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DGT-15-295 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-240719 Permit Number: DGT-2-15-295 Scheduled Inspection Date: August 26, 2015 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: BLANCO,JUAN Work Classification: Deck - Wood Job Address: 146 NW 92 Street Miami Shores, FL 33150- Phone Number Parcel Number 1131010160010 Project: <NONE> Contractor: HOME OWNER Building Department Comments PATIO WOOD DECK Infraction Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-228005. No framing inspection 1� performed Open up for inspection Failed 'At G Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 25, 2015 For Inspections please call: (305)762-4949 Page 26 of 48 August 13, 2015 City of Miami Shores Village Building Department, 10050 Northeast 2"d. Avenue Miami Shores, Florida, 33138 Attention Building Official. Reference: Mr. Juan Marcos Blanco Patio Wood Deck addition, located at 146 NW 92 Street Miami Shores, Florida 33150 Dear Building Official: This Letter is to certify that I have conducted an inspection at the above-referenced project at the same time that I prepared the plans for permit. I am also certifying that the plans submitted for permit represent the As-Built condition of the structure. I, Alvaro Tellez, hereby attest that the Deck as it was built is in compliance with the 2010 Florida Building Code and with other permit documents in effect at the time of permit, as well as all pertinent laws and ordinances including zoning regulations. Should you have any questions or need additional information, please do not hesitate to contact me. Sincerely, d: j.. Miairnx;F britla:�, 1`84 Telephone Number(305) 905-1257 A ' • -- Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-239303 Permit Number: DGT-2-15-295 Scheduled Inspection Date: July 20, 2015 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Foundation Owner: BLANCO, JUAN Work Classification: Deck -Wood Job Address: 146 NW 92 Street Miami Shores, FL 33150- Phone Number Parcel Number 1131010160010 Project: <NONE> Contractor: HOME OWNER Building Department Comments PATIO WOOD DECK Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 17,2015 For Inspections please call: (305)762-4949 Page 29 of 35 a July 15, 2015 City of Miami Shores Village Building Department, 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Attention Building Official. Reference: Mr. Juan Marcos Blanco Patio Wood Deck, located at 146 NW 92 Street Miami Shores, Florida 33150 Dear Building Official: This is to certify that I have reviewed a change in the foundation footing detail C I at the block filling which have been rotate next to the wall. This occurrence just once time at each side of the deck. I, Alvaro Tellez, hereby attest for such compliance and that all the plans prepared under this permit comply with other permit documents and the 2010 Florida Building Code in effect at the time of permit, as well as all pertinent laws and ordinances including zoning regulations. Should you have any questions or need additional information, please do not hesitate to contact me. Sincerely, I aro Tel ez, P E. Li . # 515 !SnxO Fs o, Miami Shores Village 10050 N.E.2nd Avenue NW � � y Miami Shores, FL 33138-0000al F, Phone: (305)795-2204 , ,IPHfi?.... v�`t€iLlS`A 1� Bata �I�l titer Expiration: 12/22/2015 Project Address Parcel Number Applicant 146 NW 92 Street 1131010160010 JUAN BLANCO Miami Shores, FL 33150- Block: Lot: Owner Information Address Phone Cell JUAN BLANCO 146 NW 92 Street MIAMI shores FL 33150-2229 Contractor(s) Phone Cell Phone Valuation: $ 2,500.00 HOME OWNER . . Total Sq Feet: 0 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved: : In Review Final Date Denied: Foundation Type Const:Wood Deck Additional Info: PATIO WOOD DECK Framing in Progress Classification:Residential Scanning: 1 Review Structural Scanning: 1_ Review Structural Review Structural Review Structural Review Planning Review Building Review Building Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Building CCF $1.80 Invoice# DGT-2-15-54456 DBPR Fee $2.00 DCA Fee $2.00 06/25/2015 Credit Card $507.80 $50.00 Education Surcharge $0.80 02/11/2015 Credit Card $50.00 $0.00 Permit Fee $100.00 Plan Review Fee(Engineer) $120.00 Plan Review Fee(Engineer) $120.00 Plan Review Fee(Engineer) $120.00 Plan Review Fee(Engineer) $80.00 Scanning Fee $9.00 Technology Fee $2.40 Total: $557.80 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 this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING, MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zon g. uth rmore, I authorize the above-named contractor to do the work stated. June 25, 2015 Authorized Si ature:Owner / Applicant / Contractor / Agent Date Building Department Copy June 25,2015 1 Miami Shores Village 10,5 �cJ Building Department FEB 1 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Lbs„ Tel:(305)795-2204 Fax: (305)756-8972 L INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 Lt BUILDING Master Permit No. �� 15,- PERMIT APPLICATION Sub Permit No. WILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP I, / CONTRACTOR DRAWINGS JOB ADDRESS: 14 `^� �� S�Auf City: Miami Shores r_ County: Miami Dade Zip: 33�SV Folio/Parcel#: I t 3 1010 lb 00 10 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: r, BFE: FFE: r QQ OWNER: Name(Fee lrSimple Titleholderj): JU N Wk f-CO S QI✓'u cp Phone#: 106 222 Address:_ 14fo N` ) q ( s+ City: ►o>�� S w101•G) State: L Zip: rl IS-0 Tenant/Lessee - Name: Phone#: Email: J UGC Ma icc o S 6 a n w Com CONTRACTOR:Company Name: -iuw Aad to Q icn to Phone#: Address: r9 W K�La, City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: ``1� City: State: Zip: Value of Work for this Permit:$ 21W• 0 V Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ElNew ❑ Repair/Replace ❑ Demolition Description of Work: P(4+'10 wood 06,G k. Specify color of color thru tile: Submittal Fee$ Permit Fee$'m • 00 CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ � • U (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature x ` Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of (::5 20 A S , by day of 20 by w o is personally known to ,who is personally known to me or who has produced ff—�L— * as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: ���i;,f NOTARY PUBLIC: Sign: Sign: Print: Print: Seal: Seal: /W APPROVED BY 111 Plans Examiner �� � Zoning IIStructural Review Clerk (Revised02/24/2014) 5 ° Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: DATE: ADDRESS: (Lila �W �Gru�C 6T M L2wr �S �C� f—L 3_j1 Sb Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7). And I have read and understood the following disclosure statement,which entitles me to work as my own contractor;I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and with- holdings tax and provide workers'compensation for that employee,all as prescribed by law.Your construction must comply with all applicable laws,ordinances,buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exemption specifies that I,as the owner of the property listed,may act as my own contractor with certain restrictions even though I do not have a license. I ; Initial ' 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that,as an owner builder, I am the responsible party of record on a permit.I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial_ 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I buil ." b tantially improved it for sale or lease,which violates the exemption. Initial 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously implies that the property owner is providing his or her own labor and materials.I,as an owner-builder,may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. !