The URL can be used to link to this page

Home My WebLink AboutJAMB CONNECTION PAPPERWORKA Division of Overhead Door Corporation SCANNED BY St. Lucie County Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage doorjambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. PM 324620 Rev. P10 SCHEDULEI 3/8" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GAVITY-0.55 DOUGLAS FIR SPECIFIC GRAVITY -0.46 SPF SPECIFIC GRAVITY -0.42 LOAD PER JAMB LBIFT NOIE3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 22 280 24 23 20 3o0 24 22 19 320 23 20 16 340 21 19 16 360 20 18 16 38D 19 17 15 400 18 16 14 420 17 15 13 440 16 15 13 460 16 14 12 480 15 13 12 500 14 13 11 520 14 12 11 540 13 12 10 560 13 11 10 58D 12 11 9 60D 12 11 9 620 12 10 9 640 11 10 9 660 11 10 8 680 10 9 e 700 10 9 8 720 10 9 e 740 10 8 7 760 9 8 7 780 9 8 7 800 9 8 7 1. BASED ON 3/8" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE(3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF HE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE; DESIGN LOAD =30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16(V2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER N0.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING R DRYWALL, INCREASE TACHIEVENER LENGTH TO REQUIRED PENETRATION.MUM S ALLP BE THE SOLE RE ONSIBT RESPONSIBILITY OF 6.D DESIGN OF THE SUPPORT PPORT STRUCTURE OF THE BUILDING DESGNER\\\\51��+I//I// 7. MINIMUM EDGE DISTANCE SHALL BE AND SHALL BE DESIGNED FOR THE 10, CALCULATED LOAD LISTED IN ABOVE TABLE AS MINIMUM FAS ENER SPACING SALLBE 12^,PER NOTE 3 AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLTTING. \\\\\'O�N`CE �• 8. CALCULATIONS CONFORM TO ANSVAF&PA NDS-2005. No. 51737 •� 9. LAG SCREWS SHALL CONFORM TO ANSI/ ASME STANDARD B18.2.1. �' STATE ZZ ^._(� Approved lf�M John E. Sates, P.E. v�l/tZ �,C . ;� ,%Q7� ij�Fss �ORID a6��\�� 3121 Fatrgate Dr. Carrollton, TX 75007 FLPES1737 TXPE56308/F2203 Revision P10 SCHEDULES 3/8" FJ A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB N0TE8 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 1 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 820 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 1 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 i6 780 10 13 16 800 10 13 15 \\`` gtA E. I Isc �77��i o. 51737 _ 'a, 10 ; STATE OF zr 7 Al 1. BASED ON 3/8"O A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A2" O.D. W'ASH �11„\`\ WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3`. 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BYTAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD =30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x i 6f /2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. CALCULATIONS CONFORM TO ANSVAF&PA NDS-2005 AND ACI 318-05, APPENDIX D. John E. Scates, P.E. 3121 Fairgate Dr. Carrol lton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P10 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY -0.55 DOUGLAS FIR SPECIFIC GRAVITY -0.46 SPF SPECIFIC GRAVITY -0.42 LOAD PER JAMB (LB/Fr)nrotaa 100 24 24 19 120 22 20 16 140 19 17 14 160 16 15 12 180 14 13 10 200 13 12 9 220 12 11 8 240 11 10 8 260 10 9 7 280 9 8 7 300 8 8 6 320 8 7 6 340 7 7 n/a 360 7 6 n/a 380 7 6 n/a 400 6 6 n/a 420 6 n1a n/a 440 6 Wa n/a 460 Wa n1a n/a 480 n1a Wa n1a Boo Wa n/a n1a 520 Wa n/a n/a 540 n/a n1a n1a 560 n1a n1a Wa 580 n1a n/a Wa 600 n1a n/a n/a 620 n1a n/a n/a 640 n/a n/a n/a 660 n1a I n/a n/a 680 n1a n/a n/a 700 n1a n/a n/a 720 n1a n/a n/a. 740 n1a n/a n1a 760 We n/a n1a. 780 We n/a Wa 800 n1a Iva Wa GEWs� TF� x i a No.51737 STgTE OF ; Q O ONR ID 1. BASED ON 16d COMMON WIRE NAILS (0.16Z6-1/21 OR 16d THREADED HARDENED -STEEL NAILS (0.148'4-1/2' WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD=30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16f112 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE S. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. B. CALCULATIONS CONFORM TO ANSI/AF&PA NDS-2005. Aooroved John E.Scates,P.E, tr 3121 Falrgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P10 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTE4 2000 PSI CONCRETEN rE1 4000 PSI CONCRETENOrs1 2000 PSI GROUT FILLED CMUNOTE2 100 24 24 24 120 24 24 24 140 24 24 24 ISO 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 1 24 24 260 24 24 22 280 24 24 20 Soo 24 24 19 320 24 24 18 340 24 24 16 360 24 24 16 380 24 24 15 400 24 24 14 420 24 24 13 440 24 24 13 460 24 24 12 480 23 23 12 500 22 22 11 520 21 21 11 540 20 20 10 560 19 19 10 680 19 19 9 600 18 18 9 620 17 17 9 640 17 17 9 660 16 16 8 680 16 16 8 700 15 15 8 720 15 15 8 740 15 15 7 760 14 14 7 780 1 14 7 Soo 134 13 7 Esc E AT�s /01 No. W737 STATE OF i�j�A�••FCORIOP• G\=�N� 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 13W O.D. WASHER INTO NORMAL WEIGHT CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2.3W AND A MINIMUM EDGE DISTANCE OF 2-W4'. 