABLE 12: _ 1 t� o O N J ILL. Q o Z ~ W � V � N 00 r O O oZ 'U Z o o to Z o° Y W � � W o d- Z v~ m' J �O o0 W oQ p scA v) N U FRAME �• o �• ois' 0 �- 10"MAX. -+�` ASSEMBLY ••••• •••• •••• • TABLE 13: TUBE • • • • �, • d, •• ®•• • CCr• N r N j� T WINDOW FRAME WINDOW HEIGHT •• • • • • • >-��' O -'4• • • � HEIGHT ASSEMBLY • •• • O o u TUBE ••�• _ UP a ii__ - WINDOW I ADDITIONAL �1 • • • •; U Z• SN , L., . f k o 10" MAX. r ANCHOR WIDTH (4). IF REQ- • •• • >•( Y o • • A • •• • • r z• z o .o' ADDITIONAL SEE SHEETS 1 & 4 FOR WINDOW ANCHOR • U ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET (4), IF REQ. 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY I.YNN I WINDOW I � TUBE. \�� ,0 ...... . • • (�� i WIDTH �� %c_ENS - p SEE SHEETS 1 & 4 FOR WINDOW ANCHOR f LOCATIONS AND QUANTITIES. SEE SHEET ,c No. 53705 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY - - TUBE. �T/ f ��. '• ST ATE F1.OR}ON.• NOTES: ��/. is` ... • •''\' 3/0N# \ 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. !/� /� 14Y ry P.E. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. 'E 587 5 P. .# 58705 ups Window Width under23' 25-15l1fi' 27-3/4" 30' 33-1f2' 35' 3i under 23' +90/-130 +90/-130 +901-130 +90/-130 +90/-130 +90l-130 +90l-130 25-15/18' +90l-130 +90/-130 +90/-130 +90/-130 +90/-130 +90/-i30 +90/-130 38-316' +80l-130 +901-130 +90l-130 +80l-130 +90/-130 +90/-130 +901-130 48' +90/-130 +90l-130 +90l-130 +901-130 +90/-130 +90/-130 +90/-130 x b0�/8' +90l-130 +901-130 +90/-130 +901-130 +90/-130 +901-t 30 +90J-130 fi0' +80/-t30 +901-130 +90/-130 +90l-130 +90/-i30 +901-130 +90/-130 � fi3' +90/-130 +90l-130 +90l-130 +90l-t30 +901-130 +90/-130 +901-130 72' +80/-130 +90/-130 +90l-130 +90l-130 +gp/-130 +90l-130 +90/-130 76' +90l-130 +80/-130 +90/-130 +90/-130 +90/-130 +901-130 +901-130 84" +90/-130 +90/-130 +90/-130 +90/-130 +90l-130 Design Pressure (psQ (a Windows Attached to a Vertical Frame Assembly Tube Window Width m under 23" 25.15116" 27-314" 30" 33112" 35" 37" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C&D B A,CBD A B C&D A B C&D B A,Cr�D A B C&D under 23" +701-90 +70l-90 +70l-90 +70f-90 +70l-90 ►701-90 +701-90 +70/-90 +7d-90 +701-90 +7CY-90 +701-90 +70'-90 +701.90 +7d-90 +70!•90 +701-90 +70/-90 +70J-90 +701-90 � 25-151i8" +701-90 +70/-90 +70l-90 +70l-90 +701-90 +70/-90 +701-90 +701-90 +701.90 +70l-90 +70l-90 +70/-90 +70/-90 +701-90 +701-90 +70l-90 +70l-9D +70!