� Initial 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mvforidalicense.com/dbpr/pro/cilb/index.html Initial 11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial 12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the information that I have provided on this disclosure. _' Initial_ Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. 1 Was acknowledged before me this f day of F/ 20 rs— 4 CL who was personally known to me or who has Produced there License or as identification. OWNER RaVTARY t on ♦S 1AE; a"' Miami Shores Village 'k '��oRmA� Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: 1 5-- Z v` r DATE: oy—� o Contractor (NAME) o Owner o Architect Picked up 2 sets of plans and (other) 14 6 �/r t/ q a S Address: S � � L From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: (Signature) PERMIT CLERK INITIA RESUBMITTED DATE: PERMIT CLERK INITIAL: 612:111 F ,SdoR v Miami Shores Village ,pG"3= Building Department ':... 10050 N.E.2nd AvenueTY Miami Shores, Florida 33138ac ' ,4 Tel: (305) 795.2204 R' Fax: (305) 756.8972 law COP Page 1 of 1 Permit No: .�! Structural Critique Sheet 1 N �. s y, ,,s- ,r . rev- 1-lGUG�' -v�ki ^+j wf Cato 4/3 e— '3t) Ci d, _ V W C' -�- ckA .tom L.-U C4 � 1 -l k ""',� (�l e'v�e- ill C s o ---� No A, NC) rem be" r a Lts- V STOPPED REVIEW nj r _ C �� 13 i g-o g�f �-c� s 30 o s P Plan review is not complete,when all items abo are corrected,we will do a complete plan review) If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in a re-submittal drawings. h o ,�,w C-( �o o Mehdi Asraf � ON-1 SNORES Miami shores G Village ` �� Building Department low J_ 10050 N.E.2nd Avenue Miami Shores, Florida 33138 `Fres�He� Tel: (305) 795.2204 �LORiDP' Fax: (305) 756.8972 FEBRUARY 20, 2015 Permit No: DGT-2-15-295 Building Critique Review Plans provided are incomplete, Provide details and specifications of all wood to wood connections and wood to concrete connections. The plans should comply with the minimum standards of chapter 8-10 of the Miami Dade County Code and chapter 1 of the Florida Building Code. 2. Health Department approval is required. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, replace them with new revised sheets and place behind the most current page. ♦StoRFs Gig N.,, ,,,,,� Irl iami shores Village Building Department �R'�A 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: 15 _ Z DATE: Z l 23 I, TU-V1 w ❑ Contractor x-Owner ❑Architect Picked up 2 sets of plans and (other) ,t Address: (L{�/- vk') 'T2 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL:� Z. RESUBMITTED DATE: �I PERMIT CLERK INITIAL: M IAM UUADE MIAMI-DADE COUNTY • qua PRODUCT CONTROL SECTION 11805 SN 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.¢oy/econorrry Nu-Vue Industries,Inc. 1055 East 29th Street Hialeah,FL 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 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(hi 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 AB,NVSTA,NVHTA,NVTHJ,IKE,NVTT and NVHC-37 Steel Wood Connectors •••• APPROVAL DOCUMENT:Drawing No.NU-1,titled"Truss and Top Plate Anc4ors',,*sheets 1•t1uiough 4 •, of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue IndusIries,Inc.,•sJgne4 and *000% . 0. sealed by Vipin N.Tolat,P.E.,bearing the Miami-Dade County Product Control ren.aj j�jamp withihe Notice of Acceptance number and expiration date by the Miami-Dade County Product crtrol SQ"iolk :0000: MISSILE IMPACT RATING: None *00000 : 0..0 0.'•. .0000 LABELING: Each unit shall bear a permanent label with the manufacturer's name or fojooa city,;tats.• .. � 0000.o model/series,and following statement: "Miami-Dade County Product Control Approyp j",.unless otherwise • noted herein. 0 : � • • •••••• 0000.0 RENEWAL of this NOA shall be considered after a renewal application has been filed antheVivis beeft nochange •••• 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 renews NOA#12-0130.32 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,13-0206.17 MIAMI-DADE COUNTY -- �. Expiration Date: May 22,2018 Approval Date: May 2,2013 Page I Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/2008,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#08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc., signed and scaled by C.R. Caudel,P.E. Report No. Wood Connector Load Direction Date 1. 05-5195A AB-5 F1 and F2 06/03/05 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 04-4995 NVTHJ-26 Upward 01/31/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 S. 05-5612 IKE-1 Upward,Ll and L2 03/20/06 6. 06-5622 IKE-2 Upward,LI and L2 05/01/06 7. 04-4908 NVTT Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and LI 06/21/04 9. 08-6711 NVHC-37 Upward,Ll and L2 03/14/08 C. CALCULATIONS "Submitted under NOA #08-0325.02" 0000 1. Shear value of common wire nails and steel plate tensile calculation,prepgw6 by •••••• Vipin N.Tolat,P.E., Consulting Engineer,dated 03/20/2008, signed and soed%y Vipin N.Tolat,P.E. •••;•• " ' • D. QUALITY ASSURANCE • .... . .. ..... ... .. . ..... 1. Miami-Dade Department of Regulatory and Economic Resources(Rl!n • E. MATERIAL CERTIFICATIONS • • 1. None. •••••• F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC and no financial interest,dated 01/31/2013,signed and sealed by Vipin N.Tolat,P.E. "Submitted ander NOA#08-0325.02" 2. Code conformance letters for all of the tests listed on Section B,issued by Product Testing, Inc.,signed and sealed by C.R. Caudel,P.E. r Carlos M.Utrera,P.E. Product Control Examiner NOA No. 13-0206.17 Expiration Date: May 22,2018 Approval Date: May 2,2013 E-1 1. Steel shall conform to ASTM A653,structural grade 33(Min.yield galvanized coating of G 60 per ASTM A525. wt F! 2. Allowable loads are based on National Desing specifications k',1DS J\ 2005 Edition. cid C--Sc 2-nt o o n 1 3.Design loads are for Southern Pine species with a specific gravity c other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11 P,G=0.55 an( ' Penetration Depth factor P/IOD. v o F2 • 5.Allowable loads for wind uplift have already been increased by a d- anchor nail. Load values shown are without 33%steel stress increase. 6. Allowable loads for more than a single connection cannot be added B-5 'Typical Installation which is divided into components in the direction given must be evalu Actual Uplift + Actual Ll _ + Actual L2 Allowable Uplift Allowable Ll Allowable L2 7. Allowable loads are based on lY2"thick wood members unless othe 8. All tie beams and grouted concrete masonry shall comply with cha; tie beams and grout and mortar for concrete masonry shall be a minin ons(inches) Fastener Schedule Alowable Loads(lbs) masonry shall comply with ASTM C90. W2 L Header Joist F1 F2 9. All tests have been conducted in accordance with ASTM D-1761. 2%6 5 3-10dxP/" 3-10dxl%2" 511 595 2516 7 4-10dxly" 4-10dxlY2582 794 leg to Joist and Shorter leg to Header. .. ... . . . . . .. 41. 