2. BASED ON 3/6"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 13/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 23/4', A MINIMUM EDGE DISTANCE OF 4, AND A MINIMUM END DISTANCE OF 4'. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM 090 AND GROUT SHALL CONFORM TO ASTM C478. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS ATTOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF)TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD =39psf DOOR WIDTH =1 Oft LOAD PER JAMB = 30psf x 16f /2 = 2401h/it 5. CHART IS BASED ON T-6" MINIMUM AND 24'-O" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 NO.2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURESHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. CALCULATIONS CONFORM TO ANSMF&PA NDS-2005. 9. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. John E. Scates, P.E. Ll flv 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P10 Wagnc® paiton 3395 ADDISON DRIVE *, * OF uZ q :• STA'� ��0 `• °LOR��p � filON" ]I11 FMItW1E pR. CMfltl110N, 5TSU07 PE R PE 31TT/ Ti{ 6]09/iLl] 6' 6' MINIMLM fO0�pP9 CONCRETE RE�MAXIMUM DESIGN LOAD CAPACNTf OF 2065 LOS. I-= 4'J 1-1/2'J 1-1/2'-I HD SCREW 4) 3/6' SIMPSON TIEN HD SCREW 4) 3/B' OIA. LAG SCREWS WASIIER AND ANCHOR NTH A 1-1/4' WA%IER AND WITH 1-1/4' 0.0. WA TI ]EPTH OF A MINIMUM EMBEDMENT DEPTH OF LAO SCREWS SHALL NAVE A MOE 2-3/4' AND A MINIMUM EDGE MINIMUM PFNETNARON OF DISTANCE OF 4'. 1-9/] r NTO ME MAW SUPPORT MEMBER. 091 M 20M MWiT FILED CAN N. MAXIMUM DESIGN Lon µpp0 SLPPD SUPPORT 3 111RE ME MAXIMUM DAD DATE NAME CAPACITY OF 2400 LBS CAPACITY OF 2430 LBS. D A 5 24 07 1 G IRT CHECHED 5/24/07 1 MRB JAMB CONNECTION SUPPLEMENT DRAN1N0 PART NO. REV. 32462O P1O DocuSign Envelope ID: F67AF1B8-18BC-4E74E1)40-E5F1585688B1 Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, kinds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. INAf- CATEGORY: Doors and Windows 6911W, litiill4o7;ffi/I Wayne Dalton Corporation 3395 Addison Drive Pensacola, FL 32514 1. CERTIFICATION OF INDEPENDENCE Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9N-3.009. 2. PRODUCT NAME Model 8700 garage doors. Page 1 of Wayne -Dalton DocuSign Envelope ID: F67AF1B8.18BC-4E74-8040-ESF1585688B1 3. SCOPE OF EVALUATION Structural Transverse Wind Loads 4. USES Model 8700 garage doors are used for residential applications with specified allowable design pressures. 5. DESCRIPTION General Model 8700 garage doors listed in Table 1 of this report are sectional overhead doors and are constructed of minimum .052" vinyl facer and a minimum .032" vinyl backer. The doors have a polyurethane insulation sandwiched between the interior and exterior skins and 20 gage end caps. Each section shall have a 1-1/4" x 1-112" x 22 ga continuous internal rails at the top and bottom of each section. The ends of each rail in the top of each section shall be reinforced with a 15 gage reinforcing bracket. The sections shall have 20 gage backup plates at all intermediate hinge locations. The sections are 1-5/8" thick with tongue and groove joints and shall have a maximum section height of 21 ". Door Tracks All door assemblies listed in this report have both vertical and horizontal tracks ranging from a minimum 16 gage to minimum 15 gage, 33 ksi steel and finished with an ASTM A525 G-40 galvanized coating. The vertical tracks are attached to the supporting structure with jamb brackets as specified on the most recent manufacturer's installation instructions/drawings. Glazed Sections Unless noted otherwise, the option code assemblies listed in Table 1 of this report are available with a minimum of 0.125-inch thick standard SSB glass windows that are installed in frames and inserted in the top or intermediate section of the door. The glazing is not impact resistant and does not meet the requirements for wind-borne debris regions. Refer to the most recent manufacturer's installation instructions/drawings for glass size limitations. Wind Load Bracing All option code assemblies listed in