•90 +70l-90 +701-90 38-318" +70l-90 +7d-71-6 +70J-90 +70l-90 +70l-81 +70J-90 +701-90 +70l-90 +70l-90 +701-90 +70+-90 +70l-90 +7(.Y•90 +70l-90 +701-90 +701-90 +701-90 +70l-90 +70l-90 +70l-90 48" +701-73-1 +l-57.3 +70l-90 +70l-90 +J-64.8 +701-90 +70l-90 +70l-90 +7d-90 +701-90 +70/-87.8 +70l-90 +70J-90 +70l-90 +70l-90 +70l-90 +70l-90 +70l-90 +70'-88.9 +70/-90 50.518" +l-69.3 +1-54.3 +701-90 +70l-90 +1.61.4 +70/-90 +701-90 +70J-90 +701-90 +70l-90 +70f-83.2 +701-90 +70Y-90 +70/-90 +701-90 +701-89.2 +701-90 +70l-90 +701.84.3 +70l-90 � 80" +r-58.5 +l-45.8 +701.84.7 +70i-90 +1-51.6 +7oV-81.2 +70l-90 +70l-75.9 +70!-90 +70/-89.6 +70l-70.2 +70/-90 +70l-80.3 +701.78.6 +701-90 +70/•75.2 +701-90 +70l-90 +701-71.2 +701-90 63" +J-55.7 +l-43.6 +70l-80.7 +70V-89.5 +/-49-3 +7U'-77.3 +70/-90 +701-72.3 +70V-9(1 +701-85.3 +1-66,9 +70l-90 +70l-78.5 +70l-74.9 +70V-90 +701-71.6 +70l-90 +70!•86.5 +1.87.8 +70l-90 Design Pressure {psQ for Windows Attached 10 a Horizontal Frame Assembly Tube Window Width under23" 25-15/18" 27-3i4" 30" 33-1l2` 35" 37" Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group All All All All B A, C& D A B C& D A B C& D under23" +70+-90 +7a-90 +70+-90 +7d-90 +70/•82.t +7a'�0 +70'-90 +70l-78.5 +70/-90 +70/-90 +70/-74.3 +70/-90 25-15/16" +7a-90 +7d-90 +70'-90 +7CY-90 +70/-90 +70�-90 +70/-88.8 +70/-90 +70/-90 +70/-84 +70/-90 +70/-90 38-3/8" +7(Y-90 +70+-90 +70'�90 +70/-90 +70'-90 +701-90 +70+-90 +70l-90 +70/-90 +70/-90 +70/-90 +70l-90 � 48" +70'-90 +70/-90 +70�-90 +70�-90 +7Q'-90 +70�-90 +7Q+-90 +70/-90 +70/-90 +70/-90 +70/-90 +70/-90 = 50-5/8" +7d-90 +70�-90 +70��90 +70'-90 +70'-90 +70'-90 +7Q'-90 +70/-90 +70/-90 +701-90 +70/-90 +70l-90 60" +7d 90 +70/-90 +70'-90 +lOt-90 +7d-90 +70/-90 *7d-90 +70/-90 +70/-90 +70/-90 +70/-90 +70/-90 83" +70�-90 +7d-90 +70'-90 +70'-90 +70+-90 +70�-90 +7d-90 +701-90 +70l-90 +70/-90 +70/-90 +70/-90 72" +70/-90 +70+-90 +7Q/-�JO +70��90 +70/-90 +70+-90 +70!-90 +70/-90 +70/-90 +70/-90 +70/-90 +70/-90 76" +7d-90 +701-90 +70+-90 +70+-90 +701-90 +7d-90 +7Q+-90 +70/-90 +70/-90 +70/-90 +70/-90 +70l-90 84" +70/-90 +70�-90 +70'-90 +7d-90 +7CY-90 TABLE 20: Item Dwg. # I Description Material 1 7002 Main Frame Head, Sill &Jamb 6063-T6 Alum. 2 7071 Anchor Plate 6063-T6 Alum. 3 7003 Sash Top, Bottom & Side Rail 6063 T6 Alum. 4 7008 Frame Corner Key Steel 5 7009 ISash Corner Key Steel 6 7078 Frame Gasket Vinyl Foam 7 7072 Sash Corner Gasket Vinyl Foam 8 7070 Bulb Weatherstrip .187" x .275" Flex PVC 70 10 7024 Maxim Multi -Point Lock Steel 11 7026 Lock Support Plate Steel 12 7014 Multi -Lock Keeper Steel 13 7013 Tie Bar Guide Nylon 14 7015 Tie Bar Assembly Steel or SS 15 7028 Maxim Dyad Operator, WW<=24" Steel 16 7027 Maxim Dual Arm Operator, WW>24 Steel 17 7030 Operator Gasket Vinyl Foam 18 7031 Operator Backing Plate