41 •• WIN N. TOLAT, RE {CIVIL) ••• •• FL. REG. f 12B47 Nu-Vu( 15123 LANTERN CRLK LAN . ... HOUSTON, TX 77068! Ilk UPLIFT • L x Truss Plate required x to transfer 4$fft to a hotton chord : � hw, �O• Z O ' W 5 �• ' Z W M 2 g(Y O Z m O M Total No. Total No.of Assembly Dimension Total No. Total No. of of Fasteners Fasteners in Allowable Loads(lbs) Product H of Fasteners Fasteners in in Strap 20 GA. Seat 6 Code inches in two Straps 20 GA.Seat 10d x ly" 1 O x 1y" UPM Ll L2 ( } 10d x lY2" 10d x 1Y2" Uplift 5 6 1046 700 1049 NVHTA12 12 10 6 1506 6 6 1141 760 1144 12 6 1695 7 6 1236 823 1239 NVHTAi6 16 14 6 1883 8 6 1331 887 1335 NVHTA20 20 16 6 2071 9 6 1426 950 1430 18 6 2259 NVHTA22 22 Notes: NVHTA24 24 1. Nails are necessary in straps and seat to •• •.• •• 2• See note 6,sheet 1 for combined loading •• 3. Nails through chords shall not force the • .. . . . . ... • ••• •• ••: ••• ••' 4.•For general notes,see sheet 1. 5. For higher uplift loads,concrete shall be 6. Based on min.2500 psi concrete. • •' WIN N. TOLAT, -PE (CIVIL) ••• ••• •• FL. REG. # 12847 Nu-Vui �taDix`rtvv� 15123 LANTERN CREEK LANE "0°mplyb*With d rk" HOUSTON, TX 77068 ..uOke Code •� ' Ave X44 . • i f•--L� 0 0 _ 0 i ° H e Left e e Right e ° C 'S, IKE4 b (ISOMETRIC) a- �Q 2f. - a 02x6 ° )'--�--I TyP. TYP' H Jack ° H 1-2x IKE4 IKE-2 U.S. Patent No.4,964,253 oads(lbs)S.Pine Nail Schedule Dimensions(inches) Fasteners Header Product plift Nails 16d Hip Nail 10d Jack Nail 10d Code W H L Stud Plate Dads (e) a b total c d total IKE 1 1 1478 16 4 3 ? 2 3 S 1/ S 3Y2 6-10d 4-10d IKE 2 1% 6% 3%2 6-10d 7-10d 1931 20 5 4 ••9 ••; �, � �S. :5.' XQte:'Fot Z-2k rie ii ergs • adx•1X. •l . . • 1 Z 2 nails can be.used UPLIFT VIPIN N. TpLAl',' C'E (CIVIL) • QRMUCTRE1EWtED FL. REG. # 1,2847 • o N"W*yangwith the Ir"WIA 15123 LANTERN CREEK LANE .. • ••• • HOUSTON, TX 77068 ° o �press �: • i •, o NVTHJ-28 as shown .� ` rhes) Fasteners Schedule Allowable Loads(lbs) - - L Truss Top Plates Hollow Concrete Uplift Ll Nail Schedule Al Masonry Header Joist 13 2-lOdxlY2" 6-10d ----- 968 543 Product Code Description or Plate or Stud L 16- d or 6-y4"0xl Y2" NVHC 37 5 Way Clip 16-0d 2-10d 7 13 2-lOdx1�" ----- Tapcons 1584 I i - 465 placed on each side of the Truss and 3-10dnails in each leg are placed in kg, 1Y4"embedment tapcons are placed in each leg and into the hollow iaintain 2Y2" edge distance from top of the block and spacing of 3" N-106 UPLIFT • L2 ° - 2„ ° L Ah, t2,. UPLIFT 4" wtoouc-r Re Cock • . L? i3xpr'�tio" Z •• • Miami OW Pro 0 00 00 0 e • s LWIN N, TOLNT•' PE (CIVIL) *go :' •.' `•' •• • FL. REO.. # '12847 Nu-Vu( 1512.3 LANTERN CREEK LANE NVI'j'r1,4s Showa . ... . • HOUSTON,' TX 17O68 NVT'r 2$imif&(& `` t csncmtc Vtalowy with tanco� s anc0q&A dofi�oa�i a'fgendnails. ... . . . ... . -C4-w OF--AJZVGY ABML\AATWtb -*)I=T l of l k 'AMC R.bTAia� R"... ACONAT M)S C" ..C�LTL BLaX ATRLCrLAL NSVb. U4TwuL•q ov-Tc VCR.Tt:AL PATLM ' CM-q"Tcv CQ ...CATCLJ eAM AK-. ovraltW un,rY LtAL PRc PONT oFLMWA.,L aaVATIaL FLOOD ZOIC.. X :L a ba CSL. aWM Lit Pu. PONT of cA~auvt RAD .RAOIWL —T J.6 L5 A FLOOD it Gww-Lk"T Pc PowOF auVATu)L PDL POR OF C^#fJL'r.l.FNr RJW RY,IIT OF WAY U4ZARD ZOIC P FVUV aaN PM Poe POR of bc4utNS eLK. e1LDNf, xc aLCTVW V-11,TJ6 LS NOT A FLOOD W *VCA U&w WM WATGR WTM C11. Guam V*TA*ie .x¢ .'A3zLL ry LIZARD Z&L le PLAT eox W. KA-1 MV OL . .PRA#164L LA--C '4T .ov -xT am aur. PAI LL PIOr. 90/1 A- PRA-.MTY U•t CM4C..Ca kULTL F1I. Far.UYWLANr ' -NAC ..bMWAUC CITY#' 120652 P. .uruTy Pat FD.....Fa►b R......PAous uc....ururY LA3uFJ4 DATC OF F]ZM 07/17/1995 .ERTIFY TO: 6A-�C FLOOD. N/A fk-A tJ FLOOR N/A Juan Blanco LOWL-5T N/A :arrillo d Carrillo, P.A. 'D-1 QZAPL Attorneys' Title Insurance Fund, Inc. nd�cAL DESCRIPTION: TY, �L-- 31ock: Subdivision: Miami Shores Manor V� according to the Plat thereof as recorded in (\ '/_;Gh<%/r" ;?a✓rn '\ / Flet Book: 45 Page: 13 , 3ublic Records of DADE County, Florida. ADDRESS: 146 NW 92 STREET ��!) .77 r, MIAMI SHORES,FL 33150 F/P ncroachments Noted: `10K& �Z" Azz-_�' 4 I �A -OCATON-'jICCTCQ Z" AV1111 .,W v: w /7. 30 r L 1(0'5-!99 r-�' N 2 77.s7Z.' BG.4 j 46 a' 2 _i Cfw'c. n AIG NOTE: A)Aloome leewan0/rer-roacwnr slowm Iwranwof oppnwntmtvr.fWweewnrMdp byeLu moor e.Lmp loaew+Illpof- not datw*wd. tT . all TIw WwdtliawrwyY°NytartMeatbfel.e �\ endpedeewofdwrperoefw,portleeor LatRlaaenwehetf.btuwoel0WAWd0lr.AwyMlwr bdaa/edwrtfAfdglisr•ifNnappr9wf ------ ---- olnwmwYrrm.rw�.lwntw�.ad.»aer�py thetthenleretwed pr.p.t7rw oruMeatberoo 0.29' kwnrlwdpa.dornapandd».nwtawe..nhity "I 1 ¢--av1,17 Zll%, XL.Xe ongwportdtlwtrm,snYMllow•or.mpbye.tFwrw C'c eoronydr�wp�tbenwAteiranr.ww.oe..w .i7,3- C /yf7.Cp/ J I All E)The lends deputed horeonwere suwrd pr the iepeldes=VdanendwdNnwatoaenr+hipr /`/✓/ \ v / _ 7 r - /_. t�} %G�� "umt—ftlemekpled. �• !Tl Q I� Wrder F)Underlrawad Enavoch-was.It my.not h"so'then t.t� 11_7 drde s"forth bythe Board of land Suweyor In dwptr Ol OI 78 FlodariAdmW"U etfee Cade �9 � 7FM.9taWtee TtIOMa.5 J. 4E.LLY. INC. \ Q---- ; Lb.X6486 A.'PEREA,P.S.&M.#4858 I 512 VLYOR S-ni1APtR5-LAhb PLA NtIZS sy►TEOFFLoaK)A Norv4uourutEs9lMPraNTEDvIm►fAN 333 PALGR-W AVOLL CORAL ( A6LCS. FLORDA 33134 EMBOSSED SEAL MOTES: SURVEYOR" DADC(305),644-7692 m\VD(954)779-3288 DAUC FAX(305)4,61-6,694 BR\VD FAX(95,6)779-3260 1.IF SHOWN,BEARING AaE To AN ASSUMED MERIOM(BY PLAT)"ISATC FLLD\VORICSI.R CY . 2.WSHOWN.ELEVATIONS ARE REF� rAL L. C)o ED N.G.v.o 1929. / /Z 3.THIS A BOUNDARY SURVEY. (/ 1 13841 SIM Feet Job: 4., JV.. •$Iaa v. Mari, Floida33184 Address: 1 y6 NVJ 92 ST-W.L*k:T 6M C Tdgftm PWAS1257 Calculated by: A Tem PE Date:AME3 8f rs . . ISOUE �Dme Reference: a rriskheQgmaii.com APR21 015 Sheet: of 6 BY: .... h /u Q ; •••ii •••••• A..r p, - - - � i /' L\v . LOAD :•• .�: � ••••.• S n � � ,moi • • • q' 7o \x1-7 , :L ? �n d 4-) P r � r � ,_ +Ar I{{ � ! 13841 SN11 SrJob:"byjoakpeCL"'4 ' Svc. M •4� Mari, RarkbMI84 Address: JAIL OW 92 ST- Skd^1.1 Tdglmm(30SA05407 Calculated by: A TAez,P.E. Date: 3 /S • • , Fac M"WPM Reference: amenlakhefgmaiI.com ara~ Sheet: 2 of � . . .... ...... o if -Ir- ri • • • • •••••• 4 • • voo q' 2 VIP zo -" OJA 13841 SAMI 8b'ieet Job:lA lb Vuo j-pec, tor t Macri, Rcdcb331M Address: J fL F!W 92 STSISI Tdeorm(3ORASS IM7 Calculated by: A TAZ,BE Date:AMERRISOUE 3 tS Fac("558'7W Reference: amerrlskheagmai 1.com Sheet: �y Of . . .... ...... • C+g .... •. • �....� j� �x • Z 2- j • t � "t ,v t qy g 4 Z ` 1 1 n ld s rp ' r � � ' C, M 13841 SM1 Sh set JobUojVJvJ-PecLo/•(,&r �vut M •9IAAAU Matti, Acrida33184 Address: lye PW 92 ST',n a� Sly,-fl Tdq tvm(3090&1257 Calculated by: A Tedi,PM Date: . . , Fac(186)5513-7W Reference: amerNskhefgmall.com Sheet: of�_ •••••• •••• •••••• • f v0' R F/Kut- 'j7�/� �A4II �,.�JK i ••t'1"• •• • • 1 y •••4• • •• ••••• • (�/�jFewt��Jp T14 \jj F `lj�s • • • • •••••• -74 t rwv r --- ,` <1 goo � o� ✓f/4V 0000.. COMPAtiY PROJECT • • •••• +••••• WoodWorks' •0000• : •00 0 9 .• ..�.._._.._.� 0000.... 0000.. 0000.... 0000.... • {,ear.y,�,^.�_ ?';:=_'00'00^ 5ear1 •••• •• • •••••: Design Check Calculation Sheet ` "" ' " ";••• 0000•• • • 0000• LOADS: f lbs.psf.or plf) • • •••••• •• • 0000•• cad Ty;e _--_rih;:t:.c.^ °'a;,niL2de _.cat.=^. Fatter. • 'sa_t End Stars T n. L..ad'. i •••s • • :eatF'11i :_0000 0000 t.I C. 0 • • • 000000 ~� -• 0000•• _ ® F-.1:1 II-L f.