Table 1 of this report are braced on the inside of the doors with three inch horizontal spanning U-bars. Each U-bar is made of either 18-gage or 20-gage ASTM A653-00 steel with a minimum yield strength of 80 ksi and are finished with an ASTM A525 minimum G-40 galvanized coating. The gage and quantity of U-bar braces varies depending on the amount of windload resistance required and the height of the door. In addition to three-inch horizontal spanning U-bars, some of the option code assemblies listed in Table 1 of this report are braced with vertical aluminum posts made up of 0.125- inch thick 6063-T6 aluminum alloy. The post is a telescoping post assembly. The outer member outside diameter is 1.75" wide x 4.00" long. The inner member outside diameter is 1.47" wide x 3.72" long. Page 2 of 4 Wayne -Dalton DocuSign Envelope ID: F67AF1B8-18BC-4E74.8D40-E5F1585688B1 6. INSTALLATION All option code assemblies listed in this report are to be installed in accordance with the most recent manufacturer's published installation instructions/drawings and this report. The most recent manufacturer's installation instructions/drawings shall be strictly adhered to and a copy of these instructions/drawings shall be available at all times on the job site during installation. Design wind load pressures for garage doors shall be determined in accordance with section 1609 of the 2010 Florida Building Code and shall not exceed the allowable transverse wind loads shown in the following tables: Table 1: Model 8700 Garage Door Allowable Transverse Wind Loads Windload Specification Option Code Maximum Size Positive Design PSF Negative Design PSF Reinforcement(Yes/No) Glazing Available Width Height 1000 9'-0" 14'-0" 22.90 26.30 3", 20 gage U-bars Yes 1001 9'-0" 14'-0" 31.20 35.80 3", 20 gage U-bars Yes 1002 9'-0" 14'-0" 41.60 46.30 3", 20 gage U-bars Yes 1020 16-0" 14'-0" 23.00 25.00 3", 18 gage U-bars Yes 1021 W-0" 14'-0" 30.00 33.50 3", 18 gage U-bars No 1022 16-0" 8'-0. 43.40 48.40 3", 18 gage U-bars+ (2) Aluminum Posts Yes 1040 18'-0" 12'-0" 18.50 20.70 3", 18 gage U-bars Yes 1041 18'-0" 12'-0" 25.90 28.80 3", 18 gage U-bars No 1042 18'-0" 8'-0" 39.20 43.70 3", 18 gage U-bars + (2) Aluminum Posts Yes tK4111-l-YalaITAiILl107_YlC1 For Premium garage doors, Test Report Number ETC-07-976-18894.0 in accordance with ANSI/DASMA 108-2002 for transverse wind load by ETC Laboratories, 297 Buell Road, Rochester, N.Y. Installation drawings and installation instructions prepared by Wayne -Dalton Corporation for each option code assembly listed in Table 1 of this report. Z149=17#1ki101=N Florida Building Code 2010 Edition Section 1609 Wind Loads Section 1715.5.3.1 ANSI/DASMA 108 10. REPORT SUMMARY Upon review of the data submitted by Wayne -Dalton, it is my opinion that the models as described in this report conform with or are a suitable alternative to the code standards and sections in the Florida Building Code 2010 edition listed in section 9 of this report. Page 3 of 4 Wayne -Dalton DocuSign Envelope ID: F67AF1 B8-18BC-4E74-8D40-E5F158568881 11. LIMITATIONS Any reference in this report to the manufacturer's "most recent" information is a direct reference to the most recent information submitted by Wayne -Dalton to the Florida Building Commission as part of their Florida Product Approval application for the option code assemblies listed in Table 1 of this report. This evaluation report and the most recent installation instructions, when required by the building official, shall be submitted at the time of permit application. The design of the supporting structural elements shall be the responsibility of the design professional for the building structure and in accordance with current building codes for the loads listed in Table 1 of this report. The doors shall not be located in areas where the transverse wind loads exceed the allowable loads shown in Table 1 of this report. The option code assemblies with glazed panel inserts do not meet the impact requirements for the wind-borne debris regions. The garage door assemblies listed in Table 1 of this report are not approved for use in the "High Velocity Hurricane Zone" as defined in the Florida Building Code. 12. IDENTIFICATION Each Model series covered by this report shall be labeled with the manufacturer's name and/or trademark for field identification. no. E85G6 Jax Apex Tecf&logy, Inc. Jeffrey P. Arneson, P.E. P.E. No. 58544 February 20, 2012 Page 4 of 4 Wayne -Dalton