Steel 19 7051 Operator Spacer Block Nylon 20 7032 Stud Bracket Steel 21 7033 Operator Track & Slider (Dual Arm) Steel 22 7023 Egress Hinge (Heavy Duty), Manuf. by Truth Steel 23 7050 Egress Hinge/Washable (HD), Manuf. by Truth Steel 24 Snubber, Anti -blowout Clip Steel 31 Dura Seal Spacer Steel 32 1713 ISetting Block 5/32" x 3/16" x 1-1/4" EPDM 33 1714 ISetting Block 5/32" x 7/16" x 1-1/4" EPDM 35 7036 Lam! Bead B 6063-T6 Alum. 36 7042 Lami Bead C 6063-T6 Alum. 37 7059 Lam! Bead D 6063-T6 Alum. 38 1224 Vinyl Bulb Wstp (Thick) Flex PVC 70 39 1225 Vinyl Bulb Wst (Thin) Flex PVC 70 50 Dow 899 Silicon Backbedding 60 7006 Screen Frame 3105-H14 Alum. 61 7040 Screen Corner Key Polypropolene 62 Screen Cloth Fiberglass 63 1635 iScreen Spline EM. PVC 64 320 Screen Spring Stainless Steel 70' 134 Add -on Flange 6063 T6 Alum. 71 7004 Frame Assy Tube 6063 T6 Alum. 80 #8-32x 1/2" Ph. Pn. Mach, Scr TYPE B Stainless Steel 81 1157 1#8x 1/2" Ph. Pn. SMS Stainless Steel 82 1#8x 5/8" Fl. Ph. SMS Stainless Steel 83 48x 7/8" Fl. Ph. SMS Stainless Steel 84 #8 x 1" Fl. Ph. TEK Stainless Steel 85 #8x 1" Quad Pn SMS Stainless Steel 86 #8 X 1-1/2" Quad Pn SMS Stainless Steel 87 #10x 1/2" Ph. Pn,/TEK Stainless Steel 89 #10-24 x 9/16" Ph. Pn. TYPE F Stainless Steel 90 1#12 x 1" Ph. Pn. TEK Stainless Steel ASSEMBLY DETAILS ALL DETAILS SHOWN FROM THE INTERIOR 4S T/ 86 I I\/11VIL- CORNERS SASH r%rinAlt-Mr% 0�1;Ilrrri� y` l ii i`10. 56705 rr� STATE 1 .[i/ \1 n\ �r/)IIfill\\' A- LYNN MILLER, P.E. P.E.# 58705 .062" NOM. � .434" 2.919" .062" 439" NOM. 2.784" 1.159" 2.139" OFRAME HEAD, SASH TOP, SILL & JAMB 3 BOTTOM & SIDE #7002, 6063-T6 #7003,- 6063-T6 1.356" .040" 1.000" .441" 095" J .423" FIXED 0 ANCHOR PLATE 60 SCREEN FRAME #7071, 6063-T6 #7006, 6063-T6 706" —1 .050" :"4n .050" .865" � .865" T _j 35 BEAD B 36 BEAD C #7036, 6063-T6 #7042, 6063-T6 .172" .870".050" }-* - .569" 3 BEAD D #7059, 6063-T6 Revised By: I Dole: I Revision 8: dsed By: Dole: Revision A: y LM 1 5/15/15 NO CHANGE THIS SHEET 1.124" .125" 2.701" .062" .093" 71 FRAME ASSEMBLY TUBE #7004, 6063-T6 2.203" .093" .093" SADDON FLANGE #134, 6063-T6 • •••. ..•... • •••. •.•• • . • •• •• •• •••••• POI�UCT RLVISED :....: gas complyingi,�itty9,4*Flaridf Building Code 015-o51�i• )3 Acceptance No 11 iration Date 13yMm' Product rductiade oCon Description: Drown By: BOM AND CORNER VIEWS I J ROSOWSKI 1070 TECHNOLOGY DRIVE Title: Me: N. VENICE, FL 34275 CASEMENT WINDOW DETAILS - LM & SM 08/08/12 P.O. BOX 1529 NOKOMIS, FL 34274 SerieslModel: Scale: Sheet: Drowing No- Rev: CERT. of AUTH- #29296 CA-740 NTS 10 OF 10 MD-CA740-LM A