•? Yea• • • • • 0000•• MAXIMUM REACTIONS(ibs)and BEARING LENGTHS(in): •• • •• :': • ' ndarin7: length ? Lumber-soft. S-P-F,No.91Nol.2x6" L aterai suEFOrt:'aF=fur.Scft.rn-at suprclsLC3,1,c ,rt:nat:cns: 7-3'c SECTION vs.DESIGN CODE NDS4997:(stress-psi,and in) "_i:e__c:'s AZaiys_s ''- ue .esign ':xl-�e Ys.s:_en_gn Shea. . $d .34 F•✓' _ _ . _. _ _.4E sending + 'r '- Lr3:' _4 a .a- i�e-•er apa 3_•:erna de'iecticn. ADDITIONAL DATA: 3cp' _ _.4 Sending Sending - _�r _-_ :FatLdr _ IC __ _'L-.z-ft Shear apattern. L _ _ ic' wcs we':wcticn.: L. g _ a 1+L ,patsdzn: _ �� __cia"�< ll:-inn L8'i+czi_n . I.ar. •'i .•.dad~ �d'.:1 i»'�•d. =.dead L=__te g:; ec: 0000 gni < _z^Fact .,__ :,.'s are . _ted in ,.he .._tp-_tt cad Easter_.. n=S:", .?_._ -_ _--nn patsern monad in sh-s span DESIGN NOTES: I P:ea8e er fl tha6 t-e P.efsu9'efe Le-' ;-,3s are aper pG,ate'er} r 9{Pli;.aaan nn..r0000 .e nr.an.e.mrn+Rma.ne e,^.0 _ ..ea. e e rn. ..ae rn 0000 nrrre rre+r.r�r•.,,e<,...n Hm mvm�nm.r'.r amm l Ell WoodWorks@Sizer SOMURE FOR MOD DESIGN • • • •.1.. •••.�• - Btam1 11'OOdI`1aksE Sisrr'.--u,fe Ma•8.�j Ii1'=�! •..• ...►•• 11••11 • • • •11.1• • • .111• - IDa Y: •as r�S I tE rz r r" 1/ � ESR-2549 Used for Florida State Wide Product Approval# FL 10655 Products on this Report which are SIMPSON STRONG-TIE COMPANY, approved: INC Profttt FL# PrOlUtrt FL# Product ft# •'0'roduct••.€L# '- HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 "9:19UL210"' 10656.127' HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 ��SUL21Q 2*. 1065AQ& HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 '...4SUL21; '..'10655.1 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 •••••6UL24• . 1065!:.1'.36.' HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 •'�•'SUL26'�� •**10655.Mw2ft HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 :":'SUL26-2 ' 10655.171. HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 , .9UL414•••:•10659.7112.8 : HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 '..' SUR210. ...1065'i-w: HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR21.0•2' :10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUG210-3 10655.58 HUS410 10655.98 U210-3 10655-.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 1065523 HUC216-3 10655.64 W26 10665.104 U26 10656-.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24 2 10665:30 HUC312 10655:7,0 LUS24=2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 w LUS26-2 10655.112 U410R 10655.152 HU28 10655.33 HUC314-2 10655.73LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 -� ESR-2549 . REPORTTAN Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusinesslRegiansl Office#MW worwen Mfi tea,white,caftnia 906ol#(562)E99-%43 Regional Office#900 Montdair Road,Suite A,Birmingham,Alabama 35213 #(20.5)599-0800 WWW.1 CC-es.O rd Regional Office#4051 West Rossmoor Road,Country Club Hills,Illinois 60478#(708)7992305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/16 inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925-5099 prepunched holes for the installation of nails that are driven www.stronatie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 forthe hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are 1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header, which is described as double # 2006 International Building Code®(IBC) shear nailing in the installation instructions. See Table 5 for # 2006 International Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers: The HUS series hangers are Properties evaluated: formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hanBLrs",'Which are Structural formed from No.16 gage galv$nizgdgteel.Thbtibhgers ha*vb'•;• 2.0 USES prepunched holes for the installation of joist palls that are • driven at an angle through the Ostend into the header,which•••• The Simpson Strong-Tie face-mount hangers described in is described as double shear.6iling in the,installation • ... this report are used as wood framing connectors in instructions.See Table 6 forthehartger dimensions,require.s. accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads,.vW.Agure$fof aAawingoof... may also be used in structures regulated underthe IRC when a typical HUS series hanger. • • an engineered design is submitted in accordance with Section ...... R301.1.3 of the IRC. 3.1.7 HHUS Series Hanged 1% HHU9 series hangft••;• are formed from No. 14 gage VsKm, 'gedsteel.The hangers • 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that•••• w..• 3.1 General: are driven at an angle through the joist and.lnto the• header, which is described as double Abfdr Oiling inithe installation" ': The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 for the hanger dimdbsAs;required this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and 3.1.2 U Series Hangers:The U series hangers are formed Figure 8 for a drawing of typical SUR/L series hangers. from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gage galvanized steel.SUR and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS" are not to he construed as representing aesthetics or any other attributes not.specifically addresser)nor are thev to be construed as an endorsement of the subject of the report or a recommendalion for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any finding at-other matter in this report,or as to any product covered by the report cm rrrr�nw� wrwcraeimrer Copyright®2008 Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: duration factor, Co,corresponding with the applicable loads 3.2.1 Steel: The hangers described in this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,Fy,of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are strength, F., of 45,000 psi (310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where NOMINAL THICKNESS MINIMUM BASE-METAL wet service is expected,the allowable loads must be adjusted (gage) THICKNESS(inch) by the wet service factor, C,,,, specified in the NDS. When connectors are installed in wood that will experience No. 14 0.0685 sustained exposure to temperatures exceeding 100°F No. 16 0.0555 (37.8°C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor, Ct,specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for load- For SI:1 inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A 653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, report and the manufacture's also known as "batch" galvanization, in accordance with published installation ASTM A 123,with a minimum specified coating weight of 2.0 instructions,this report governs. ounces of zinc per square foot of surface area (600 g/m2), 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood- include the Z or HDG ending, but the information shown framed construction described in this report comply with, or applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strong-Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel listed in Section 1.0 of this report, subject to the following connectors in contact with the specific proprietary conditions: preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the used must be either sawn lumber or engineered lumber manufacturer's published installation•trtstrt ptions. A Navin a minimum specific copy of the instructions rust be available�atathe jobsite•••• 9 p gravity of 0.50 (minimum at all times during installation. : .... .• equivalent specific gravity of 0.50 for engineered lumber),and having a maximum moisture content of 19 percent (16 5.2 Calculations showing cot lithte with'lhi report mdsl' • percent for engineered lumber)except as noted in Section be submitted to the codd'Mlif3f.The calculations mtjst...; 4.1.The thickness of the supporting wood member(header, be prepared by a registejeC Degign pr(p§si8gal whete • beam,or ledger)must be equal to or greater than the length required by the statues of SYL-jurisdiction krwhich the;••• of the fasteners specified in the tables in this report, or as project is to be constructedt••• . ..... required by wood member design,whichever is greater. 5.3 Adjustment factors notediri•Section 4.1 •and tie••:• 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must b$dotfcCered,wherg applicable. •. report must comply with ASTM F 1667 and have the following • • • •••••• minimum fastener dimensions and bending yield strengths 5.4 Connected wood memb4s ang fasten jtMtlst compo 0 • respectively,with Sectiom%1.2.2:and 3.2,P of JIVs repo)r••• (Fyb): 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER F,,, retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this report. Use of fasteners with (inch) (inches) preservative treated or fire retardant treated lumber 10d x 1'/2 0.148 11/2 90,000 must be in accordance with Section 3.2.3 of this report. 10d 0.148 3 90,000 6.0 EVIDENCE SUBMITTED 16d x 21/2 0.162 2112 90,000 16d 0.162 31/2 90,000 Data in accordance with the ICC-ES Acceptance Criteria for For SI: 1 inch=25.4 mm, 1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October 2006(corrected March 2007). Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION � retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber The products described in this report are identified with a die- treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and connection capacities an index evaluation report ESR-2523) that is used as an of fasteners used with the specific proprietary preservative identifier for the products recognized in this report. treated or fire retardant treated lumber. 8.0 OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: 4.1 Design: In addition to the codes referenced in Section 1.0, the The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code®(2003113C) or fire retardant treated lumber must,as a minimum,comply # 2003 International Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code'(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC,2000 IRC,and UBC: # 2000 International Residential Code®(2000 IRC)(UBC) See Section 4.0 of his report. # 1997 Uniform Building CodeTM' (UBC) 8.5 Conditions of Use: The products described in this report comply with, or are suitable alternatives to what is specified in,the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 IRC:See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted: 2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report. follows: Fasteners used in contact with preservative treated • . 6666 6666.• .. 6666 • 6666.. 6••6 6666•• 6666.. 6666.• 6666 .• • • • • . . 66660 66.60. % 6666. ..•666 .• 00 . .•.6.6 6666.. . 6 . 6 6666.. 0.6.00 60 • 6 666 . • . 0 Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' FASTENERS' ALLOWABLE LOAD (lbs) (inches) (quantity-Type) M NDoEL Uplift° Download W H B Headers Joist Co-1.33 Co=1.0 Co=1.15 Co=1.25 or =1.6 10d 16d 10d 16d 10d 16d LU24 19/1(1 3% 1% 4 2-10dx1Y2 245 445 530 510 610 555 665 LU26 19/16 4% 1 1Yz 6 4-10dx1Yx 490 665 800 765 920 830 1,000 LU28 18/16 6% 1'% 8 6-10dxl% 735 890 1,065 1,025 1,225 1,110 1,300 LU210 1 19/16 713/16 1Y: 10 6-10dx1% 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H,B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. •••• • • •••••• •••• •••••• • • • • • • •••• • •• ••••• • •••••• • ••••• • • • • • • •••••• • • y�tor�J2� FIGURE 1—LU SERIES HANGER Page 5 of 10 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENERS' ALLOWABLE LOADS MODEL (inches) (Quantity-Type) Uplift a lbs Download No. W H B Headers Joist Co=1.33 or Co=1.0 CD=1.15 Co=1.25 1.6 10d 16d 10d 16d 10d 16d U24 19/7, 37/6 2 4 2-10dxl1/2 1 240 445 530 510 610 555 665 U26 19/76 43/4 2 6 4-10617/2 480 665 800 765 920 830 1,000 U210 19/76 773/76 2 10 6-10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660- U214 19/16 10 2 12 8-10dxl'/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/76 33/6 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U36 29/16 53/e 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 81/8 2 14 6-10dxl'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/16 101/2 2 16 6-10dxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 2r/. 2 4 2-10d 295 445 530 510 610 555 665 U46 39/18 4718 2 8 1 4-10d 590 890 11065 1,025 1,225 1,110 1,330 U410 39/1, 83/8 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/1, 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 31/6 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 31/8 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 5112 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 8'/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1.946• 1.2,330 U24R 21/7, 35/6 2 4 2-10dxl1/2 240 445 530 510 A 9 5V• 665 ••••• U26R 2%r, 56/1 2 8 4-10dx11/2 480 890 1,065 1,025 1,2 5 1,11p• •1,330 • U21OR 2'/16 91/a 2 14 6-10dxl1/2 720 1,555 1,860 1,790 1 0 1•J4U' 2,330 • •• • U44R 4'/76 25/, 2 4 2-16d 355 445 530 510 1 555- 665 • • U46R 41/15 45/6 2 8 4-16d 710 890 1,065 1,025 0 1,225 CTIP 1,330• ���• U41 OR 41/18 81/e 2 14 6-16d 1,065 1,555 1,860 1,790 21140 ,940• 2,330• ••• U66R 6 5 2 8 4-16d 710 890 1,065 1,025 • 1,225 ,JA:. 1,330• ••• U610R 681/2 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 77940 2,330' •••• For SI:1 inch=25.4 mm, 1 ibf=4.45 N. . • �' •• ••• •••••• 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). � �•� •• 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties •• • • 000 ••••.• 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. • • 4.U Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth oithe joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specked in the"Header"column under"Fasteners-is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 71F' a (124i� • y 9 � • !t i° • e • f { • o O i f1• 9 0 H . c • i 0 F • I°//y ° I FIGURE 2-1.1 SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page) Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HU1HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS2 ALLOWABLE LOADS(lbs)'"-' MODEL (Inches) (Quantity-Type) ( ) NO. Uplift Download W H B Header Joist CD=1.33 or Co=1.0 CD=1.15 CD=1.25 =1.6 HU26 19/1, 3/is 21/4 4-16d 2-10dx1 /2 240 535 615 670 HU28 19/'. 5'/, 2% 6-16d 4-104x1 /2 480 805 925 1,005 HU210 19/16 71/o 2'/. 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU212 19/16 9 2'/4 10-164 6-10dx1 /2 720 1,340 1,540 1,675 HU214 1 lib 10/s 21/4 12-16d 6-10dxl /s 720 1,610 1,850 2,010 HU34 1 2"/,. '3/. 2 Y2 4-16d 2-10dx1 /2 240 535 615 670 HU36 28/16 53/a 2'/z 8-164 4-10dx1 /Z 480 1,070 1,230 1,340 HU38 28116 -7/-a 2'/z 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 29/,6 8/a 2 Yz 14-164 6-10dxl /2 720 1,875 2,155 2,345 HU312 28/,6 --Ti)/a 2'/z 16-16d 6-10dx1 /2 720 2,145 2,465 2,680 HU314 28/16 12'/6 21/2 18-16d 8-10dx1 /2 960 2,410 2,770 3,015 HU316 1 29/1. 1411, 2 Yz20-16d 8-10dx1 /2 960 2,680 3,080 3,350 HU44 38/is fl. 2'/z 4-16d 2-10d 300 535 615 670 HU46 39/,6 5/,6 2'/z 8-16d 4-10d 605 1,070 1,230 1,340 HU48 39/,,, 6 /16 2 Ys 10-16d 4-10d 605 1,340 1,540 1,675 HU410 3/,,, 8/, 2'/z 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/16 10/16 2'/z 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/16 125/, 2% 18-16d 8-10d 1,205 2,410 2,770 ••8,015 HU416 7/-,. 13/e 2 Yz 20-16d 8-10d 1,205 2,680. ••;,080 110-6,350 ...•• HU66 5Yz 44"/16 2'/z 8-16d 4-16d 715 1,070 1,230 ••-1440 •• HU68 51/25 /,6 2'/z 10-16d 4-16d 715 1,340 ;'1,540 • •• 1,675 •••:• HU610 5'/ 75/, 2 Yz 14-16d 6-16d 1,070 1,875 '**2,155 • 2,345 • ...•. HU612 5Yz 93/6 2 Yz 16 i6d 6-164 1,070 2,145• 0.2,465 ; -2,680 • HU614 S/ 11 /B 21/2 18-16d 8-16d 1,430 2,410 2,770 • ••3,015 •••• • HU616 5% 12 /i6 21/2 20-16d 8-164 1,430 2,680 • .31080s. • 350 ..... HU24-2 3/e 3/16 2 Yz 4-16d 2-10d 300 535 615 • 670 ****so HU26-2 31/8 53/6 2 Yz 8-16d 4-10d 605 1,070. .1,230 ' 1,340 • HU28-2 T. 7 2'/z 10-164 4-104 605 1,340 1,540 ;...:1,675 • •••• HU210-2 3/a 8 /16 2 Ys 14-16d 6-10d 905 1,879 .2,155 2,345 • • ..•. HU212-2 3'/. 10/,a 2'/z 16-164 6-104 905 2,145 2,465. ;•2,680 • • HU214-2 31/a 12'3/-1-6- 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 31/a 13/, 2'/z 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5/a 8/a 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 51/a 10/8 2'/z 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 5/a 12/e 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 0/1, 8/,6 2'/z 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 77 10716 2'/z 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4 /16 T27/;.- 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-3 4 lis 137la 2'/z 20-16d 8-10d 1,205 2,680 3,080 3,350 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.HU series hangers with widths(W)equal to or greater than 2 9/16 inches(65 mm)are available with header flanges turned in(concealed) and are identified with the model designation HUC#. See Figure 3b(previous page). 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch(3.2 mm). 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILS' ALLOWABLE LOADS" MODEL (inches) (Quantity-Type) (lbs) NO. Uplift° Download W H B Header Jolsts Co=1.33 or =16 Co=1.0 CI)=1.15 Co=1.25 LUS24 19/16 31/8 13/4 4-1 pd 2-10d 465 640 735 800 LUS26 19/,6 4/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 1 /,a 6/e 1 /4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 1 /,a 7 /,a 1 /4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3/9 3/a 2 4-16d 2-16d 440 765 880 960 LUS26-2 31/a 415/18 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 31/8 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3/a 8 /1a 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 3/8 10 /1a 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/18 3 2 4-16d 2-16d 440 765 880 960 LUS46 3/,a 4% 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3'2/,r 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 3/,a 8'/. 1 2 8-16d 6-16d 1,710 11765 2,030 2,210 LUS414 3/18 --10-1/-, 2 10-16d 6-16d 1,710 2,030 2,335 2,540 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1. Refer to Figure 4 this page)for definitions of hanger nomenclature "•• 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. : .'. •••• .•.•.w 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building'cbde.• •www 4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment oP t�than 764wnds(334 ••• • N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vaWsal position of the joist i� 0.125 inch(3.2 mm). ��•� • 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailingIT achieve the Mwiated loads.. • 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. tge allowabit uplift loads •••w• must be reduced when other load durations govem. ••0••0 w w 0 0 0*0• .0ww •wwww• • .•wwww •••www � • ax. • • • • •wwww• •wwww• w• • • •ww •wwww s • C � H C • 0 • �w� B FIGURE 4-LUS SERIES HANGER Page 8 of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS ALLOWABLE LOADS3,4 inches Quanti -T lbs MODEL p NO. U Ilft6 Download W H B Header Joists Co=1.33 or =16 Co=1.0 C.=1.115 Co=1.25 MUS26 1 9/16 53/,6 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 1 /,6 6/a 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. • r ~I o , J c ••a••• • • ��� `f �u••• V• •• • • • •• ••••• FIGURE 5--MUS HANGER(see Table 5) FIGURE 6-HUS SERIES IMPEn(see Table j ' • •• •• • TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS • • ' • ••••:• DIMENSIONS' COMMON NAILS' ALLOWABL- �OADS3'' • • (inches) (Quantity-Type) (lbs) • .• ;• • •: MODEL NO. Uplift6 Download W H B Header Joists Co=1.33 or = CD-1.0 CID Co=1.25 16 HUS26 7/.- 5 V. 3 14-16d 13-16d 1,550 2,565 2,950 3,205 HUS28 15/1 7/,6 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 1 /e -Fl-,. 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/16 4/,6 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/,6 61/,6 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 3"/16 8'5/,6 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 3/16 10/a 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 31/a 5/16 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 316 l,6 2 6-16d 6-16d 1,550 1,505 1,730 1,865 HUS210-2 31/8 93/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 3% 1 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For SI:1 inch=25.4 mm, 1 pound=4.45 N. 1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS''a (Inches) (Quantity-Type) (lbs) MODEL NO. Uplifts Download W H B Header Joists Co 1.33 or = Co=1.0 Co=1.15 Co=1.25 1.6 HHUS26-2 35/,6 5/,6 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 3/,s 71/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 3°Ar, '9hi 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 -'3/, 5/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3/e 7/e 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 1-77. -1 9 3 30-16d 10-16d 1 2,855 5,190 5,900 5,900 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 inches,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. I•-2° T" • • • b • • 0•0 ••i• ••••t• 0 ' • •• . • • • • • •••••• ••••• • • •••••• •••••• FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE B-SURIL SERIES HANGER(ase.Tiole 8) **00o: TABLE 8--ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS" (inches) (Quantity-Type) (lbs) MODEL NO. Uplift Download W HB Al A2 Header Joist Co=1.33 or =1.6 CO-1.0 Co-1.15 Co=1.25 SUR/L24 1 /,s 3 l,e 2 1% 1'/, 4-16d 4-10dx1 /2 450 530 610 665 SUR/1_26 1 118 5 2 1 /e 11/4 6-16d 6-10dx1 /2 720 800 960 1,000 SUR/1_26-2 31/a 4 /,s 2511, 1112 2% 8-16d 4-16dx1 /2 710 1,065 1,225 1,330 SUR/1.210 /16 8/16 2 /e 1 4 10-16d 10-10dx1 / 1 12 1,200 1,330 1,530 1,660 SUR/1_214 1s/1e 10 2 11/8 11/4 12-16d 12-10dx1 /2 1,440 1,595 1,835 1,995 SUR/L210-2 3/e 8 /1e 2s/e 1 /2 23/. 14-16d 6-16dx2/2 1,065 1,860 2,140 2,330 SUR/L414 3e/1s 12/2 2s/e 1 2'18 18-16d 8-16dx2/2 1,420 2,395 2,500 2,500 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where SUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. Page 10 of 10 ESR-2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3.4 (inches) (quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Al A2 Header Joist Co=1.33 or =1.6 Co=1.0 Co=1.15 Co=1.25 HSUR/L26-2 3'/, 415/,, 2'/„ 1'/4 23/1, 12-16d 4-16dx2'/2 715 1,610 1,850 2,000 HSUR/L210-2 3'/, 8"/16 271" 1'/4 23/1, 20-16d 6-16dx2'/2 1,070 2,680 3,080 3,350 HSUR/L214-2 3'/, 121%, 27/16 1% 23/16 26-16d 8-16dx2'/2 1,430 3,485 4,005 4,355 HSUR/L46 38/1, 43/4 27/,6 1 23/1, 12-16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 38/1, 81/2 2'/„ 1 23/16 20-116d I 6-16d 1,070 2,680 1 3,080 3,350 HSUR/L414 38/16 121/2 27/1, _ 1 23/1, 26-16d 8-16d 11430 3,485 1 4,005 4,355 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1. Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45"skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HSUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. -�Ar � � � a N 0 o . . .... ...... ...... .... ...... FIGURE 9—HSUR/L SERIES HANGER •••••• • • • • . . • • 00 • . •..... •• • • ..• 9.9 . MIAMI•�A�E MIAMI-DARE COUNTY a PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamiaaae.gov�economy The Cookson Company,Inc. PO Box 23880 Phoenix,AZ 85063 ,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 al lowed 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: Steel Roll-up Door up to 25'-5"Wide APPROVAL DOCUMENT:Drawing No.ES-16-46-TCCI,titled"Dade County Approved 25'-5"wide 60 psf Rolling Steel Door",sheets 1 and 6 of 6,dated 10/10/2012,with revision A dated 04/10/2013,prepared by The Cookson Company,Inc.,signed and sealed by Joseph H.Dixon,Jr.,P.E.,bearing the Miami-Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:A permanent label with the manufacturer's name or logo,phoenix,AZ or Mountpigtpp,PA, model number,the positive and negative design pressure rating,indicate impact rated if applicAbIA.' ...... installation instruction drawing reference number,approval number(NOA),the affiUdalge test standards,and • the statement reading`Miami-Dade County Product Control Approved' is to be locatsden thecloor's side 0.900% track,bottom angle,or inner surface of a panel. •••••• ;,•,. RENEWAL of this NOA shall be considered after a renewal application has been filed aril there has lleen�dchangg.... 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•rcvision or change in the ••••;• materials,use,and/or manufacture of the product or process.Misuse of this NOA as an en4erstin;nt of any Product,for •. sales,advertising or any other purposes shall automatically terminate this NOA.Failure to tomply with$�.s�tion 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'159U8w1d by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 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. 12-1019.26 CMMM=1ffl=ECM0=UNW Expiration Date:May 30,2018 Approval Date:May 30,2013 /''£3 �.G113 Page 1 6S The Cookson Comnanv,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.ES-16-46-TCCI,titled"Dade County Approved 25'-5"wide 60 psf Rolling Steel Door",sheets 1 and 6 of 6,dated 10/10/2012,with revision A dated 04/10/2013,prepared by The Cookson Company,Inc., signed and sealed by Joseph H. Dixon,Jr.,P.E. B. TESTS 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, 4)Forced Entry Test per FBC,TAS 202-94, 5)Tensile Test per ASTM E 811 along with installation diagram of Series/Model C20P Rolling Steel Slat Doois, prepared by Architectural Testing,Inc, Test Report No.B8848.01-109-18,dated 08/09/2012,with revision 3 dated 04/05/2013,signed and sealed by Michael D. Stremmel,P.E. "SSubiniffed under NOA #10-11X.2.06" 2. Test reports on 1000 hours of Salt Spray per ASTM B117 of G-90 and 0-40 painted samples,prepared by Intertek,Test Report No. G100075502,dated 05/26/2010, signed and sealed by Rick Curkeet,P.E. C. CALCULATIONS 1. Anchoring calculations and structural analysis,dated 10/05/2012,prepared, signed and sealed by Joseph H.Dixon,Jr.,P.E. ..•0 0• ••• • D. QUALITY ASSURANCE ...... ..:. ....:. 1. Miami-Dade Department of Regulatory and Economic Resomte;�RER) :....: .... .. . E. MATERIAL CERTIFICATIONS ..:::•.... . •• . ..... 1. None. ...... F. STATEMENTS • . . . . ...... 1. Statement letter of code conformance to 2010 FBC,dated 1OA242012,signedand :"'• sealed by Joseph H. Dixon,Jr.,P.E. .• • 2. Statement letter of no financial interest,dated 10/12/2012, signed and sealed by Joseph H. Dixon,Jr.,P.E. 05 Z917e) Carlos M.Utrera,P.E. Product Control Examiner NOA No.12-1019.26 Expiration Date:May 30,2018 Approval Date:May 30,2013 E-1 S J e7 6 5 . 5 2 LTR REVISION DATE BY E.C.O. HOOD 024 GA.MINIMUM GALVANIZED OR ROLL-UP MECHANISM NOT INCLUDED IN THIS 7 HOOD SUPPORT,WHEN REQUIRED ORIGINAL ISSUE 10N0/12 TJE 1557 STAINLESS STEEL APPROVAL.MUST BE CERTIFIED BY AN INDEPENDENT A EV•NOTES ADD SLIDE BOLTS,REV.TITLE BLOCK 04/10/13 TJE 1557 o TESTING AGENCY IF REQUIRED. c OPERATION: e e PUSH-UP m CHAIN SPRING ' (SHOWN) ADJUSTOR CRANK MOTOR ° STOPPERS • BRACKET 0 2 SLAT o � • lil� S� 1 ° 1 GUIDE ASSEMBLY p GUIDE ASSEMBLY e O ,`,tl1t11/1gy�I, • `,���QN H.0/x0 � o e 3 BOTTOM BAR GENg<<.' v� e e SLIDE BOLT Appro°MeeeenglyYre�ltr ^ 77th SEE NOTE 10 • T> STATE OF ? MI••I wl .;�ORtD eiAw Imy i NA1-�a����� • OPENING WIDTH GUIDE SETBACK VARIES 1/2"STANDARD 25`5'DISTANCE BETWEEN GUIDES(D.B.G.) NOTES: THE COO O 1.THIS ROLL-UP DOOR SYSTEM IS DESIGNED IN ACCORDANCE WITH THE FLORIDA 6.ALL WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE COMPANY,INC. BUILDING CODE,AS A LARGE MISSILE IMPACT RESISTANT SYSTEM. WITH AWS SPECIFICATIONS,LATEST EDITION.ALL WELDING ELECTRODES SHALL 2.POSITIVE AND NEGATIVE DEMN PRESSURE CALCULATIONS SHALL BE PERFORMED CONFORM TO AWS A5A,GRADE E-70. MINIMUM WELDING PROCESS SHALL BE 2417 S.50th AVENUEOOKSON FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 MINIMUM DESIGN LOADS FOR ARC WELDING AWS E7014 OR MIG WELDING AWS ER70S-6. O PHOENIX,AZ 85043 BUILDINGS AND OTHER STRUCTURES.WIND LOADS DETERMINED FOR OPENINGS SHALL 7.ANCHOR NOTES: BE LESS THAN OR EQUAL TO DOOR DESIGN PRESSURES 1VCTE %1LC)V. ••• ••�•EMBEDMENT DEPTH DOES NOT INCLUDE STUCCO FINISH, R011ing DOOMS 3.THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESEN?THEPRODUCfS• • • B.ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS TITLE TESTED FOR UNIFORM STATIC AIR PRESSURE IN CONFO"t tITj D$)*OoN-r ••SPECIFICATIONS. PROTOCOLS TAS 201,202 AND 203. •• *00 •• • • • i•DOOR MAY BE INSTALLED ON THE INSIDE OR OUTSIDE OF AN EXTERIOR WALL. DAD E COUNTY APPROVED POSITIVE DESIGN LOAD=60 PSF 9.A 33%INCREASE IN ALLOWABLE STRESS HAS NOT BEEN USED IN THE DESIGN 25'-5"WIDE 60 PSF NEGATIVE DESIGN LOAD=60 PSF OF THIS PRODUCT. A 4.TESTING PERFORMED BY ARCHITECTURAL TESTING,INC.(YORK,PES•NS•YLy jN1A)TES1 10.S14DE BOLTS ARE NOT REQUIRED FOR WINDLOAD RESISTANCE. SLIDE BOLTS ROLLING STEEL DOOR REPORT No.68848.01-109-18. • • • • • • ARB+ONLY REQUIRED ON PUSH UP OPERATED UNITS FOR FORCED ENTRY 5.SUPERIMPOSED LOADS ON THE JAMES FROM THIS DOOR ARE DESKS TE &F1,�2°°RE STTJNCE. LOCKING IS TO BE PROVIDED BY OTHERS OR AS CYLINDER LOCKS SIZE DRAWN DWG NO EV AND F3 HEREIN. CONTRACTORS SHALL HAVE FLORIDA EGI,UR&PR:)W UAL • BY IiE COOKSON COMPANY. D T.ERRINGTON ES-16-46-TCCA A ENGINEER VERIFY ADEQUACY OF BUILDING STRUC TO I]ESIST SURERIMPOSED LOAD • • FL F2,AND F3. AS NOTED HEET 1 OF 6 e s n a ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • -r s e s4 2 UTR REVISION DATE BY E.C.O. 1.500 3.500ORIGINAL ISSUE 10/10/12 TJE 1657 n 3.500 1.500 A REV.NOTES,ADD SLIDE BOLTS,REV.TITLE BLOCK 04/10/13 TJE 155741 0 ORIENTATION FOR 500 CONCRETE STRUCTURE 2 ORIENTATION FOR OPTIONAL FOR STEEL STEEL STRUCTURE STRUCTURE 3/8-16 x 1"SAE GR.B 5 x 5 x Y2 ASTM A36 STEEL HEX HEAD BOLT AND NUT _ AT 18'ON CENTER 6.000 1.656 SLIP Y4-10 x 2-1/2"SAE OR,8,ASTM 1.750 A325,OR A490 HEX HEAD BOLT, �4-10 NUT AND 4•HARDENED 3.500 —ij+ FLAT WASHERS A718"O.C. 4 x 3 x ASTM A36 STEEL � 1.438 ENDLOCK/WINDLOCK s WINDLOCK 2.500 5 x 5 x Vjs ASTM A36 STEEL Y 16 OPTIONS: WEATHERING(SHOWN) (2)2 x 2 x AS7M A38 STEEL OR %x ASTM A36 STEEL —Y4 OR SENSING EDGE (2)2 x 2 x e STAINLESS1im ��,',, � H. (DGUIDE ASSEMBLY DETAIL ��`yrGQN••••••• 1/2 SCALE =��O r'�,�CENg�;•;:,p No.7766 3Q BOTTOM BAR DETAIL TYPICAL SECTION /f STATE OF e FULL SCALE /SC)'/"J •• ORiOP.'to'4 s`C�ONALE�G��,`. 0.0296 MIN.STEEL THE COOKSON COMPANY,INC. COOKSON 2417 S.50th AVENUE KmAshmmdpro" PHOENIX,AZ 85043 • • • • • • • • • by ROlHng Doors • •• • • • • ••• • TITLE SLAT DETAIL DADE COUNTY APPROVED TYPICAL SECTION 25'-5"WIDE 60 PSF ASTM A653 HSLAS GRADE 40 G40(MIN.YIELD 48,400 PSI)OR A . ••• ... ..*ASTM AM H%ftF GRADE 40 G40(MIN.YIELD 48,400 PSI)OR ROLLING STEEL DOOR • A^AS&:V6Ur.TUQAL STEEL GRADE 40 G40(MIN.YIELD 48,400 PSI) SIZE DRAWN DWG NO REV •• • • • :OR TYPE 9049 UPV 00 STAINLESS STEEL(MIN.YIELD 48,400 PSI) • •412TYPE 430tU 3000 STAINLESS STEEL(MIN.YIELD 48,400 PSI) D I T.ERRINGTON ES-1 6-46-TCCI A OR TYPE 2011 UNS S20100 STAINLESS STEEL(MIN.YIELD 48,400 PSI) FULL SCALE AS NOTED SHEET 2 OF 6 7 B 4 ] 2 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • a 7 a 6 3 2 rl Imo— 0.219 LTR REVISION DATE BY E.C.O. ' ORIGINAL ISSUE 10/10112 TJE 1557 A REV.NOTES,ADD SLIDE BOLTS,REV.TITLE BLOCK 04/10/13 TJE 1557 ° 0.188 � I ' lu' ° 0.218 I 0.594 O Y2.13 x 1yy" � 1.000 CARRIAGE BOLT GR.5 Y'FLAT WASHER 2.000 }2-13 HEX NUT 1.000 0,691 100 2000 0.531 yr13 x 1Y2' CARRIAGE BOLT GR.5 0 SYMMETRICAL X"FLAT WASHER 1.750 1.000 ABOUT 1.250 3.125 Y-13 HEX NUT o ° THIS FASTENERAN 17"AND LARGER COILS 0.313 I `,`�1lltilif//1/��� 0.563 ��� N H.%O ® ENDLOCK/WINDLOCK DETAIL �`���•''�......' FERRITIC MALLEABLE IRON PER ASTM A47-GRADE 32510 ` � ENsF•...v� OR DUCTILE IRON PER ASTM A636 GRADE 85-45-12.GALVANIZED NO.7788 IN ACCORDANCE WITH ASTM A163,G90 ZINC-COATING. yr 13 x 1 T Appw-d bl„��f * *• 0 CARRIAGE BOLT GR.5 T Plana STATE OF 1!2 SCALE t=kw c9ts � S a Y27 FLAT WASHER 3.000 'i z�QRID4;r `� I" 0.219 y2-13 HEX NUT MI 2 i By 2.000' IIt1111 a 0.188 0.594 2.000 O THE COOKSON COMPANY,INC. 1.0 © BRACKET MOUNTING DETAIL 0' 0.172 MIN.THICKNESS ClapN •2'EXTENSION WHEN 8"AND LARGER SHAFT ASSEMBLY IS SUPPLIED PH S. IX,50tAVENUE G.500 500 , PHOENIX,AZ 65043 SYMMETRICAL 1!4 SCALE 1.750 1.000 pBGUTJ • • •1• • • • • •• R011ln Doors • • • • • • • TITLE •, -I• 191; ••• ••' DADE COUNTY APPROVED —•{ I 0.683 25'-5"WIDE 60 PSF Q5 WINDLOCK DETAIL••• ••• ••• • • ROLLING STEEL DOOR FERRITIC MALLEABLE IRON PER M 47• RADE 32 0 •• •• • A OR DUCTILE IRON PER ASTM A536 GRRAA0606-46912.GALVANIZED • • • • • SIZE DRAWN DWG NO REV IN ACCORDANCE WITH ASTM A153i��o ZIN�COATIN(;• ••• ••• D T.ERRINGTON ES-16-46-TCCI A 1/2 SCALESCALE AS NOTED [SHEET 3 OF 6 a a a 3 2 1 + ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 8 i e b 4 9 1 81/2 MINIMUMCONCRETE FASTENER SPACING UTR REVISION DATE BY E.C.O. EDGE DISTANCE CONCRETE MAXIMUM FASTENER SPACING(in.) ORIGINAL ISSUE 10110!12 TJE 1557 STRENGTH(psi) HILTI SIMPSON ITW REDHEAD A REV.NOTES,ADD SLIDE BOLTS,REV.TITLE BLOCK 04/10/13 TJE 1557 ° e• 3000 71/2 7 5 ° ° • ' 4000 101/2 8 8 OPTIONAL ' 4 . :!: : ! • STEEL a Y4"HILTI KWIK BOLT 3 EXISTING STEEL 1Y 3Y MOUNTING 4-Y4'MIN.EMBEDMENT STRUCTURE OR Y4'SIMPSON WEDGE-ALL SLIP 5"MIN.EMBEDMENT ZX Z-1 ZI Z-1 ZAZZ ZA ZZ GUI1. B OR y4 2}4.12 — Ye S SETBACK �"ITW REDHEAD TRU-BOLT ((WE ENTIRE (WELD ELD ENTIRE Y`STANDARD 6-%"*MIN.EMBEDMENT PERIMETER OF SLOT) Y 2 2.12 PERIMETER OF SLOT) (SEE TABLE FOR SPACING) QIP GUIDE SETBACK 1. 8 f— OPENING WIDTH •STANDARD A- 25-5"MAX.D.B.G. 5 —�— 3Y2 1y c GUIDE ASSEMBLY OPENING WIDTH c CONCRETE STRUCTURE f- 255"MAX.D.e•G. 5 — 3y2 1y /4-10 SAE GR.5,SAE GR,8, GUIDE ASSEMBLY ASTM A325 OR A490 HEX HEAD BOLT, STEEL STRUCTURE -10 NUT AND 'HARDENED ���•�`,H H FLAT WASHERS AT 12.O.C. � ......... OR )14 101, A-10 SAE GR. m).5,SAE GR.8, 2-5 t 0. - ENsF~ �p ASTM A325 OR A490 HEX HEAD BOLT .A1Ma _ •7768 _ • AND Ve HARDENED -10 SAE GR.5,SAE GR.S. pp• p It FLAT WASHERS AT 12'O.C. ASTM A325,OR ASTM A490 HEX No .STATE OF s 1Y2 3y2- TAPPED INTO MIN.NOMINAL Ve THICK HSS HEAD BOLT,V4-10 NUT AND Y/4" mwd ~ne*m�°� i Q0 �0RIOp;•t�V��� OR%"THICK STEEL WITH MIN.38,000 PSI YIELD HARDENED FLAT WASHERS AT 18"O.C. by ���F••�� "•»•••• ����� / '' , L�aG�`` e i-- OPENING WIDTH lift �`- EXISTING STEEL STRUCTURE — EXISTING STEEL STRUCTURE THE COOKSON COMPANY,INC. SLIP OPTIONAL SUP COOKSON 2417 S.50th AVENUE GUIDE SETBACK 1 STEEL MOUNTING PHOENIX,AZ 85043 Y"STANDARD •• •• • • • • • •• • • • • • • • • Rolling Doors •• • • •i •s I f— • • • t— TITLE OPENING WIDTH • • ..• -f 25-5"MAX D.B,G. 1 MAX. DADE COUNTY APPROVED f- 25'-5"MAX D.B.G. 5 3Y2 1Y GUIDE ASSEMBLY 25'-5"WIDE 60 PSF GUIDE ASSEMBLY STEEL STRUCTURE a STEEL STRUCTURE • ••• ••• 000 • • • (BETWEEN JAMBS GUIDE) ROLLING STEEL DOOR •• • • • • • • • • • SIZE DRAWN DWG NO RE • •• •• • • • • • ••. • T.ERRINGTON ES-16-46-TCCI A SCAIE AS NOTED SHEET 4 OF 6 b 3 2 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • r f e � e b . 2 , LTR REVISION DATE BY E.C.O. BRACKET PACKOFF ORIGINAL ISSUE 10/10/12 TJE 1 1657 BA REV.NOTES,ADD SLIDE BOLTS,REV.TITLE BLOCK 04/10/13 TJE 1557 ° RACKET COIL Y4 DIMENSION Y SHAFT ASSEMBLY BRACKET COIL MOUNTING DIMENSION HARDWARE WALL ANGLE OR EXISTING STRUCTURE FOR BETWEEN JAMBS i i a 4x3xY4x6LONG ASTM A36 STEEL c %WEDGE ANCHOR, SLEEVE ANCHOR,OR THRU BOLT FOR CONCRETE STRUCTURE �y Y COIL %-16 x 1"HEX HEAD DIMENSION CAP SCREW OR WELD �tit11FW//// FOR STEEL STRUCTURE ���%pN H.D/x/ yj TYP.AT(2)SLOTS ^ g w ���yYT .•••••••,, $ Amdus4owlyba•da16e _* No.7788 p 5 COIL �:• o C� STATE OF DIMENSION O•n ..ORI.... v,4',` A x 2 ASTM A36 STEEL THRU I W COIL X 2 ASTM A36 STEEL OVER 19"COIL BRPLLAET TTE THE COOKSON COMPANY,INC. O MID-HOOD SUPPORT y�1 CC(WHEN REQUIRED) ASSEMBLY V2417 S.50th AVENUE "O"SHAPE DEPICTED,SQUARESTYLEALSOAVAILABLLE FASTENER �@ PHOENIX,AZ 85043 SCALE:NJ% ••• • • • • • •• • • • • • • • • • R011ing DOOrs • •• • • • • ••• • TITLE •• *00 •• • •• DADE COUNTY APPROVED WALL 25'-5"WIDE 60 PSF • 0:0 ••• ••. FASTENER ROLLING STEEL DOOR • : : •• •BRACKET MOUNTING/TOP WALL ANGLE FASTENING SIZE DRAWN DWG NO REV • :• • • BRACKET MOUNTING PER DETAIL 6 DEPICTED, D ES-1••• • • • • • OTHER BRACKET MOUNTINGS ARE AVAILABLE T.ERRINGTON A e e SCALE:NTS AS NOTED SHEET 5 OF 6 4 3 t 9 � 6 6 � � 2 L'TR REVISION DATE BY E.C.O. ORIGINAL ISSUE 10/10/12 TJE 1557 ' A EV.NOTES,ADD SLIDE BOLTS,REV.TITLE BLOCK 04110/13 TJE 1557 0 F2 F2 F3 F3 F1 I F2 F1 F1 F3J`g�..•........Q'1• ZGUIDE ��0 .�' %CENS�:••:v E GUIDE BETWEEN JAMBS GUIDE I No.7788 i w STATE OF r oftlo UNREDUCED WIND FORCES ON BUILDING STRUCTURE(LBS I FOOT OF HEIGHT) GUI E-G DE BETWEEN JAM GU E T E POSITIVE NEGATNE S e F11 84 01 4818 5F2 2901 F16 7835 290 841 F35 290 4159 1l I F2 771 18842 5 771 4/007 TRUCTURE MUST BE DESIGNED TO SUPPORT F1 F2 AND F3 FORCES BS./FT.OF OPENING HEMAT EACH JAMB. THE COOKSON COMPANY,INC. ccooa()m 2417 S.50th AVENUE PHOENIX,AZ 85043 � � ••� � � � � . Rolling Doors • •• • • • • ••• • TITLE •• ••• •• • ' • •' DADE COUNTY APPROVED 25'-5"WIDE 60 PSF • •'• or "' ROLLING STEEL DOOR •• • • • • • • • • • SIZE DRAWN DWG NO REV • •• •• • • • • • SCALE ••• p T.ERRINGTON ES-16-46-TCC[ A • a AS NOTED s SHEET 6 OF 6 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • •