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Permit 751 Paradise Lane PERMIT WORKSHEET Certificate of Occupancy Job Address: ?L5/ ARfi ,\I.S6 Type Work: 5 F� Property Owner: . Phone # Contractor: Phone # WaW6-3 Permit#: D ^ Date Issued: q�! Tree Permit# Foundation Permit# Demolition Per # BUILDING ELECTRIC # MECHANICAL # PLUMBING # Tem .Power# Footing JEA Release Date Temp. Power Slab Letter Recd. Underslab Tie Beam Temp Pole# Lintel JEA Release Gas Piping Date Nailing/ Water/ Sheathing Sewer Rough/ Framing Rough Rough Top out Insulation JEA Release Date Building Electric Mechanical Plumbing Final Final Final Final JEA Release Date Drainage Inspection: Pool Permit# Inspections: Steel Final Elec./Grounding Final Roofing Permit# Inspect: Nailing/Sheathing Final Fire Inspection: Failed Inspections: Date Paid: C___ City of Atlantic Beach Building Department Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Date: February 6, 2008 Contractor: Bestcon Homes Address: 751 Paradise Lane, Atlantic Beach, Fl 32233 Construction Type: Residential Occupancy Class: Group R-2 Permit Number: 06-33616 DAV STETLER BUILDING OFFICIAL -lorida Building Code Onlinep://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVX wtDgt... adim pep P BCIS Home Log In !, Hot TopicsSubmit Surcharge' Stats&Facts' Publications, FBC Staffi BCIS Site Map LinksSearch. Product Approval USER: Public User Product Approval Menu > Product or Application Search>Application List>Application Detail FL# FL1008-R1 «• Application Type Revision Code Version 2004 Vow Application Status Approved Comments .s Archived t , ,., Product Manufacturer Georgia-Pacific Corporation ® Address/Phone/Email 1000 North Park Drive Roxboro, NC 27705 (336) 599-1000 jhkaiser@gapac.com Authorized Signature Joe Kaiserlik jhkaiser@gapac.com Technical Representative Joseph H. Kaiserlik Address/Phone/Email 1000 North Park Drive Roxboro, NC 27573 jhkaiser@gapac.com Quality Assurance Representative Randy Graham Address/Phone/Email 310 Cypress Road Ocala, FL 34472 rrgraham@gapac.com Category Structural Components Subcategory Engineered Lumber Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity National Evaluation Service, Inc. Quality Assurance Entity APA-The Engineered Wood Association Validated By APA -The Engineered Wood Association Certificate of Independence Referenced Standard and Year(of Standard Standard) Year ASTM D 5055 2000 a Equivalence of Product Standards Certified By FIL ' Sections from the Code 2301.4.11 Product Approval Method Method 1 Option C 1 of 2 6/27/2006 3:32 PM 'lorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgt... Date Submitted 06/15/2005 Date Validated 02/10/2006 Date Pending FBC Approval 01/19/2006 Date Approved 02/10/2006 Summary of Products FL# Model, Number or Name Description 1008.1 WI Series I-joist prefabricated wood I-joist Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: PTID 1008 R1 T Certification of Independence WI Design Pressure: +/- 2005.pdf Other: Not for use in HVHZ, Adherence to PTID 1008 R1 T NER-707 letter to client NER-707, Section 7.0 and to the manufacturer's concerning Florida Building Code pdf installation instructions. PTID 1008 R1 T NER707 Ddf Backl Nextl DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 ©2000-2005 The State of Florida.All rights reserved.Copyright and Disclaimer Product Approval Accepts: eC kck AMROY N 2of2 6/27/2006 3:32 PM lorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDq... r4 ,. :. M. ,,. r Y. BCIS Home Log In Hot Topicsi Submit Surcharge' Stats&Facts Publications FBC Staff! SCIS Site Map' Links Search'' Product Approval USER: Public User Product Approval Menu > Product or Application Search >Application List>Application Detail FL# FL2023-R1 < Application Type Revision RY •' Code Version 2004 Application Status Approved Comments Archived x " Product Manufacturer Georgia-Pacific Corporation Address/Phone/Email 1000 North Park Drive Roxboro, NC 27705 (336) 599-1000 jhkaiser@gapac.com Authorized Signature Joe Kaiserlik jhkaiser@gapac.com Technical Representative Joseph H. Kaiserlik Address/Phone/Email 1000 North Park Drive Roxboro, NC 27573 jhkaiser@gapac.com Quality Assurance Representative Gary Bittner Address/Phone/Email 1000 North Park Drive Roxboro, NC 27573 (336) 599-1000 jgbittne@gapac,com Category Structural Components Subcategory Engineered Lumber Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity National Evaluation Service, Inc. Quality Assurance Entity APA-The Engineered Wood Association Validated By APA-The Engineered Wood Association Certificate of Independence Referenced Standard and Year(of Standard Standard) Year ASTM D 5456 2003 Equivalence of Product Standards Certified By Sections from the Code 2301 Product Approval Method Method 1 Option C 1 of 2 6/27/2006 3:32 PM lorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDq... Date Submitted 06/15/2005 Date Validated 08/10/2005 Date Pending FBC Approval 08/11/2005 Date Approved 08/24/2005 Summary of Products FL# Model, Number or Name Description 2023.1 G-P Lam LVL laminated veneer lumber Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: PTID 2023 R1 T Certification of Independence Design Pressure: +/- GP-Lam 2005.pdf Other: Not for use in HVHZ. Adherence to PTID 2023 R1 T Ner559 pdf NER-559, Section 7.0 and the manufacturer's installation instructions. �Back' (Next: DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-6436 ©2000-2005 The State of Florida.All rights reserved.Copyright and Disclaimer Product Approval Accepts: IMMUNE gig 'w AMROYt 8 2of2 6/27/2006 3:32 PM lorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq... 60 1 :, . BCIS Home Log In !, Hot Topics-, Submit SurchargeStats&Facts Publications! FBC Staff; BCIS Site Map Links: Search, j'� Product Approval V i24 USER: Public User Product Approval Menu > Product or Application Search >Application List >Application Detail i9YA FL# FL2147-R1 « Application Type Revision Code Version 2004 Application Status Approved s Comments I� Archived Product Manufacturer Georgia-Pacific Corporation Address/Phone/Email 1000 North Park Drive Roxboro, NC 27705 (336) 599-1000 jhkaiser@gapac.com Authorized Signature Joe Kaiserlik jhkaiser@gapac.com Technical Representative Joseph H. Kaiserlik Address/Phone/Email 1000 North Park Drive Roxboro, NC 27573 jhkaiser@gapac.com Quality Assurance Representative Denise J. Fluharty Address/Phone/Email 234 Forest Road Skippers,VA 23879 djfluar@gapac.com Category Structural Components Subcategory Engineered Lumber Compliance Method Test Report Testing Lab APA-The Engineered Wood Association Quality Assurance Entity APA-The Engineered Wood Association Validated By APA-The Engineered Wood Association Certificate of Independence Referenced Standard and Year(of Standard Year Standard) Chapter 23 2004 Equivalence of Product Standards Certified By Sections from the Code Section 2301 Product Approval Method Method 1 Option B 1 of 2 6/27/2006 3:32 PM Jorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq... Date Submitted 06/15/2005 Date Validated 08/10/2005 Date Pending FBC Approval 08/12/2005 Date Approved 08/24/2005 Summary of Products FL# Model, Number or Name Description 2147.1 Rim Board Plus FiberStrong Rim Board Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: PTID 2147 R1 I 127520r11.pdf Approved for use outside HVHZ: Verified By: Impact Resistant: Test Reports Design Pressure: +/- PTID 2147 R1 T GP-Skippers edgewise bending pdf Other: Not for use in HVHZ. Application PTID 2147 RI T T2002P-61%20GP%20Grenada%20RB+ Pdf is in accordance with the manufacturer's PTID 2147 RI T T99P-8 GP Skippers rim board.pd installation instructions. 'Back !Next, DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 ©2000-2005 The State of Florida.All rights reserved.Copyright and Disclaimer Product Approval Accepts: Ed SO 2 of 2 6/27/2006 3:32 PM F__4S LEGACY REPORT NER-559 Re-Issued July 1, 2003 ICC Evaluation Service Inc. Business/Regional Office a 5360 Worivnan Mill Road,Whither,California 90601 ■(562)699.0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 WWW.ICC-eS.Ora Regional Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799.2305 Legacy Report on the 2000 International Building Code®with 2002 Accumulative Supplement to the International CodesTM the 2000 International Residential Code®with 2002 Accumulative Supplement to the International CodesTM, the BOCA®National Building Code/1999,the 1999 Standard Building Code®,and the 1997 Uniform Building Code TM R,100,0A0906 mm)to 5-1/4 inches(133.4 mm),widths of 1-1/2 inches(38.1 00 NORTH PARK DRIVE mm)to 48 inches(1.2 m)and lengths up to 80 feet(24.4 m). ROXBORO,NORTH CAROLINA 27573 Division 06- 3.2 Design and Allowable Stresses W ,: � is Section 0617 )MIM ' � Design provisions for solid-sawn lumber contained in the applicable Code and the American Forest and Paper 1.0 SUBJECT Association's (AF&PA) National Design Specification for Wood Construction (NDS) are applicable for G-P Lam LVL G-P Lam®Laminated Veneer Lumber unless otherwise noted in this report. Allowable design stresses are tabulated in Table 1 of this report. These 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT allowable stresses are applicable for covered dry conditions of use(applications where moisture contents do not exceed Structural 16%)in members where loads are of"normal"duration. For loads of other durations,the adjustment factors specified by 3.0 DESCRIPTION the applicable code for solid-sawn lumber are applicable. 3.1 General An increase of 4% in the tabulated allowable bending stresses is permitted for bending members qualifying as G-P Lam Laminated Veneer Lumber (LVL) is a structural repetitive members in accordance with the NDS. composite lumber product manufactured by Georgia-Pacific Corporation. The product is manufactured by laminating Allowable design values for bolts installed perpendicular to Southern Pine or Yellow Poplar veneers(or a combination of the glue lines of the G-P Lam LVL are as provided in the the two called Eastern Species) which are graded by a applicable code for Douglas Fir-Larch(G=0.50)solid sawn nondestructive process with an additional visual grade lumber. override as described in the G-P Lam LVL manufacturing Allowable design values for nails loaded laterally or in standard. Veneer thickness used to produce the product includes 1/8 and 1/7 inch (3.2 and 3.6 mm) thick veneers. withdrawal are as provided in the applicable code for Douglas The veneers are end joined during billet assembly. Each Fir-Larch (G = 0.50) solid sawn lumber. Nails installed veneer is coated on one side with an exterior-type adhesive perpendicular to the glue lines on the wide face of the G-P conforming to ASTM D 2559. Assembled veneers are hot Lam LVL are permitted to be installed in accordance with the pressed for a prescribed time to cure the glue lines and applicable Code. Nails installed parallel to the glue lines on produce a uniform thickness LVL billet. For product the edge (narrow face) of Southern Pine, Yellow Poplar,or thicknesses greater than 1-3/4 inches (44.5 mm), the Eastern Species G-P Lam LVL 3/4 inches(19.1 mm)thick or manufacturer laminates either multiple layers of 1-3/4 inch thicker and 3-1/2 inches (88.9 mm) wide or wider shall be (44.5 mm) thick material with a low-temperature phenol- installed at a spacing of not less than 6 inches(152.4 mm)on resorcinol which meets the requirements of ASTM D 2559 or center for 10d and 12d common nails or 14 gauge staples. produces a 3-1/2 inch (88.9 mm)thick LVL billet in the hot Yellow Poplar G-P Lam LVL 1-3/4 inches(44.5 mm)thick or press. thicker and 3-1/2(88.9 mm)wide or wider shall be nailed at G-P LVL products have been tested and assigned design a spacing of not less than 4 inches(101.6 mm)on center for values for use in structural applications (see Section 3.2 of 10d and 12d common nails or 14 gauge staples. Southern this report). The product is under continuous, daily quality Pine or Eastern Species G-P Lam LVL 1-3/4 inches (44.5 inspection with periodic third-party inspection to assure a mm)thick or thicker and 3-1/2 inches(88.9 mm)wide or wider quality product. shall be nailed at a spacing of not less than 6 inches (152.4 mm) on center for 10d and 12d common nails or 14 gauge G-P Lam LVL is used as beams,headers,joists,rafters,and staples,and 5-1/2 inches(139.7 mm)wide or wider members prefabricated I-joist flange stock. It is available in 1.7E,1.8E, shall be nailed at a spacing not less than 4 inches (101.6 2.OE, and 2.2E grades and thicknesses of 3/4 inches (19.1 mm) on center for 10d and 12d common nails or 14 gauge staples. 16d common nails installed parallel to the glue lines ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICCEvaluation Service,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright©2003 Page 1 of 3 Page 2 of 3 NER-559 (narrow face) of Southern Pine, Yellow Poplar, or Eastern 6.11 Report on Certification Test Summary of Roxboro LVL Species G-P Lam LVL shall be installed at spacings not less Press No.2,ELP Report No.0215-99,dated February than 8 inches(203.2 mm)on center when the G-P Lam LVL 15, 1999, prepared by Joseph H. Kaiserlik. is 1-3/4 inches(44.5 mm)or thicker and 5-1/2 inches(139.7 mm)wide or wider. 6.12 Qualification Test Report on 1.7E, Low Stress LVL, Georgia-Pacific Corporation ELP Report No.0523-02, 4.0 INSTALLATION dated June 12, 2002, prepared by Joseph H. Application and installation of G-P Lam LVL shall complywith Kaiserlik, P.E.and witnessed by APA's Greg Cash. the applicable code,the approved calculations and plans,this 6.13 Full-Scale Edgewise Shear Tests on 1.7E LVL, report, and the manufacturer's published installation Report, prepared by APA, Report No. T2002P-45, instructions. This report shall be complied with where the dated August 27, 2002, signed by Sheldon Q. Shi, manufacturer's published installation instructions conflictwith Ph.D.,and Borjen Yeh, Ph.D., P.E.. this report. 5.0 IDENTIFICATION 7.0 CONDITIONS OF USE The ICC-ES Subcommittee on the National Evaluation All G-P Lam Laminated Veneer Lumber indicated in this Service finds that G-P Lam Laminated Veneer Lumber is an report shall be identified by a stamp containing the alternative material to that specified in the 2000 International manufacturer's name and plant number, the product trade Building Code®with 2002 Accumulative Supplement to the name, the species/grade, the number of this evaluation International CodeSTM the 2000 International Residential report,and the name and trademark of the quality assurance Code® with 2002 Accumulative Supplement to the agency(APA-Engineered Wood Systems, NER-QA397). International CodeSTM, the BOCA® National Building Code/1999,the 1999 Standard Building Code®,and the 1997 6.0 EVIDENCE SUBMITTED Uniform Building Code TM,subject to the following conditions: 6.1 Manufacturer's descriptive literature and published 7.1 G-P Lam Laminated Veneer Lumber shall be installation instructions. produced by Georgia-Pacific Corporation, Roxboro, North Carolina, manufacturing plant with quality 6.2 Report on mechanical and physical property tests control inspections by APA - Engineered Wood conducted by Washington State University,Research Systems(NER-QA397). Report No. 133/94, dated June, 1994, signed by R. Pellerin and R.Allwine. 7.2 Design stresses shall not exceed those set forth in 6.3 G-P Lam® LVL quality control manual, Roxboro Table 1 of this report. Engineered Lumber Plan,dated June, 1994,revised 7.3 Design calculations and details for specific February 2003. applications shall be furnished to the code official verifying compliance with this report and the 6.4 Report on mechanical and physical property tests applicable code. The individual preparing such conducted by PFS Corporation, Report No. 94-11, documents shall possess the necessary credentials dated June, 1994,signed by James P.Van Schoyek regarding competency and qualifications as required and Larry A. Beineke, Ph.D. by the applicable code and the professional registration laws of the state where the construction is 6.5 Report on fastener tests conducted by Timber undertaken. Products Inspection, Report No. 94-12, dated June, 1994,signed by Steve Sandell. 7.4 The service conditions for G-P Lam LVL shall be covered dry conditions of use. Dry conditions of use 6.6 Reporton fastenertests conducted by Georgia-Pacific are those conditions of use represented by sawn Corporation, Report No. 94-012, dated June, 1994, lumber at which the moisture content is 16%or less. signed by Steve Sandell. Tests witnessed by Timber Products Inspection. 7.5 This report does not contain an evaluation of connectors other than those specifically noted in 6.7 Mechanical and physical property tests conducted by Section 3.2. Georgia-Pacific Corporation,dated June,1994. Tests witnessed by PFS Corporation. Data sheets signed 7.6 Except for cutting to final length for installation,cutting by Larry A. Beineke and Tom Allred. and notching of G-P Lam LVL is beyond the scope of 6.8 Report on volume effect in bending and tension for G- this report. P Lam LVL,dated June, 1994,signed and sealed by 7.7 This report does not evaluate the effect of fire- David S.Gromala, P.E. retardant or preservative treatments on G-P Lam LVL. 6.9 Report on Analysis of Qualification Test Data and 7.8 This report is subject to periodic re-examination. For Derivation of Allowable Design Values for G-P Lam information on the current status of this report,consult LVL,dated June,1994,signed and sealed by Richard the ICC-ES website. D.Graham, P.E. 6.10 Creep Rupture Testing Report on G-P Lam LVL, prepared by Joseph H. Kaiserlik of Georgia-Pacific, conducted by Walter Boyles of Timber Products Inspection,dated August 1995. Page 3 of 3 NER-559 TABLE 1 G-P Lam®, 1.7E, 1.8E,2.0E and 2.2E LVL Allowable Design Stresses' (pounds per square inch,psi) AXIAL JOIST/BEAM PRODUCT GRADE(2) F,(4) Fc Fb(3,5) Fv E Fc-L THICKNESS SPECIES (x 106) 3/4-inch 1.8-YP 1900 2325 2950 285 1.8 750 2.0-YP 2125 2750 3150 285 2.0 750 to 1.7-SP 1825 2400 2600 400 1.7 900 5-1/4 inch 2.0-SP 1825 2750 3150 400 2.0 900 2.2-SP 2050 3310 3250 400 1 2.2 900 2.0-ES 1825 2750 3150 285 2.0 750 Notes: 1. Allowable design stress adjustments shall be in accordance with the applicable code. Adjustments to E and Fc L are not allowed. 2. Yellow Poplar-YP, Southern Pine-SP,and mixed Yellow Poplar and Southern Pine-ES. 3. Fb allowable design values are for 12 inch depths. For other depths,multiply by the factor below or(12/d)"9. For depths less than 3.5 inches, use the factor for the 3.5 inch depth. Depth (in.) 3.5 5.5 7.25 9.25 11.25 12.0 16.0 18.0 20.0 24.0 Factor 1.15 1.09 1.06 1.03 1.01 1.0 0.97 0.96 0.94 0.93 When a 2-or 3-ply member is assembled with adhesive into a beam at the Georgia-Pacific Engineered Lumber Plant,a 5 percent increase in Fb is permitted. This increase in allowable bending does not apply to field assembled multiple-ply beams. 4. Allowable tension design values(F,)in the table reflect a volume effect correction. Therefore,when G-P Lam LVL is used as a component of engineered lumber products manufactured by Georgia-Pacific Corporation,F,is not required to be used as a limit for allowable design stress. 5. A G-P Lam LVL joist which qualifies as a repetitive member in accordance with the NDS is permitted to have Fb increased 4 percent in addition to the depth factor multiplier in Note 3. 6. SI conversion multiply: inches by 25.4 to obtain mm. psi by 0.00689 to obtain MPa. A P A The Engineered 11-ood Association Borjen("B.J.")Yeh,Ph.D.,P.E. Director Technical Services Division August 10, 2005 Mohammed Madani Department of Community Affairs 2555 Shumard Oak Blvd. Tallahassee, FL 32399-2100 Re: Certification of Independence - FL1008-R1 WI I-Joists f Dear Mr. Madani: This is to certify in accordance with Section 913-72.110(1) and (2) of the Department of Community Affairs- Florida Building Commission that APA- The Engineered Wood Association, as a FBC-certified test laboratory(TST2513), third-party quality assurance agency(QUA2521), and validation entity(VAL3120), does not have, nor does it intend to acquire or will acquire a financial interest in Georgia-Pacific Corp., Atlanta, Georgia. Furthermore, APA-The Engineered Wood Association is a non-profit trade association, which is not owned, operated, or controlled by Georgia-Pacific Corp., Atlanta, Georgia. Please contact me if there are any questions concerning this certification of independence. Sincerely, 1— S /-- Borjen ("B.J.") Yeh, Ph.D., P.E. Director Technical Services Division E-mail: borjen.yeha-gpawood org s 7011 South 19th Street,Tacoma,WA 98466 Phone:(253)565-6600•Fax: (253)565-7265 9 Internet Address: http://www.apawood.org J F-4s LEGACY REPORT NER-707 Reissued May 1,2005 iM ICC Evaluation Service, Inc. Business/Reglonal Office■5360 Woivnan Mill Road,Whittier,California 90601 ■(562)699-0543 www.icc-es.org Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 Regional Office■4051 West Fiossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 Legacy report on the 2000 International Building Code®, the 2000 International Residential Code m the 2002 Accumulative Supplement to the International Codesrm, the 1999 Standard Building Code®, the BOCA® National Building Code/1999,the 1997 Uniform Building Code'M DIVISION 06—WOOD AND PLASTIC At the time of fabrication, all lumber and OSB used has a Section 06170—Prefabricated Structural Wood moisture content not exceeding 19%. Adhesives used in all t,t �kl~IG'Gf�RF�CI►RA'fl�►M gluing operations meet the requirements of ASTM D 2559. A�!' 310 CYPRESS ROAD Joist series and sizes included in this report are shown in OCALA, FLORIDA 34472 Figure 1. Section design properties of the WI 40,WI 60,WI (352)680-1500 80,WI 80A, and WI 85 Series joists are shown in Tables 1 www.gp.com/build/index.aspx and 2 at the end of this report. 1.0 SUBJECT In addition to structural properties,this report includes a fire resistance evaluation of Georgia-Pacific W I Series joists as Wood I Beam®: WI Series Joist: components of 1-Hour fire rated floor-ceiling or roof-ceiling WI 40,WI 60,WI 80,WI 80A,and WI 85 joists assemblies. See details under Section 4 of this report. 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 4.0 INSTALLATION 2.1 Structural 4.1 General 2.2 Fire Resistance Installation of Georgia Pacific's WI Series joists shall be in 3.0 DESCRIPTION accordance with the manufacturer's published installation instructions and this report. Should there be any conflicts Georgia-Pacific Corporation's pre-fabricated,oriented strand between the manufacturer's instructions and this report,the board(OSB)web I-joists are made by bonding lumberflanges conditions set forth in this report shall govern. to OSB webs with a waterproof glue. The flanges for the WI 40 Series joists are fabricated from nominal 2 x 3,proprietary 4.2 Section Properties 1650f-1.5E MSR lumber. The flanges for the WI 60 Series joists are fabricated from nominal 2 x 3, 2100f-1.8E MSR Tables 3 and 4 of this report contain allowable spans for WI lumber. The flanges for the WI 80 Series joists(117/8 to 16 40,WI 60,WI 80, WI 80A, and WI 85 Series floor joists for inches deep) and WI 80A Series joists (18 and 20 inches use in residential applications. For applications not covered deep) are fabricated from nominal 2 x 4, 2100f-1.8E MSR by this report design shall be based on engineering analysis lumber. The flanges for the WI 80A Series joists(91/2 to 16 using the design properties noted in Tables 1 and 2. inches deep),WI 80 Series joists (18 and 20 inches deep), and WI 85 Series joists are fabricated from nominal 2 x 4 Design loads for WI Series joists, rafters,and headers shall visually graded Dense Select Structural(DSS)Southern Pine be determined in accordance with the requirements of the lumber. The webs for the WI 40,WI 60,WI 80,and WI 80A applicable Code and deflections under design load conditions Series joists are fabricated from 3/3 inch(9.5 mm)thick OSB shall not exceed those noted in the applicable Code. proprietary web stock. The webs for the W 185 Series joists are fabricated from 79/32 inch(15.1 mm)thick rated sheathing Allowable load/spans shall be as noted in Tables 3 and 4 of (40/20)Exposure 1 OSB conforming to US Product Standard this report, as applicable, or determined from calculations PS-2. based on Tables 1 and 2. The flanges receive 2 or 3 saw kerfs for web thicknesses of 4.3 Web Holes 3/3 inch (9.5 mm) and 19/32 inch (15.1 mm) respectively. The resulting OSB splines are inserted into the flange grooves Figure 2 of this report outlines rules concerning placement of and glued. The OSB webs are installed with the face flakes holes in the web of WI 40,WI 60,WI 80,and WI 80A Series oriented in the vertical direction. Abutting webs are joined joists. The effect of holes in the webs of the WI 85 Series with a glued,modified tongue and groove joint. Finger joints joists has not been evaluated by this report. Rules are are used to fabricate flanges, with appropriate testing to applicable only for joists designed using the allowable insure full tension capacity of the mated lumber. load/span tables in this report. For other design conditions, contact BlueLinx Technical Services (800/839-2588) for assistance. ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to 1 any finding or other matter in this report,or as to any product covered by the report. wsu.wrr {'N410f Copyright 0 2005 Page 1 of 15 Page 2 of 15 NER-707 Except when cutting to length (or for birdsmouth bearing at 4.8 Bracing the lower end of a rafter), FLANGES SHALL NOT BE CUT. Continuous lateral support of the top(compression flange)of 4.4 Bearing Stiffeners the WI Series joists shall be provided using diaphragm sheathing attached to the top flange in accordance with the Field-installed bearing stiffeners are required on both sides of requirements of the code or other equivalent means, the webs at: Additionally, the joist ends shall be restrained to prevent • end reactions of joists when needed to meet the rollover and lateral support is required at the intermediate allowable reaction requirements of Tables 1 and 2 supports of multiple span joists. • ends of joists placed in"U"type hangers if the sides of the hanger do not laterally support the top flange. Bridging is not required in WI Series joist floor and roof • birdsmouth cuts applications. However, bracing is required during joist • hangers with side nailing installation and construction. Bearing stiffeners shall consist of nominal 2 by 4's 4.9 Fire Resistance (construction grade or better) oriented vertically or any combination of 3/8, Y2, 5/e, or 31,inch (9.5, 12.7, 15.9, or 19.1 Based on fire resistance tests conducted in accordance with mm)thick plywood(sheating grade meeting PS1 or PS2)25/1, ASTM E 119 and related studies, three floor-ceiling inches(58.7 mm)wide for WI 40 and WI 60 Series joists,and assemblies containing Georgia-Pacific's WI Series joists as 31/,inches(88.9)wide for WI 80,WI 80A,and WI 85 Series components of the assemblies are listed by this report. The joists so that the stiffener is flush with the outside edge of the assemblies shown in Figures 5, 6, and 7 at the end of this flange. Plywood stiffener face grain is to be oriented report are assigned a ONE HOUR fire resistance rating. vertically. The stiffeners are placed against the bottom flange and a'/,inch(+/-)(6.4 mm)gap shall be left between the top 5.0 IDENTIFICATION flange and each stiffener (stiffeners must not be wedged between flanges). Bearing stiffeners at birdsmouth cuts shall All Georgia-Pacific WI Series joists indicated in this report be beveled to match roof slope. The stiffeners shall be free shall be identified by a stamp containing date of manufacture, of splits or gross defects and shall be fastened with 12d the manufacturer's name and plant number,the product trade common nails (10d common nails for WI 40 and WI 60 name,the flange species/grade,the number of this evaluation series) as shown in Figure 3 of this report. Nails may be report,and the name and trademark of the quality assurance driven from either side and must be clinched where possible. agency(APA-Engineered Wood Systems). The nails shall be staggered to prevent excessive splitting of the stiffener. 6.0 EVIDENCE SUBMITTED 4.5 Web Stiffeners 6.1 Manufacturer's descriptive literature and published Field-installed web stiffeners are required on WI Series joists installation instructions. at locations of concentrated loads greater than the lesser of 6,2 Reports on mechanical and physical property tests on the allowable shear or 1,500 pounds. Concentrated loads WI 40&WI 80 Series kjoist conducted by Georgia- shall be applied only to the top of the top flange,except that Pacific Corporation and witnessed by APA: loads not exceeding 350 Ib (1.5 kN) may be applied • Shear, End Reaction and Intermediate Reaction symmetrically to the top of the bottom flange over a distance properties, ELP Report No. 0928-00, dated of not less than 12 inches(300 mm). Web stiffeners shall be September 28, 2000 and revised February 4, 2004, installed as noted above for bearing stiffeners,except the /, signed and sealed by Joseph H. Kaiserlik, P.E. inch (+/-) (6.4 mm) gap shall be left between the bottom • Flexural and flange and each stiffener. creep properties, ELP Report No. p 0719-00,dated July 19,2000 and revised February 1, 4.6 Bearing Lengths 2001,signed by Joseph H. Kaiserlik, P.E. • Shear performance with web holes, ELP Report inches No.0614-00,dated June 14,2000 and revised July 2, End bearings of WI Series joists shall be at least 13/4 2002, signed by Joseph H. Kaiserlik, P.E. (38.1 mm) in length. Joists used in fire rated assemblies as • Vertical load-carrying capacity(WI 40 Series Only), outlined in this report are required to have at least 2 inches ELP Report No.0609-00,dated June 9,2000,signed (50.8 mm) of bearing. Increased bearing lengths shall be by Joseph H.Kaiserlik, P.E. provided to increase the allowable reaction capacity when necessary to meet the requirements of Tables 1 and 2. 6.3 Reports on mechanical and physical property tests on Intermediate bearings on multiple span joists shall be at least W IF Series 1-joist conducted by Georgia-Pacific 3'/2 inches (88.9 mm) in length. Increased bearing lengths e Shear�,oEnd Reaction ann and witnessed d Intermediate Reaction shall be provided to increase the allowable reaction capacity properties, ELP Report No. 0513-99, dated May 13, when necessary to meet the requirements of Tables 1 and 2. 1999 and revised February 1,2001,signed by Joseph 4.7 Blocking Panels H. Kaiserlik, P.E. • Flexural properties, ELP Report No. 0315-99, WI Series joists located under bearing walls that run dated March 15, 1999 and revised February 1,2001, signed by Joseph H. Kaiserlik, P.E. perpendicular to the joists shall have full-depth blocking panels,rim joist,or squash block members to transfer gravity Shear performance with web holes, ELP Report loads from above the wall to the wall or foundation below see No.0319-99,dated March 19, 1999 and revised July ( 8,2002,signed by Joseph H. Kaiserlik, P.E. Figure 4 for load transfer methods). The maximum vertical • Vertical load-carrying capacity, ELP Report No. load permitted with these TM is 2000 plf (29,186 N/m), 0505-99, dated May 5, 1999, and revised July 8, except that the FiberStrong option of Detail F5 may be used 2002,signed by Joseph H. Kaiserlik, P.E. where the applied vertical load does not exceed 5700 plf (83,181 N/m). Floor to wall and diaphragm connection details are beyond the scope of this report. Page 3 of 15 NER-707 6.4 Qualification Test Reports on Finger-Jointed Flange 7.0 CONDITIONS OF USE stock,conducted by Georgia-Pacific Corporation and witnessed by APA: The ICC-ES Subcommittee for the National Evaluation • Test data summary and analysis of Ocala Plant Service finds that Georgia-Pacific's WI Series joists are an 2100f, 2x4 finger-jointed flange - SPF, ELP Report alternative material to that specified in the 2000 International No. 1012-99, dated October 12, 1999, signed by Building Code®, the 2000 International Residential CodeTm Joseph H. Kaiserlik, P.E.; the 2002 Accumulative Supplement to the International • Test data summary and analysis for Maboco finger- CodesTm, the 1999 Standard Building Code®, the BOCA" jointed flange-SPF,2100f,ELP Report No.0820-98, National Building Code/1999, the 1997 Uniform Building dated August 20, 1998 and revised July 5, 2002, Code"',subject to the following conditions: signed by Joseph H. Kaiserlik, P.E.; * Test data summary and analysis of Ocala Plant 7.1 Design calculations and details for specific Dense Select Structural (DSS), 2x4 finger-jointed applications shall be furnished to the code official flange-Southern Yellow Pine,ELP Report No. 1013- verifying compliance with this report and the 99, dated October 13, 1999, signed by Joseph H. applicable code. The individual preparing such Kaiserlik, P.E.; documents shall possess the necessary credentials • Test data summary and analysis of CFL Structure regarding competency and qualifications as required Inc. finger-jointed flange - Proprietary 1650f-1.5E, by the applicable code and the professional SPF, ELP Report No. 0830-01, dated August 30, registration laws of the state where the construction is 2001,signed by Joseph H. Kaiserlik, P.E.; undertaken. • Test data summary and analysis of Tembec LaSarre,Inc..finger-jointed flange-Proprietary 1650f- 7,2 The manufacturer's published installation instructions 1.5E, SPF, ELP Report No. 0921-01, dated and this report shall be strictly adhered to. Design September 21,2001, signed by Joseph H. Kaiserlik, loads for WI Series joists shall be determined in P.E. accordance with the requirements of the applicable 6.5 WI 40 and 80 Series Joist Qualification — Raw Test code. Deflections under design load conditions shall not exceed those noted in the applicable code. Data,Volumes I, II, III, IV and V. 6.6 W IF Series Joist(OSB Web)Qualification—Raw Test 7.3 At the time of fabrication, all lumber and OSB�used must have a moisture content not exceeding 19%. In Data,Volumes I, ll, III, IV and V. service moisture content of the joist and header 6.7 Quality Control Manual and Inspection Procedures, components shall not exceed 16%. dated January 19,2004 Revision 2A. 7.4 WI Series joists shall be installed such that loads are applied parallel to the web and no concentrated loads 6.8 Manufacturer's load/span tables and accompanying are applied to the bottom flange(except as permitted sample calculations, signed and sealed by J. H. for joists as noted in Section 4.5 of this report). Kaiserlik, P.E. 7.5 WI Series joist flanges shall not be cut, drilled or 6.9 Reports of tests conducted in accordance with ASTM notched except when cutting the beams to length or E 119, prepared by Warnock Hersey International, for providing birdsmouth bearings at the lower end of Inc.,signed by Harold J. Risler: a rafter. • Report No. WHI-651-0311.1, dated and tested February 9, 1990, revised July 20, 1990. 7.6 Georgia-Pacific Corporation's facilities shall be available during regular working hours to the ICC-ES 6.10 Report concerning the Calculation of a 1-Hour Fire for inspection. Endurance Assembly using 2-layers of Type C Gypsum Wallboard Attached to Resilient Channels, 7.7 This report is subject to periodic re-examination. For prepared by Qualtim,dated August 15, 1994,revised information on the current status of this report,contact July 29,1999,revised November 11,2001 signed and the ICC-ES. sealed by Kirk H.Grundahl, P.E. 6.11 Report concerning the Calculation of a 1-Hour Fire Endurance Assembly using 2-layers of 1/z" Type C Gypsum Wallboard Directly Attached to I-joists, prepared by Qualtim,dated August 15, 1994,revised July29,1999,revised November 11,2001 signed and sealed by Kirk H.Grundahl, P.E. 6.12 Manufacturer's web hole charts and accompanying sample calculations,dated April 25,2003,signed and sealed by Richard D.Graham, P.E. Page 4 of 15 NER-707 Figure 1 - WI Series Joist Details b W1 40 b=2-1/2" h �� t t= 3/8" 'i d= 1-1/2" E a d h=9-1/2", 1.1-7/8", 14" 16" WI 60 b= 2-1/2" t= 3/8" j d= 1-1/2" h=9-1/2", 11-7/8", 14", 16" WI 80 W180A b=3-1/2" b=3-1/2" t=3/8" t= 3/8" d= 1-1/2"' d= 1-1/2" _. h= 11-7/8"', 14"' 16", 18" and 20" h=9-1/2", 11-7/8", 14", 16", 18" and 20" WI 85 b=3-1/2" t= 19/32" d= 1-1/2" - h= 11-1/4", 22" and 24" Detail Notes: b = Flange width d =Flange thickness h =Joist height Note: To convert inches to mm, multiply by 25.4 t= Web thickness Page 5 of 15 NER-707 Figure 2 Hole Chart WI0 Series Joist Round Hale Chart for Residential Construction 01 1 ;5ef" values 1 1 See note I I See volue9 table -- 44 -� in table Chart 1 - Minimum Distance From Inside Face of Support to Nearest Edge of Round Hole Round Hole Diameter Series Depth 2" 3 4" 5" 6Y," T' 8" 8-%" 10, 103/." 1 12" 12 3W 14" 14 3/," 16" 9-1/2" 0'-6" 1"-0" 2'-3" 3'-9," 5'-6" WI 40 11-7/8" 0'-6"' 0'-6" 0'-g" 2'-0" T-9" 4'4' 6'-3" T-3" 14" U-6" 0"-6" 0'-g" T-0" 2'-0" 2"-9" 4'-3" 5'-0" T-3" 9'-0" 16"" 0'-6". 0'-" 0'-g" 1'_0" 1'-0" 1"-0" 2'-3" T-0" 5'-0" 6-0'" 8'-3" 10'4" 9-1/2" 1'-0" T-3" 3"-6" 5'-0" T-0" W 160 11-718" 0'-6" T-3" 2'-6'" T-9" 5'-6" 6-6" 8'-3" 9'4" 14" 0'-6" 0'-6" 0'-9" 1'-9" 1 T-3" 4'-3" 6'-0" T-0" 9'-9" 1 IT-3" 16" 0'-6" 0'-6"' 0'-9" 1'-0" 1'-0" 2'-0" 3'-9" 4'-9" T-3"' 8'-6" V-3" 13'-3" 11-718" 1'-3" 2'-6" 3'-9" 6-3" T-0" 8'-3" 9'-9"' 10'-9" 1d 0,_6" 1'-Y' 2'-0": 3,4a, 5'-0" V-0" T-9" 9,-0" 11,g." 13'-0 WI 80 1610'-6' 0-6" 0'-9" 1'-6" 3'-3" 4''6" 6'-3" 7'-3" 1 9-9" 11'-3" 13-9" 15-3" 18" U-6" 1'-0" 2'-0" . S-3" 4'-9" 5'-9" 1 T-0" T-9" 9'-9" 10'-9"' 12-9" 14-3" 16'-6" 18'-3" 20' 0'-6" 1'-0" 2"-0" 3-3" 4'-6" 5-5' 6'-6" 7'-3" 9'-o" 10'-o" 11,-9" 13'-0„ 15'-3" 16'-6" 19-3" 9-1/2" 2'-0" 3'-6" 4'-9" 6'-3" 8'-3" 11-718" 1'-6'" 2'-9" 4"-0" 5'-6" T-3" 8'-6" 10'-0" 11'-01" Wl80A 14" 1'-0" 2-3" 3'-6" 4'-9" 6'-6'' T-6" 9'-0" 10'-0" 12'-3" 13'_3" 16" 0"-6" 1`-0" 2'-3" 3'-6" 5'-3" 6"-3" 7'-9" 8'-6" 10'-6'" 11'-9" 14'-0" 15'-6" 18" 0'-6" 0'-6" T-6"' 2'-9" 4'-3" 5'-0" 6'-3" T-3" 9'-0" 10'-0" 12'-3" 13'-9" 16'-0" 1T-g" 20" 0'-6" 0'$" 1'-3" 2'-6" 13'-g" 4'-9" 5'-9" 6'-6" 8'-3" 9`-3" 10'4" 12'-0" 14'-6" 16'-0" 18'-9" General Notes for Hole Charts 1 and 2: 1, Hole locations in Chart 1 are based on worst case of simple and multiple span conditions with uniform floor loads of 40 psf live and 10 psf dead(12 psf dead for WI 80 and WI 80A),at spans not greater than those shown in the span tables. 2. Hale locations in Chart 2 are based on simple span condition only with uniform floor loads of 40 psf live and 10 psf dead(12 psf dead for WI 80 and WI 80A), at spans not greater than those shown in the span tables. 3. Distances shown are from the inside face of any support to the nearest edge of the hole. 4. For holes greater than 1.5"diameter,minimum clear distance between a) two round holes is 2 times the diameter of the larger hole b) a round hole and a duct chase is the larger of 2 times the hole diameter or twice the duct chase width 5. Holes not greater than 1.5"in diameter can be placed anywhere in the web, but the hole must be spaced a minimum horizontal clear distance of 2 times its diameter(but not less than 1")from any adjacent hole. 6. No more than 1 duct chase is permitted per span. 7. Small round holes may be substituted for a single large hole if they fit within the circumscribed area of the large hole. 8. A square hole may be substituted for a round hole if the edge of the square hole does not exceed three-fourths the round hole diameter. 9. For multiple span 1-joists, use the longest span to determine hole location in either span. 10. All holes shown on these charts may be located vertically anywhere within the web; a clear distance of at least 118" must be maintained from the hole edge to the inner surface of the closest flange. Page 6 of 15 NER-707 Figure 2 - Hole Chart (continued) Wl@ Series Joist Duct Chase Chart for Residential Construction Leave, 1/8" web between Duet Chase duct', chase and Mange Width See values See values in table in table Chart 2- Minimum Distance from Inside Face of Any Support to Nearest Edge of Duct Chase Hole Duct Chase Width Series D th 8" 1 10" 12" 14" 16" 18" 20" 22" 24" 9-112" 3"-0" 3'-6" T-6" 4'-0" 4'-6" 4'-6" W140 11-7/8" 4'-6" 4'-6" 5'-0" 5"-6" 5'-6" 6'-0" 14" 5'-6" 5'-6" 6-0" 6'-6-" T-0" T-0'" 16" 6'-61" 6'-6" T-0" T-6" 8'-0" 8'-6" 9-1/2" 2'-6" T-0" T-6," 4'-0," 4'-0" 4,-6." 11-7/8" 4'-6" 5'-0" 5"-0" 5'-6" 6'-0" 6'-6" WI 60 14" 6'-0" 6"-6" 6-6" 7'-0" T-6" 8'-0" 16" T-6" T-6" 8'-0" 8'-6" 91-01, 9"-61� 11-7/8" 51_01, 5'-0" 5'-61. 6'-01. 61-61, T-0" T-6" 8'-0" 8'-6," WI 80 14" 6'-6" T-0" T-0" T_6" 8'-0'" 8'-6" 9'-0" 9'-6" 10'-0" 16" 8'-0" 8'-0" 8'-6" 9'-0" 9'-61' 10'-01" 10'-6" 11'-0" 12'-0" 18" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 20" 10'-0"' 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 9-1/2" 2'-0" 2'-61' T-01' 3"-6" 4'-0" 4'-01" 4'-6" 5'-0" 5'-6" 11-7/8" 4'-0" 4'-6" 5'-0" 5'-6" 5'-6" 6-0" 6'-6" T-0" T-6" W1 80A 14" 5'-6" 6'-0" 6"-6" T-0" T-6" 8'-0" 8'-6" 9'-01' 9'-6" 16" T-0" T-6" 8'-0" 8'-6" 9'-01' 9'-6" 10'-0" 10'-6" 11'-0" 18" 9"-6" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 13'-0" 13'-6" 20" 10'-6" 11'-0" 11"-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-6" 15'-0" Page 7 of 15 NER-707 Figure 2 — Hole Chart (continued) Hole Spacing Minimum distance between duct chase and round holes. D Duct Chase 10' Duct Chase Ninimum spacing Width equals the greater of 2x duct chase width or 2xD Hole Spacing (con't) Minimum distance edge to edge between round holes. j Page 8 of 15 NER-707 Figure 3 - Bearing and Web Stiffeners Bearing stiffeners shall be installed flush with the bottom flange while web stiffeners shall be installed flush with the top flange. Gap(1l4"+I-) 21 ..... r 't t a`ar E^F clinch nails when possible Use 10d nails for Wl 40 and 60; ` 12d for Wl 80, Wl 80A and Wl 85, 11-1/4" (12d common or 16d sinkers for WI 85, 22" and 24" deep 11-joist) -For 9-112" to 16" deep 1-joist use 3 nails staggered as shown above -For 18" to 24" deep 1-joist use 3 nails staggered from each side to minimize splitting either stiffener. Page 9 of 15 NER-707 Figure 4—Load Transfer Methods Detail F2 and F3:WI 40,WI 60 and WI 80(9-1/2"-16")max.vertical load transfer is 2000 pit,WI 80(18"and 20")is 1750 plf and WI 85 is 3350 pit. F2 BLOCKING PANEL, EXTERIOR F3 WOOD I BEAM"RIM JOIST Vertical load transfer=2000 plf max. Vertical load transfer=2000 plf max. Woad I Beam"' Backer Blocks' rim joist Joist Joist osplh Material Depth 40anA69 B1/2.1t-7:d" 1!2"*1r2" B-v4"8-5l9" Wood I Beam" s¢riEs w 16" z°.t!x ,0 3ra".tz-ars a blocking panel Wi 80 it-Tia'14-;1 " 1.1rz oat a ss.m-a4.1za4 'Bk7Fk mpst be Igng enppgh 14 permit nailing w4bout sgualit. ; Backer depth to equal joist depth minus 3 114" " For siding use backer Qn ' block �„r„ • Minimum 1-3/4' joist bearing at all 8d nails at 6"o.c. er or ( p 8d nails at fi"o.c.(or per design professional's specs., design professional's specs., but complying with Installation Toe-nail rim joist to top but complying with Instal- Note below) flange of joist with 10d nail lation Note below) F4 SQUASH BLOCKS& SINGLE RIM F5 FIBERSTRONG"''RIM BOARD CLOSURE Vertical load transfer=2000 pif Vertical load transfer=5700 plf max.along load bearing wall ; (850 pit for starter joist based on bearing stress of 390 psi. without blocking') 23/32"48/24 APA" 1„, 1 rated sheathing Optional `fr blocking or ( ' FiberStrang Squash Blocks ' rim board (2x4 minimum) , at 24"o.i 1 ' cs ,� h1hrr 1 d i ki u � Siding 1116" 8d nails 1/2" rt,.r 8d nail top and Sheathing bottom flange See detail F7 for blocking requirements. G-P FiberStrong' 3 8d 8d nails at 6"on center rim board nail corners toe-nail to plate,typical Check local building code for appropriate detail In areas of high lateral load. [� BLOCKING PANELS USED FOR BRACING INSTALLATION NOTE Single layer 3/4"rated sheathing(plywood or When nailing sheathing to top flange,follow sheathing manufac- OSB)rim provides 1000 pit vertical load turer's nailing recommendations,but maintain spacing in the transfer(two layers=2000 pit).314" ranges shown below: plywood or OSB rim allowed only with — joist depths up to 11-7/8"unless __ Nail Spacing Requirements used with 2 x 4 min.squash 40 and 60 Series and WI 80 and 85 blocks as shown in Nail Size - +� detail F4. Min. Max. 8d,10d,12d 4" 24" NOTES: 1.Box or common nails,size 8d,1 Od,or 12d: Blocking panels installed Space no closer than 4"o.c.No farther than 24"o.c. for a minimum of 4'at each 2.If more than one row of nails is required,rows must be offset building corner and at least 4' by at least 314"and staggered. every 25'of wall length.Use 3.Do not use nails larger than 12d commons when attaching 8d nails at 6"o.c. sheathing to flanges of Wood I Beam joists. 4.14 gauge staples may be substituted for 8d nails if staples Check local building code for appropriate detail in areas of high lateral loan. penetrate the joist at least 1': Note: 1.To convert inches to min,multiply by 25.4 2.To convert lbs,to N.mu Itiply by 4.4413 3.to convert plt to halm.multiply by 14.594 Page 10 of 15 NER-707 Figure 5 - ONE HOUR Fire Rated Floor/Ceiling Assembly ( 2 mi 7O/ 1pJl:... 7jIJJJJJl! _.�.IIllI_..LLv I1_J�Li_1_1_�J_L1J.-CELL_ L c � O 7 1. Topping(Optional)-Lightweight concrete,maximum density 110 pcf(1760 kg/m3),minimum compressive strength 3000 psi(20.7 MPa)or proprietary gypsum/cement/sand topping,maximum density 100 pcf(1600 kg/m3),minimum compressive strength 1000 psi �6.9 MPa). Minimum topping thickness for lightweight concrete is 1'/2 inches (38.1 mm) and for proprietary topping /4 inch(19.1 mm)with joists spaced at 20 inches(508 mm)o.c.or less and 1 inch(25.4 mm)with joist spacing greater than 20 inches(508)up to 24 inches(610 mm)o.c. 2. Flooring-The flooring shall be one of the following systems: System No.1 23/32 inch (18.3 mm)thick Georgia-Pacific Rated Sturd-1-Floor 5-ply plywood, Exposure 1,tongue and groove, installed perpendicular to the WI Series joists with end joints centered over the top flanges of the joists and staggered. The plywood is nailed and glued with construction adhesive. The construction adhesive is applied to the top flanges of the W I Series joists using a single zig-zag,1/4 inch(6.4 mm)diameter,bead. Double beads are applied atjoints and a bead of adhesive is applied to the tongue and groove joint. The plywood is nailed,using 8d ring-or screw-shank nails at 8 inches(203 mm) o.c.maximum at supported panel edges and 12 inches(304 mm)o.c. maximum at intermediate supports. System No.2 5/8 inch (15.9 mm) thick Georgia-Pacific rated Sturd-I-Floor 5-ply, plywood tongue and groove, Exposure 1, installed perpendicular to the W I Series joists with end joints centered over the top flanges of the joists and staggered. The plywood is nailed and glued with construction adhesive. The construction adhesive is applied to the top flanges of the W I Series joists using a single zig-zag,'/4 inch(6.4 mm)diameter,bead. Double beads are applied at joints and a bead of adhesive is applied to the tongue and groove joint. The plywood is nailed,using 8d ring-or screw-shank nails at 8 inches(203 mm) o.c.maximum at supported panel edges and 12 inches(304 mm)o.c.maximum at intermediate supports. Joist spacing shall not exceed 19.2 inches(487 mm)o.c.when this floor system is used. 3. Structural Wood Members-Georgia-Pacific WI 80,W 180A,or W 185 Series joists,minimum 9.5 inches(241 mm)deep, spaced at a maximum of 24 inches(610 mm)o.c.(maximum 19.2 inches[487 mm]o.c.when Flooring System No.2 is used). Holes may be cut in web as permitted by this report. Minimum bearing on bearing plates is 2 inches(50.8 mm). Two 10d common nails are used to fasten the rimboard to the ends of each WI Series joist. 4. Mineral Wool- 1'/2 inch(38.1 mm)thick,2.5 pcf(40 kg/m3)Thermafiber, is cut 201/2 inches(521 mm)wide and placed between the WI Series joists,over furring channels. 5. Furring Channels- Resilient channels formed of minimum 0.026 inch (0.66 mm)thick galvanized steel. Channels are hat-shaped,23/4 inches(70 mm)wide (face is 1'/4 inches[31.8 mm]wide and each flange is V2 inches[12.7 mm]wide) x 7/8 inches(22.2 mm)high and are installed perpendicular to the WI Series joists. Channels are installed at a maximum spacing of 16 inches(406.4 mm)o.c.,with a double row installed at gypsum wallboard end joints. Channels are secured to the WI Series joists with two 15/5 inch (41.3 mm)long#6 drywall screws at each joist(one in each channel flange). 6. Gypsum Wallboard-Georgia-Pacific 5/8 inch(15.9 mm)thick Firestop Type C or National Gypsum Company 5/8 inch(15.9 mm) thick Gold Bond Fire-Shield G Type X gypsum board installed with long dimension perpendicular to the furring channels and fastened to each channel with 1'/e inch(28.6 mm)long Type S screws at 12 inches(304 mm)o.c. End joints are staggered 48 inches(1.22 m)on center(or 2 framing spaces when WI Series joists are spaced at 19.2 inches[487 mm]o.c.) 7. Finishing System - (Not shown) - All joints are taped with a bedding coat and one finish coat of setting-type joint compound. The screw heads receive one coat of joint compound. Page 11 of 15 NER-707 Figure 6 - ONE HOUR Fire Rated Floor/Ceiling Assembly 1 2 24" 0J 0 J 3 � 5 7F f 1. Finish Flooring-5/,inch(15.9 mm)thick or thicker sheets of plywood or oriented strand board(OSB),manufactured with exterior glue having tongue-and-groove edges along the 8 ft(2.44 m)side of 4 ft x 8 ft(1.22 m x 2.44 m)sheets,installed perpendicular to the WI Series joists with end joints centered over the top flanges of the joists,and placed so that the end joints are staggered. The application of the plywood or OSB shall comply with the specifications and recommendations of the APA. Joist spacing shall not exceed 19.2 inches(487 mm)o.c.when using 5/8 inch(15.9 mm)thick plywood. 2. Structural Wood Members-Georgia-Pacific WI 40,WI 60,WI 80,WI 80A,or WI 85 Series joists,minimum 9.25 inches (235 mm)deep,spaced at a maximum of 24 inches(610 mm)o.c. Holes may be cut in web as permitted by this report. Minimum bearing on bearing plates is 2 inches(50.8 mm). 3. Gypsum Wallboard Ceiling-Two layers of proprietary Type C gypsum wallboard shall be applied to the assembly. Each sheet shall be a minimum of 4 ft(1.22 m)in width. The gypsum wallboard attached directly to the I-joists shall be installed perpendicular to the joists. The ceiling shall be constructed as follows: Wallboard Layer 1 -The first'/,inch(12.7 mm)thick layer of Type C gypsum wallboard shall be attached directly to the bottom flanges of the WI Series joists using 1'/,inch (31.8 mm)long Type S bugle-head wallboard screws spaced at 6 inches(152.4 mm)o.c.along wallboard edges and 12 inches(304.8 mm)o.c.in the field. Wallboard end-joints shall be centered on the bottom flanges of the joists and staggered. The minimum end distance(distance in from the 4 ft[1.22 m]end of wallboard,i.e.,butt end)allowed for the base layer is'/,inch(12.7 mm). The minimum edge distance(distance from the 8 ft[2.44 m], 10 ft[3.05 m],etc.,side of the wallboard)is 1 inch (25.4 mm). Wallboard Layer 2-The second'/,inch(12.7 mm)thick layer of Type C gypsum wallboard is attached directly through the first layer of gypsum wallboard into the I-joists with 17/a inch(47.6 mm)long Type S screws at a maximum of 6 inches (152.4 mm)o.c. The end joints of each gypsum wallboard shall be offset a minimum of 24 inches from those in the first layer. The minimum end distance allowed is'/,inch(12.7 mm). The minimum edge distance is 1 inch(25.4 mm). All screws shall be set so that they are flush with the face of the wallboard and do not damage the core of the wallboard. The following gypsum wallboards are permitted in this assembly: -Canadian Gypsum Co, Ltd.: Type C -Celotex Corp.: Type B,C, FRP or SF3 -Domtar Gypsum: Type C,S -Georgia-Pacific Corp.,Gypsum Division: Type GPFS1, GPFS3,GPFS-C -Gold Bond Building Products: Types FSW-G or FSK-G -James Hard!Gypsum: Type III -Pabco Gypsum Co.: Type C, PG-3 or PG-C -Republic Gypsum Co.: Type RG-1 or RG-3 -Temple-Inland Forest Products Corp.: Types T,VPB-Type T -United States Gypsum: Type C, D,or IP-XZ -Weyerhaeuser Co., Gypsum Division: Type DPG2 or DDDG3. 4. Wallboard Screws-shall be type S bugle head screws that are self-drilling and self-tapping. Screws shall meet ASTM C 1002 or ASTM C 954 requirements. 5. Finishing System-(Not shown)-The face layer joints shall be covered with tape and coated with joint compound. The screw heads shall also be covered with joint compound. Page 12 of 15 NER-707 - Figure 7 - ONE HOUR Fire Rated Floor/Ceiling Assembly ^ `~ Finish Flooring nominal^ ' " inch (18.3 mm) thick or thicker sheets of plywood or oriented strand board (OSB), manufactured with exterior glue having tongue-and-groove edges along the 8 ft(2.44 m)side of 4 ft x 8 ft(1.22 m x 2.44 m)sheets,installed perpendicular to the WI Series joists with end joints centered over the top flanges of the joists,and placed so that the end joints are staggered. The application of the plywood or OSB shall comply with the specifications and recommendations of the APA. A lightweight concrete topping may be applied over the plywood or OSB. This topping shall be 3/4 inches(19.1 mm)or thicker,following the architectural specification and topping manufacturer's instructions. 2. Structural Wood Members Georgia-Pacific WI 40,WI 60,WI 80,WI 80A,or WI 85 Series joists,minimum 9.25 inches deep,spaced at a maximum of 24 inches(610 mm)o.c. Holes may be cut in web as permitted by this report. Minimum bearing on bearing plates is 2 inches(50.8 mm). - ' _... g-._-~~ .~~...`~. ..,..~..~t-type furring channels are placed below the WI Series joists. Channels are^ formed of minimum 25 gauge(0.0247 inches) (0.63 mm)galvanized steel and installed perpendicular to the WI Series joists. They are typically 21/2 inches(63.5 mm)wide at the base,V/,inches(38.1 mm)wide at the face and V,inch(12.7 mm)deep. Channels are installed at a maximum spacing of 16 inches(406.4 mm)o.c.,and attached to each WI Series joist with one 17/,inch (47.6 mm)long Type S drywall screw. ' Gypsum Wallboard Ceiling-Two layers~'proprietary Type"gypsum `"the assembly. Each sheet shall boaminimum of4ft( wallboard layer attached to the furring channels shall be installed perpendicular»othe furring channels. The ceiling oho||beoonatructodaofoUnws: VVo|bond The first` inch(12.7mm)thick layer of Type C gypsum wallboard shall be attached to the furring or resilient channels with 1 or 1 V,inch(25.4 mm or 31.8 mm)long Type S screws spaced at a maximum of 8 inches(203.2 mm)o.c. The end joints of each gypsum wallboard shall be centered on the furring or resilient channels. The minimum end distance allowed is'/,inch(12.7 mm). The minimum edge distance is 1 inch(25.4 mm). Wallboard The finish lo*1/ inch (254mm)thiok Type C wallboard shall be attached directly into each furring or resilient channel with a 1-5/8 or 1�, /,inch(41.3 or 47.6 mm)long Type S screw that passes through the wallboard layer 1. The screws shall be spaced at a ma)dmum of 8 inches(203.2 mm)o.c.. The minimum end distance is V,inch (12.7 mm). The minimum edge distance is 1 inch (25.4 mm). The end and edge joints of the finish layer of gypsum wallboard shall be staggered a minimum of 24 inches(609.6 mm)from the joints in wallboard layer 1. The end joints in the face layer shall be centered over the furring or resilient channels. If this is not the case,end joints shall be attached to wallboard layer 1 with 11/2 inch(38.1 mm)long Type G screws spaced at a maximum of 8 inches(203.2 mm)on center with an end and edge distance of V/2 inches(38.1 mm). All screws shall be set so that they are flush with the face of the wallboard and do not damage the core of the wallboard. The following Ub nd permitted in this assembly: -Canadian Gypsum Co, Ltd.: Type C '"='"=^^°'p 'v -Domtar Gypsum: Type ' 8PFG-C 'G"ld Bond Building Products: Types rS~~uv,rSn-G -James Hardi Gypsum: Type III 'ruonnGypsum Co.: Type PG-3 or PG�� - R8-3 ' / Types T.VPB-TypeT . 'United States o.nrIP-XZ 'Weyerhaeuser Cm,Gypsum Division: Type DPQ2orDDDQ3. 5. Wallboard Screws'shall batype Sbugle head screws that are self-drilling dpping. Where needed,Type G wallboard screws shall also beused. Screws shall meet ASTM O1002orASTM CS54requirements. O. Finishing System-(Not shown)-The face layerjoints shall be covered with tape and coated with joint compound. The screw heads shall also becovered with joint compound. Page 13 of 15 NER-707 Table 1-Wood I-Beam WI Series Joist Design Properties 1,3 Allo%%able Reactions" El Moment'` Shear f_nd` 1 Intermediate C WI Scrics Joist- 1-3/4"RrR.1.411. 4"Br ,lath. 3-1/2"Iirg.Lpih. 5-I/4"Lir,,l gth. (10"ft-Ibs Depth 16501-1,5G 165011.51: Br>.Slifleners 13rg.Stirtenerw Br,.Sti(reners Br>.Sdfl''cners /inch) No Yes 1'es No Yes No Yes (x 10'in.'-111s) (tldhs) tlhs) (lbs.) (Ibs.) (NoIbs,) (Ibs.) (lbs.) (tbs.) (lbs.) (ths.) WI40-9.5" 193 2,765 1,200 1,110 1,200 2,350 2,500 2.575 3,150 0,412 W1 40-11,875" 330 3,585 1,460 1,225 1.460 2.575 2.645 2.720 3.175 0.515 WI 40-14" 482 4,315 1.715 1.250 :.715 2.610 2.790 2.830 3.200 0.607 WI 40-16" 657 5,005 1,990 1.235 1.500 1.675 1.990 1 2,6501 1 2.935 2.950 3,225 0,693 1650f-1.5E flanges use a proprietary set of design values Table 2-Wood 1-Beam WI Series Joist Design Properties 1,3 Allo\vable ttcactians r' El MomentShear End` Intermediate C WI Series Joist- 1-3/4"Brg.1, th. 4"Mg.Lgth. 3-1/2"far .L 1h. 5-114"Brg.I. th. (10"ft-lbs Depth DSS 2100f- DSS 21001- 13rg.Stifk'eners Brg.Stiffeners Brg.Stiffeners Brg.Stilleners /inch) 1.81: 1.81. No Yes No Yes No Yes No Yes (x 10'in.'-Ibs) (fl-lbs) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) W 100-9.5" 231 3,805 1.210 1,1 10 1.210 - 2,373 2.645 2.600 1175 0.412 W160-11.875" - 396 4,930 1,495 1,230 1.495 - 2.590 2.745 2.740 3.200 0.515 W160-14" 584 5,935 040 1,335 1,740 - 2,625 2.845 2.860 3.225 0,607 WI 60-16" 799 6,885 2,000 1.345 1.5751 1.675 2.000 2.675 2.945 2.980 3,250 0.693 Wl80-11.875" 547 6,975 1,555 1,290 - 1.555 - 2,880 4.025 3.475 4,085 0.515 WI 80-14" - 802 8,400 1,800 1,335 - 1,800 - 3.040 4.225 3.575 4.475 0.607 W180-16" 1.092 9,740 2,060 1.345 1,770 1,710 2.060 3,200 4.420 3.675 4,725 0.693 Wl80A-18" 1,430 10,930 2.200 - 2.000 - 2,200 - 4.610 - 5.000 0.780 W180A-20" - 1.820 12,095 2:280 2.225 - 2,280 - 4.800 - 5,400 0.867 W180A-9,5" 337 - 5.635 - 1,270 1.185 - 1 1.270 - 3.175 3.750 3.650 3.900 0.412 WI80A-11.875" 573 - 7.305 1,555 1,305 1,555 - 3,225 4.200 3.650 4,225 0.515 W180A-14" 842 - 8.800 1.800 1.410 - 1.800 - 3.400 4.400 3.650 4,475 0.607 W180A-16" 1,148 10,205 2,060 1.505 1.770 1.710 2,060 3.600 4.650 3.750 4.725 0.693 W180-18'" 1507 - 11,610 - 2,200 - 2000 - 2,200 - 4.875 - 5.000 0.780 W180-20" 1.920 - 13.015 2.280 - 2,225 - 2.280 - 5.075 - 5,400 0.867 ti`rl 85-11.25"a 504 - 6,780 1,675 t,480 1,520 1,600 1,675 3.290 4.100 3.340 4.125 0.649 W185-22" 2.419 - 14.230 2.640 2.3002.640 - 5.395 - 5.4()1 1.236 W185-24" 2,962 - 15,615 2.825 1 2,375 2.825 1 - 1 M140 . 5.750 1 .346 -USS(Dense Select Structural)is Southern Yellow fine w Unitt>rm head(Ibs/fiwU Approximate deflection(inches)from uniform load= 23.5 evL4 + w1. l Etl'ectivc span(feet) El C H=Modulus of elasticity times moment of inertia Approximate delleetion(inches)at center span from concentrated load= 36 1'1.' + 2111, C=Shear deflection coefficient Fl C P=Concentrated load Obs) Constants have been adjusted to maintain unit consistency. Notes to Tables 1 and 2,. 1.Design properties are tier dry conditions of use where in-service moisture content does not exceed 16 percent. 2.Allowable moment capacity cannot be increased in repetitive member applications. 3.Allowable moment and shear are for normal duration loading. Adjustments liar other durations shall be in accordance with AF&11A 19DS-2001 or with the code. 4.For Wl 85. 11-114".use 1465 pounds for allowable end reaction design at 1-1/2"bearing length. 5,Interpolation ol'the end reaction between 1-3/4"and 4"bearing is permitted. 6.Reactions may be further limited by the allowable bearing stress on the supporting member. Page 14 of 15 NER-707 Table 3 - Allowable Floor Spans for Wl 40 and WI 60 Joists Georgia-Pacific WUOUJ[ �AM- WV" 40 and 60 Series Joists - Residential Floor Spans 40 psf Live Load + 10 psf Dead Load, L/480 Simple Span Multiple Span Series Depth 12" oc 16" oc 19,2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc W140 9-1/2" 18'-00" 16'-06" 15'-07" 14'-07" 19'-08" 18'-00" 16-05" 14'-08" WI 40 11-7/8" 21'-06" 19'-08" 18'-07" 16'-09" 23'-06" 20'-06" 18'-09" 16'-09" WI 40 14" 24'-04" 22'-03" 20'-08" 18'-05" 26-01" 22'-06" 20'-07" 18'-04 W11 40 16" 1 27'-00" 1 24'-04" 1 22'-03" 1 19'-10 28'-01" 24'-03" 22'-02 19"-09" 40 psf Live Load + 10 psf Dead Load, L/480 Simple Span Multiple Span Series Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc W160 9-1/2" 19'-00" 17'-04" 16-04" 15'-03" 20'-09" 19'-00" 17'-11" 16-09" W1 60 11-7/8" 22'-08" 20'-08" 19'-06" 18'-03" 24'-09" 22'-08" 21'-05" 19'-08" W160 14" 25'-09" 23'-06" 22'-02" 20'-08" 28'-02" 25'-09" 24'-02" 20'-09" W160 1 16" 28'-07" 1 26'-01" 24'-07" 1 22'-11" 31'-04" 1 28'-06" 1 26-00" 21'-02" Span Tables Notes: 1. These span tables are based on uniform loads as shown. Live load deflection is limited to L/480. 2. GP suggests floor spans for GPI series joist be limited based on U480 live load deflection (one-third stiffer than required by code). 3. U480 deflection criteria is based on composite action with glued-nailed APA Rated Sheathing or Sturd-I-Floor of minimum thickness 19/32" (40/20 or 20" oc)for joist spaced 19.2" or less or 23/32" (48/24 or 24" oc)for a joist spacing of 24 4. Adhesive must meet APA AFG-01 or ASTM 033498. If sheathing is nailed only (not recommended) reduce spans by 12". 5. Maximum spans shown above are clear distances between supports. 6. Minimum end bearing length is 1-3/4". Minimum intermediate bearing length is 3-1/2", 7. End spans of multiple-span joists must be at least 40% of adjacent spans. 8. For loading other than that shown above determine allowable span based on calculations using design values in Tables 1 and 2. Page 15 of 15 NER-707 Table 4 Allowable Floor Spans for WI 80, WI 80A and WI 85 Joists Geor ia-Pacific - i 130U]I[BBAM- W1* 80, 80A and 85 Series Joists - Residential Floor Spans 40 psf Live Load + 12 psf Dead Load, L/4801'2 Simple Span Multiple Span Series Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc W180 11-718" 24'-11" 22'-08" 21'-05" 19'-11" 27'-03" 24'-10" 23'-05" 21'-101" WI 80 14" 28'-03" 25-09" 24'-03" 22'-07" 31'-00" 28'-03" 26'-08" 23'-02" WI 80 16" 31'-04" 28'-06" 26'-11" 25'-00" 34'-04" 31'-04" 29'-06" 24'-05" WI 80 18" 34'-10" 31'-08" 29'-11" 27'-10" 38'-02" 34'-09" 32'-10" 29'-08" WI 80 i 20" 37'-09" 34'-04" 32'-05" 30'-02" 41'-05" 37'-09"t 35'-02" _31'-05" 40 psf Live Load + 12 psf Dead Load, L/4801'2 Simple Span Multiple Span Series Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc W1 80A 9-112" 21'-02" 19'-04" 18'-02" 16'-11" 23'-02" 21'-02" 19'-11" 18'-07" W1 80A 11-718" 25'-03" 23'-00" 21'-08" 20'-02" 27'-08" 25'-03" 23'-09" 22'-02" Wl 80A 14" 28'-08" 26'-02" 24'-07" 22'-11" 31'-05" 28'-08" 27'-00 25'-02" W1 80A 16" 31'-10" 29'-00" 27'-04" 25'-05" 34'-10" 31'-09" 1 29'-11" 27'-06" W1 BOA 18" 34'-03" 31'-03" 29'-05" 27'-05" 37'-07" 34'-03 32'-02" 28'-09" W1 80A 20" 37'-02" 33'-10" 31'-11" 29'-08" 40'-09" 37'-01" 33'-11" 30'-03" 40 psf Live Load + 12 psf head Load, L/4801'2 Simple Span Multiple Span Series Depth 12" oc 16" oc 19.2" oc 24"oc 12" oc 16" oc 19.2" oc 24"oc WI 85 11-1/4" 24'-04" 22'-03" 21'_00" 19'-07" 26-08" 24'-04" 23'-00" 21'-051" WI 85 22" 41'-00" 37'-04" 35-03" 32'-10" 44'-11" 40'-04" 36'-09" 32'-10" WI 85 24-' 1 43"-10" 40'-00" 37'-08" 34'-06" 48'-00" 42'-03" 38'-06" 34'-05" Span Table Notes: 1. These span tables are based on uniform loads as shown. Live load deflection is limited to U480. 2. GP suggests floor spans for GPI series joist be limited based on U480 live load deflection (one-third stiffer than required by code). 3. U480 deflection criteria is based on composite action with glued-nailed APA Rated Sheathing or Sturd-I-Floor of minimum thickness 19/32"(40/20 or 20"oc)for joist spaced 19.2" or less or 23/32"(48/24 or 24"oc)for a joist spacing of 24". 4. Adhesive must meet APA AFG-01 or ASTM D3498. If sheathing is nailed only(not recommended) reduce spans by 12". 5. Maximum spans shown above are clear distances between supports. 6. Minimum end bearing length is 1-314". Minimum intermediate bearing length is 3-112". 7. End spans of multiple-span joists must be at least 40%of adjacent spans. 8. For loading other than that shown above determine allowable span based on calculations using design values in Tables 1 and 2. A P A The Engineered Wood Association Borjen("B.J.")Yeh,Ph.D.,P.E. Director Technical Services Division August 2, 2005 Mohammed Madani ` + Department of Community Affairs 2555 Shumard Oak Blvd. Tallahassee FL 32399 " Re: Certification of Inde s ;, Pacific Corp. Dear Mr. Madani: 31 h � This is to certify in accordan' �artment of Community Affairs - Florida 1 Wood Association as a FBC-certifier` � � �, A assurance agency (QUA2521)1 and valid ' � r ��x ��s_it intend to �fi w,fi 4 f acquire or will acquire a finance + # a � � �`dor ia. Furthermore APA-The Engin g g ociation, which is not owned, operated, off` ] Santa, Georgia. ar F 'C, . a Please contact me if there are am� °� '' t� .` � '� -rrling this certification of independence. M Sincerely, Borjen ("B.J.")Yeh, Ph.D., P.E. Director Technical Services Division E-mail: borjen.yehna.apawood.org 7011 South 19th Street,Tacoma,WA 98466 Phone: (253)565-6600• Fax: (253)565-7265• Internet Address: http://www.apawood.org Engineered Lumber off M MI$ M Installation Guide W I D E M A T T E R S- Gulia de, xinstalaci GmP LAM with FiberGuardT" 11 FiberStrong Rim Board- ,µ a; 6 t Engineered Lumber Installation Guide Build on the Safety Warnings strength of and Installation Notes . . . . . . . . . 2 • Wood I Beam-Joists engineered . . . . . . . . . . . . g Floor Span Charts .3 lumber. Typical Framing . . . . . . . . . . . . . . .4 Floor Details . . . . . . . . . . . . . . . .5-8 Cantilever Details . . . . . . . . . . . . .9 Proper installation of Georgia-Pacific Engineered Lumber products is critical to Plumbing Details . . . . . . . . . . . . .10 total system performance, and this guide Roof Details . . . . . . . . . . . . . .11-12 provides the necessary guidelines to follow. Hole Location Charts . . . . . . .13-14 Framers, plumbers, mechanical and electrical Installation installers should refer to the details and Do's and Don'ts . . . . . . . . . . . . . .15 charts in this guide for proper installation and modification recommendations. G-P Lame LUL Bearing Details . . . . . . . . . . . . . .16 Fastening Recommendations . . . . . . . . .17-18 Allowable Holes and Connectors . . . . . . . . . . . . . .19 r 3 j _ The Georgia-Pacific family of engineered lumber products includes: •GP Wood/Beam"joists •FiberStrong•rim board •G-P Lam*LVL 1 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Storage and Handling Installation Notes • Wood I Beam joists,G-P Lam LVL and Fiberstrong rim A. Engineered lumber must not be installed in direct contact board shall not be stored in direct contact with the ground with concrete or masonry construction and shall be used and should be protected from weather.Provide air in covered dry use conditions only. circulation under covering and around stacks of materials. B. Except for cutting to length,top and bottom flanges of • Bundles should be stored level. Wood I Beam joists shall not be cut, drilled or notched. • Do not open bundles until time of installation.Use care C. Concentrated loads shall only be applied to the upper when handling bundles and individual components to surface of the top flange,not suspended from the bottom prevent injury to handlers or damage by forklifts or cranes. flange. Contact GP for exceptions. • Stack and handle Wood I Beam joists in the upright D.When nailing sheathing to top flange,follow sheathing position.Stack and handle G-P Lam LVL and FiberStrong manufacturer's nailing recommendations, but maintain rim board flatwise. spacing in the ranges shown below: • Twisting of joists,or applying loads to the joist when flat Sheathing Nail Spacing Requirements can damage the joist. GPI 20 GPI 40 WI 40,WI 60, 65 • Damaged products should not be used. Nail Size GPI WI 80 Min. Max. Min. Max. Min. Max. 8d Box,8d Common 3" 16" 2" 24" 4" 24" Safety Warning 10d Box,12d Box 3" 16" 2" 24" 4" 24" 10d Common,12d Common 4%" 16" 3" 1 24" 4" 24" Wood I Beam joists will not support workers or other loads NOTES: until properly installed and braced.To minimize risk of injury, 1.If more than one row of nails is required,rows must be offset by at each Wood I Beam joist shall be properly fastened as it is least 1/2"(yl'for WI joists)and staggered. erected.Continuous closure and/or blocking panels must be 2.14 gauge staples may be substituted for 8d nails if staples penetrate the joist at least 1" installed and attached prior to installing floor or roof sheathing. 3.Do not use nails larger than those shown above when attaching Lateral restraint,such as an existing deck or braced end wall, sheathing to flanges of Wood I Beam joists. must be established at the ends of the bay.Alternately,a Example:When using 8d common nails and GPI 20 series joists,space temporary or permanent deck(sheathing)may be nailed to the no closer(min.)than 3"o.c.and no farther(max.)than 16"o.c. first 4 feet of joists at the end of the bay.Rows of temporary bracing at right angles to joists must be fastened with a E. Nails installed in the narrow face of G-P Lam LUL shall minimum of two 8d nails(10d box nails if net thickness of not be spaced closer than 4" (10d common nails) or 3" bracing exceeds 1")to the upper surface of each parallel joist (8d common nails). and the established lateral restraint.Bracing should be 1 x 4 R End bearing length of Wood I Beam joists must be at least minimum and at least 8' long with o.c. spacing not to exceed 1-3/4".Intermediate bearings of multiple span joists shall 10'.Ends of adjoining bracing should lap over at least two be at least 3-112". joists.Stack building materials over main beams or walls only. G.Minimum bearing length for G-P Lam LVL beams and Improper storage or installation,failure to follow applicable headers:end bearing 1-1/2",intermediate bearing 3". building codes,failure to follow proper load tables,failure to use acceptable hole sizes and locations,or failure to use bearing H.Wood I Beam joists must be restrained against rotation stiffeners when required can result in serious accidents. at the ends of joists by use of rim joists,blocking panels, Installation notes must be followed carefully. or cross bridging.The top flange of a Wood I Beam joist must be laterally supported and kept straight within 1/2" of true alignment. Plywood or OSB subfloor nailed to the top flange is adequate to provide lateral support. I. Additionally,rim joists,blocking panels or squash blocks must be provided under all exterior walls and interior bearing walls to transfer loads from above to the wall or foundation below. J. Ends of G-P Lam LUL beams and headers must be restrained against rotation and the top (or compression Do not allow workers or loads Stack building materials over edge) must be laterally supported by perpendicular on Wood I Beam joists until main beams or walls only. properly installed and braced framing or bracing at 24" on-center or closer. as outlined above. K. 1-3/4" x 16" and deeper G-P Lam LVL beams must only be used in multiple-piece members. Georgia-Pacific Corporation,September 2003 2 Engineered Lumber Installation Guide System Performance The ultimate goal in the design of a floor or roof system is the end users safety and satisfaction. deflection between adjacent joists and increase load sharing.For increased floor stiffness, Although joists used at spans indicated in this guide meet or exceed minimum code criteria we recommend gluing the subfloor to the joists before nailing or screwing rather than and will safely support the loads imposed on them,judgement must be used to adequately meet nailing alone.For additional stiffness,glue tongue and groove joints.Surfaces must be clean user expectation levels.These expectations may varyfrom one user to another. and dry before gluing. •The specifier should considerthe meaning of a given deflection limit in terms of allowable •As with any construction,it is essential to follow proper installation procedures.Joists must deflection and the effects this could have on the system.For example,U360(span/360)for a be plumb and anchored securely to supports before system sheathing is attached.Supports 30'span is 1"of deflection.U240 would be 1-1/2;'and U180 would be 2"of deflection. for multiple span joists must be level.To minimize settlement when using hangers,joists Consideration might also be given to cases in which a joist with a long span parallels a short should be firmly seated in the hanger bottoms.Leave a N6"gap between joist and and span or a foundation end wall.For example,a 30'span with up to 1"of allowable live load header deflection could be adjacentto an end wall with no deflection,causing a noticeable .Vibrations may occur in floor systems with very little dead load,as in large empty rooms.A difference in floor levels under full design load. ceiling attached to the bottom of the joists will generally dampen vibration as will interior •A stiffer floor will result from using a live load deflection limit of U480 versus the code partition walls running perpendicular to the joists.If a ceiling will not be attached to the minimum U360,A roof system with less total load deflection than the code required U180 bottom of the joists,vibration can be minimized by nailing a continuous 2 x 4 perpendicular to may be achieved by using a criterion of IJ240. the bottom of the joists at midspan running from end wall to and wall.Where future finishing •In addition to more stringent deflection limits,several other factors may improve overall floor of the ceiling is likely,x-bridging or Wood I Beam blocking panels may be used in place of performance.Reducing joist spacing and/or increasing the subfloor thickness will lessen the 2 x 4. GPI and WI Series Joists—Residential Floor Span Charts Spanasir Searsr eesrr� Muhipi'Spena Illustrations lsee note 41 40 PSF Live Load+10 PSF Dead Load Improved Performance'(L/480) Joist Joist Spacing(Simple Span) Spacing(Multiple Span) Depth 12"o.c. 16"o.c. 191"a.c. 24"o.c. 12"o.c. 16"a.c. 191"o.c. 24"o.c. GPI 20 9'h" 17'-01" 15'-07" 14'•09' 13'-10" 18'-07" 17'-01" 16'-02' 14'-05" 11734" 20'-05" 18'-03' 17'-OB" 16'-06" 22'•03" 20'-05" 18'-09' 16'-09' 9w" 18'-00" 16'-06" 15'•07" 14'-06" 19'-08" 18'-00" 16'-06" 14'-09' GPI 40 11734" 21'-06" 19'-09" 18'-07" 17'-01" 23'-06" 20'-10" 19'-00 17'-00" 14" 24'-04" 22'-03" 21'-00" 18'-11" 26'-08" 23'-01" 21'-01" 18'-10' 1134" 23'-03" 21'-03" 20'•00" 18'-03' 25'-O6" 23'-03' 21'-11" 20'-06" GPI 65 14" 26'-05" 24'-02' 22'-09" 21'-03' 29'-00" 26'-05" 25'-00" 20'-08" 16" 29'-04" 26'-09' 25'-03" 23'•07" 32'-02" 29'-04" 25'-11" 20'-09' 9w, 18'-00" 16'-06" 15'-07" 14'-01" 19'-07" 17'-02" 15'-08" 14'-00" WI 40 11m" 21'-06" 19'-07" 18'-02" 16'-03' 23'-00" 19'-11" 18'-02" 16'-02" 14" 24'-04" 22'-01" 20'-02" 18'-00' 25'-06" 22'-01" 20'-01" 18'-00' 11%,, 22'-08" 20'-03' 19'-06" 18'-03" 24'-08" 22'-06" 21'-02" 19'-01" WI 60 14" 25'-09' 23'-O6" 22'-02" 20'-09' 28'-01" 25'-07" 23'-08" 19'-09' 16" 28'-07" 26'-01" 24'•07" 23'-O9' 31'-02" 28'-01" 24'-09' 19'-09' 117A" 24'-11" 22'-O8" 21'-04" 19'-11" 27'-01" 24'-08" 23'-03" 21'-08" W180 14" 28'-03" 25'•09' 24'-03" 22'-08" 30'-10" 28'•00" 26'-05" 23'-11" 16" 31'•04" 28'-06" 26'-11" 25'-01" 34'-02" 31'-01" 29'-03" 23'-11" 40 PSF Live Load+20 PSF Dead Load Improved Performance'(L/480) Joist Joist Spacing(Simple Span) Spacing(Multiple Span) Depth 12"o.c. 16"o.c. 191"o.c. 24"o.c. 12"0.0. 16"o.c. 192"o.c. 24"o.c. GPI 20 9�h" 17'-01" 15'-07" 14'-09' 13'-03' 18'-07" 16'-02" 14'-09' 13'-02' 11W, 20'-05" 18'-09' 17'-02" 15'-04" 21'-08" 18'-09' 17'-01" 15'-03' 9'h" 18'-00" 16'-06" 15'-01" 13'-06" 19'-01" 16'-06" 15'•00" 13'-O5" GPI 40 11734" 21'•06" 19'-01" 17'-05" 15'-07" 22'-00" 19'-00" 17'•04" 15'-06" 14" 24'-04" 21'-02' 19'-03" 7-03' 24'-04" 21'-01" 19'-03" 7-01" 11734" 23'-03" 21'-03' 20'-00" 18'-08" 25'-06" 23'-03" 21'-06" 17'-02' GPI 65 14" 26'-05" 24'-02' 22'-09" 21'-03' 29'-00" 25'•11" 21'-06" 17'-02' 16" 29'-04" 26'-09' 25'-03" 22'-03' 32'-02' 25'-11" 21'-06" 17'•02' 9W, 18'-00" 15'-09' 14'-04" 12'-10" 18'-01" 15'-08" 14'-03" 12'•09' WI 4011x4" 21'-00" 18'-02" 161 14'-10" 21'-00" 18'-02" 16'-06" 14'-09' 14" 23'-04" 20'-O2" 18'-05" 16'-05" 23'-03" 20'-01" 18'-04" 16'-04" iiW, 22'-08" 20'-09' 19'-06" 17'•05" 24'-08" 21'•04" 19'-05" 16'-05" WI 60 14" 25'-O9' 23'-06" 21'-08" 19'-04" 27'-04" 23'-O8" 20'-07" 16'-05" 16" 28'-07" 25'-09' 23'-O6" 19'-10' 29'-08" 24'-09' 20'•07" 16'-O5" 11W, 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 22'-09" WI80 14" 28'-03" 25'-09' 24'-03" 21'-02" 30'-10" 28'-00" 24'-11" 19'•11" 16" 31'-04" 28'-06" 26'-O6" 21'-02" 34' NOTES: 1.These span charts are based on uniform loads,as noted above;live load deflection is limited joist spacing of 19.2"or less,or 23/32"(48/24 or 24 oc)for a joist spacing of 24".Adhesive to U480 for better performance.Floor performance is greatly influenced bythe stiffness of the must meet APA AFG-01 or ASTM D3498.Apply a continuous line of glue(about 1/4"diameter) floor joists.Experience has shown that joists designed to the code minimum live load to top flange of joists.All surfaces must be clean and dry. If sheathing is nailed only(not deflection(U360)will result in a floor which may not meet the expectations of some end recommended),reduce spans by 12" users.GP strongly recommends floor spans for Wood I Beam joists be limited to those given 3.Minimum end bearing length is 1-3/4:' Minimum intermediate bearing length is 3.1/2". above,which are based on U480 live load deflection.(One-third stiffer than required by code.) 4.End spans of multiple-span joists must be at least 40%of the adjacent span. 2.Spans are clear distances between supports,and are based on composite action with glued- 5.For loading other than that shown above,contact your GP Engineered Lumber Products nailed APA Rated Sheathing or Sturd-I-Floor of minimum thickness 19/32'(40/20 or 20 oc)for supplier. 3 Georgia-Pacific Corporation,September 2003 Al Ilk ,,, �. !ILII ! i . m -%Y �'�►�,�.._.--� . � ®' � Iii a 00 o' er m �� ;;►`� ,ice � L o,�. IIi���, � •� II I Engineered Lumber Installation Guide Floor Details F1 ATTACHMENT AT END BEARING F2 BLOCKING PANEL,EXTERIOR Vertical load transfer=2000 plf max. One 10d box or sinker nail each side at hearing, typical for all wood bearings. Wood I Beam' blocking panel �... 1.3/4"flminimum end hearing length at ail oor and roof details " To avoid splitting flange,start nails at least 1-1/2"from end. Drive nails at an angle to prevent splitting of hearing plate. Bd nails at 6"o.c.(or per design professional's specs.,but comply'ng with Installation Nate D,page 2.1 F3 WOOD I BEAM'RIM JOIST �SQUASH BLOCKS&SINGLE RIM Vertical load transfer=2000 plf max F4 Vertical load transfer=2000 pif max. along load bearing well based on bearing stress of 390 psi. 23132"48/24 APA® Wood I Beam" rated sheathing rim joist r Squash Blocks (2x4 minimum) , a For siding use backer Minimum 1-3/4" Klock per F13. joist bearing at wall 8d nails at 6"a.c.(or per design professional's specs., 1/ig„ 8d nails but complying with Installation Note D,page 2.) Toenail rim j ittop flange See detail F7 for blocking requirements. of joist with 1 10d nail Check local building code for appropriate detail in areas of high lateral load. F5 F6 FIBERSTRONG®RIM CLOSURE AND DECK ATTACHMENT Vertical load transfer of rim board=4850 plf 2x_PT ledger attached with 1/2"diameter Siding through-bolts with washers and nuts or 1/2" Weather Barrier Optional mnailing. blocking for lag screws with a Sheathing diaphragm nailing. \ more.350# length of 4"or more.350A per bolt. GP FiberStrong® Bolt/lag screw spacing rim board to be determined by design vertical and Starter lateral load.Lower joist a fastener may alternately be located in wall plate. 2-4 galvanized J Use high quality caulk to or stainless steel / a fill holes and between washers for spacers. d nails r spacers and flashing. top and bolt r1• flan e 9 112"sheathing with 1 weather harrier Extend flashing—/ GP FiberStrong® t-17 Metal fleshing.Under weather below 2x_ rim board be,and arrier attop,overweather oveledg siding. GP FiberStrong® barrier at bottom rim hoard 3-8d nails 8d nails at 6"on center at corners toe-nail to plate,typical CAUTION:The lag screw should inserted in a lead hale by turning with a wrench, not by driving with hammer.Over-torquing can significantly reduce the lateral resistance of the screw and therefore should be avoided. 5 Georgia-Pacific Corporation,September 2003 EMENNOMMONOMMOM Engineered Lumber Installation Guide Floor Details F7 BLOCKING PANELS USED FOR BRACING F$ BEVEL CUT JOIST Do not bevel cut joist beyond inside face of support. Single layer 23/32"rated sheathing(plywood or OSB) I\ rim provides 1000 plf vertical load transfer(two layers-2000 plf).23/32"plywood or OSB rim allowed I only with joist depths up to 11.7/6"unless used \, with 2 x 4 min.squash blocks as shown In detail F4. i V, It Blocking panels installed for a minimum of 4'at each building corner and at I least 4'every 25'of wall length.Attach to plate with 6d nails at 6"o.c. Note: Wood I Beam" blocking or x-bridging required at bearing for lateral support. Check local building code for appropriate detail in areas of high lateral load. Check local building code for appropriate detail in areas of high lateral load. BLOCKING PANEL,INTERIOR F9 Vertical load transfer=2000 plf max,along load bearing wall. F10 V aUA3 HBLOCKS r=20DO INTERIOR ma RIIO g BEARING bear og wall. Load bearing wall must stack over Load bearing wall must stack over squash blocks and well or beam below." blocking and wall or beam below." When two joists most over wall, provide 1-3/4"minimum bearing for 1/16" each joist and install blocking panel to support both joists. Attach joist with one 10d box or sinker nail Blocking panels not required when on each side of bearing. jandoists oo Iaadtrbearing wall exist ablove. *Non-stacking Squash block ad nails 6d nails at 6"o.c.lor per walls require (2x4 minimum) design professional's specs., additional Required only if load but complying with Installation consideration. bearing wall exists above. Note 0,see page 2.) Bearing wall,G-P Lam®LVL or glulam beam�� "Non-stacking walls require additional consideration. Check local building code for appropriate detail in areas of high lateral load. F11 DOUBLE JOIST CONSTRUCTION Joist Joist Regular Filler Blocking Full-depth Filler Blocking Depth Use in details F12,C4&R7 Use in details F13&F14 k GPI 20 9%i' 2x6 2x6e 1 Y4" 11 IN, 2x6 2 x 8 Filler blocking 1 , GPI 40 9'W, 2x6+3/e'OSB/plywood 2 x 6+%"OSB/plywood 2 g,e' 11'/e' 2 x 6+Y/e'OSB/plywood 2 x 8+%"OSB/plywood 1/8"gap I k 14" 2 x 8+s/e'OSB/plywood 2 x 10+%"OSB/plywood 1 �, GPI 65 9'W, 2x6+5/e'OSB/plywood 2x6+s/e"OSB/plywood k ,` �Z Wl40 11'/e' 2x6+s/s"OSB/plywood 2 x 8+%"OSB/plywood ` WI 60 14" 2x8+s/e"OSB/plywood 2x10+5%"OSB/plywood 2'h" 16" 2 x 8+5/e'OSB/plywood 2 x 12+s/r"OSB/plywood 11'/e' (2)2x8 (2)2x8 WI 80 14" (2)2x8 (2)2x10 3i/2" 16" (2)2x8 (2)2x12 1.Support beck of web during nailing to prevent damage to web-flange connection. 2.Leave'A"gap between top of filler blocking and bottom of top flange. 3. Block solid between joists.Filler need not be one continuous length,but must extend the entire length of span. 4. Place joists together and nail from each side with 2 rows of 10d nails at 12"o.c.,clinched when possible.Stagger rows from opposite sides by 6" Georgia-Pacific Corporation,September 2003 6 Engineered Lumber Installation Guide Floor Details F12 FLOOR OPENING,TOP MOUNT HANGERS / / / Backer Blocks* Joist kI st Depth Material Depth / o.z` Assemble double 'gist per detail F11. GPI 20 4",116" %d' 5%" / / rregularfiller) GPI 40 X",116" 6' 6" 14" 6" 7%" GPI 65, II,116" %"+'/,' 6" * ° WI 40,WI 604",16" 6 +YV 7%" �" ✓'ti WI 80 ",14",16" 2x8 7%" p - "Block must be long enough to permit required nailing without splitting. BBacker Block(use it hanger load exceeds 2501) v Before installing a backer to a double joist,drive an additional(3)10d nails into the web where the backer will fit.Clinch when possible.Install backertightto tap flange.Use(10)10d nails,clinched when possible. Assemble double joist per i— F13 FLOOR OPENING,FACE MOUNT HANGERS detail Fit.(full-depth filler) / Backer block Before installing a backer to a double joist, / Bearing stiffeners y ma drive an additional(3)10d nails into the web / be required at ers hangers. where the backer will fit.Clinch when possible. (Sea detail FIB) Install backer tight to top flange.Use(10)10d nails,clinched when possible. Backer Blocks' / x Joist Joist Depth Material Depth Backer blocks both sides of web. GPI 20 9'6",116" %" 6/^ a tF GPI 40 9W,1 W',14' 6" 6%",8'b",101/," e a GPI 65, 919',116",14',16' W'+A" 66",B%,10'/.",1P/," WI 40,WI 60 . WI 80 1199',14',16' 16"net 81/4',10%",126" / 'Block must be long enough to permit required nailing without splitting. {- Backer depth to equal joist depth minus V". F14 STRINGER TO JOIST CONNECTION Double Wood I Beam"construction per detail F11(full depth filler).Backer blocking size and installation per detail j F13. Hangers for N 14'(max)Stringer Nailing Requirement United Steel Products MSH 218 Minimum(12)10d nails into double joists or OR single or double LVL header.Minimum Simpson Strong-Ts-THA 218 (4)10d x 16"nails into stringer. For stringers longer than 14'or stringer reaction greaterthan 700 lbs.,call GP. 7 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Floor Details F15 JOIST TO BEAM CONNECTION F16 JOIST TO BEAM CONNECTION,STEP DOWN G-P Lem®LVL or /f, Glulam Beam Bearing stiffeners may bo'.required Bearing plate.Plate at ban or (See must be flush with Face mount hanger detail 118) inside face of steel Note:Bearing stiffeners beam. may be required (see detail F18). xs o Top mount /1 hangers* Top mount hangers" n Ledger for floor a sheathing D D Steel Beam attachment "Appropriate face G-P Lam®LVL or mount hangers may Note:Solid wood blocking of the steel Glulam Beam be substituted. beam required for face mount hangers an steel beam. F17 JOIST TO BEAM CONNECTION,STEP DOWN Fl$ BEARING STIFFENERS 1 �Gap 11/4"tl 23/32„48/24 Bearing stiffeners may APA°rated be required at hangers. Clinch nails when possible sheathing or ° (Sae detail F181 2"t GP approved , rim. ° Joist Stiffener Size Nails I lywoad,OSB,or 10 stiffeners each 8d no... GPI 20 'r/s'x 2%; (3)10d side at ¢w GPI 40 Y2"+A"x2M." (3)10d -Hangerswithside GPI 65 A"+A"xVY' (3)10d nailing Hangers with sides eta: WI40 Yi'+/:'x2/!' (3)10d notcomeiningtop '! G-P Lamm LVL WI 60 Yd'+Yi'x 2%i' (3)10d 1 at of joists. orGlulam WI8f1 1Y2''x2%e' Birdsmouthcub .' Beam 13)12d Minimum stiffener width is 2%r" 16 APA®rated sheathing + or Sturd-I-Floor- ; 2"t See detail F7 for blocking ♦♦♦ requirements. Hanger I —Tight fit F19 SQUASH BLOCKS AT CONCENTRATED LOADS 1/16"gap F20 WEB STIFFENERS Concentrated load from above 0 o Use when concentrated loads exceed the values in the chart hslow.Install stiffeners per detail F18 buttight against top flange and gap at bottom. 1/4" a Verify adequacy ofjoistto gap carry concentrated load. Joist Depth Web stiffeners required if all series concentrated load exceeds f 9'/," 1120 lbs. 11'6" 1420lbs. Solid block all posts to bearing below 14" 1500 lbs. with equal number of squash blocks 16" 1500 lbs. Georgia-Pacific Corporation,September 2003 8 Engineered Lumber Installation Guide Cantilever Details C1 CANTILEVER,UNREINFORCED X•bridgingorWood IBeam"' C2 CANTILEVER,REINFORCED 8blocking panels(see detail Single Sheathing(Option I) For allowable wall/roof loads on F2)required at cantilevers cantilever,use chartto left,use and continuing for4'on each X-bridging or Wood I Boom blocking panels(see FASTBeam°software or contact side of cantilevered area. detail F2)required at cantilevers and continuing Georgia-Pacific. for 4'on each side of cantilevered area. 2,-0rr *Cantilever length may not exceed 1/4 the adjacent span(LI. 23/37'APA* 23/32"APA° 1 P rated sheathing ami In addition: rated sheathing or FiberStron° J 8 \ Al, or FiberStrong°If end of cantilever supports wall/roof loads, rim board. 2'•0"max -0 rim board. max.cantilever length is 2' ". Note: Wood I Beam joists B)If no loads are placed on end of cantilever, shall be protected max.cantilever length is 4'-0". Note:FiberStrong°rim board or 48/24 APA*rated sheathing(face grain horizontal)required one side from the weather. For other conditions contact Georgia-Pacific. of joist.Depth must match the full depth of the joist.Nail to joist flange with ad nails at 6"o.c. C3 CANTILEVER,REINFORCED DOUBLE REINFORCEMENT NAILING PATTERN Double Sheathing(Option II) X-bridging or Wood I Beam blocking panels(see detail F2)required at cantilevers and continuing for 4'on each side of cantilevered area. Nail with ad nails at 6"o.c.Offset nailing on opposite side of flange to avoid splitting. x x �y 6 4 jS 23/32"APA- rated sheathing 6'' or FiberStrong° ✓ti,+ rim board. 2'-0"max x6'x Note:FiberStrong°rim board or 48/24 APA°rated sheathing(face grain horizontal)required both sides of joist.Depth must match the full depth of the joist.Nail to joist flanges with 6d nails at 6"o.c.Offset nailing on opposite sides of flange to avoid splitting. C4 CANTILEVER,REINFORCEDC5 CANTILEVER,DROPPED Backer block depth(detail O Double Joist(Option 111) F13)to match that offull-depth X-bridging or Woad I Beam blocking panels(see filler blocking(detail F11). detail F2)required at cantilevers and continuing X-bridging or Wood I Beam blocking panels Install backer tightto bottom for 4'on each side of cantilevered area. (see detail F2)required at cantilevers and flange.Neil with 2 rows of 10d continuing for 4'on each side nails at 6"o.c.&clinch. of cantilevered area. Load bearing wall t not allowed. a- o a 23/32"APA°rated 44" sheathing or ooH N=`0' FiberStrong° 12' \p°ae rtd' rim board. -0"max Note:Block together full length with full-depth filler blocking.See detail F71 forfillar size.Use 2 rows 2xil min.(designed by others) �,a+ ofnails at 12" from each side;offset opposite side nailing by6:' orflange widths nailed to hacker block&wait \ a� greater than 2'h;use se 3 rows of 10d nails at 12"o.c.from each side;offset opposite side nailing by with 2 rows of 10d nails at Vo. "o.c. 6"o.c.Clinch nails when possible. &clinched when possible. 9 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Plumbing Details P1 JOIST SPACING BELOW PLUMBING WALL Parallel to wall Joist Spacing Joist 2 x 4 Well 2x6We11 GPI 20 5%" 71/4" 40,60 and 65 Series 6" 8" Non-load wl 80 7" 9" bearing only Y � �II Chartdlmanslon Every third joist may be shifted up to 3"to avoid plumbing interference. Pz JOIST SPACING BELOW PLUMBING I Q C Tub above Everythird joist may be shifted up to 3" to avoid plumbing interference. Georgia-Pacific Corporation,September 2003 10 Engineered Lumber Installation Guide Roof Details R1 RIDGE-JOIST CONNECTION R2 UPPER END,BEARING ON WALL 12/12 maximum slope KANT-SAG®LSTA21 or Wood I Beam"blocking panel,x-bridging,23/32" SIMPSON LSTA21 strap' 48/24 APA°rated sheathing,or proper depth of with(16)10d x 1-1/2"nails FiberStrong®rim board as continuous closure. Adjustable See details F2,F5 and F7. slope hanger / { r Beveled bearing stiffener each side f' (see detail F18) Ridge beam (G-P Lam*LVL or Glulam) Follow detail F1 for nailing Follow detail F1 for nailing to bearing plate.Additional 'Strep required for 16"joist depth or members to bearing plate.Additional uplift connections may be with slope of 7/12 or greater. Beveled wood plate or uplift connections may he required. variable slope connector required. R3 JOISTS ABOVE RIDGE SUPPORT BEAMR4 BIRDSMOUTH CUT Low end of joist only. 3/4"x 2'4'plywood gusset(face grain horizontal)each side with(12)8d nails clinched or strap with(16)10d x 1-1/2"nails applied to top flange per detail R1. Wood I Beam blocking panel Bearing stiffener (see detail F2) each side a (See detail R8) Lap.: Double beveled wood plate. Optional overhang 2'-0"(max) Follow detail F1 for nailing Wood I Beam to bearing plate. blocking panel Additional uplift G-P Lam LVL or Follow detail F1 for nailing connections maybe glulam support or x-bridging to bearing plate.Additional uplift (sea detail F2) required. beam. connections may be required. Notch Wood I Beam to provide full bearing for bottom flange. R5 JOISTS ON BEVELED PLATE R6 BIRDSMOUTH CUT Low and of joist only Bearing stiffener each side (see detail RB) Wood I Beam blocking ' panel or x-bridging(see detail F2). V i + ry tl mai. 20 block to attach fascia X-bridging or Wood I Beam Cantilever length may not exceed ai' Continuous blocking panels.Validate use of 1/4 of the adjacent span(L). �a� beveled plate Follow detail F7 for nailing Follow detail F1 for nailing to x-bridging with local code. to bearing plate. / or variable pitch Additional uplift 2'-0"max. bearing plate.Additional uplift f connector. connections may be connections may he required. "Not to exceed 4'-0" required. �� Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Roof Details R7 ROOF OPENING,FACE MOUNT HANGERS R8 BEVELED CUT BEARING STIFFENER Bevel cut bearing stiffener to match roof slope.See detail F18 for attachment information. Face mount hanger Bearing stiffeners maybe required.(see detail F18) r 1-joist or G-P Lam®LVL • Beveled a backer block(see detail F13) Adjustable G-P Lem®LVL Follow detail F1 for nailing Follow detail F1 for nailing slope or double'oist to bearing plate.Additional to bearing plate. hanger (see detai�F11) uplift connections may be Additional uplift connections required. may be required. R10 OPTIONAL OVERHANG EXTENSIONS R11 OVERHANG PARALLELTO JOIST May be used with detail 134,R5,and R6(Low end only.) B 2x4 nailed to side of top flange with 10d box nails at 8"o.c.Place L 20 cripple stud at plate,under Follow detail F1 2x4 overhang.Bevel out to When L exceeds joist spacing, match roof slope. double joist may be required. for nailing L(2'-0"max.) to bearing plate. Bearing stiffens Additional uplift each side. connections may (see detail F18 be required. A- O 20 cripple rl 20 outrigger notched around top flange of A Stop Wood I Beam"joist Wood I Beam joist. at wall line and extend top flange 1Q 8d tae-nail to plate with 2x4.Support extension with and top flange. 20 nailed to web of joist with 2 rows of 8d nails at 8"o.c.clinched. 7; X-bridging or Wood I Beam Follow detail F1 for nailing Fasten flange extension to 20 may blocking panels.Validate use to bearing plate.Additional uplift Gable and wall support with 8d nails at 8"o.c. of x-bridging with local code. connections may be required. Up-the-Slope Spans & Cutting Lengths for Sloped Roofs Joist Depth Slope 9'/i' 11%11 14" 16" Sloe Factor Amountto Increase Length for Plumb Cut(L in feet) P 2%in 12 1.02 0.17 0.21 0.24 0.28 EFN 3 in 12 1.03 0.20 0.25 0.29 0.33 �x$�Oe toep�� 3'/i in 12 1.04 0.23 0.29 0.34 0.39 4 in 12 1.05 0.26 0.33 0.39 0.44 0 4;4 in 12 1.07 0.30 0,37 0.44 0.50 5 in 12 1.08 0.33 1 0.41 0.49 0.56 6 in 12 1.12 0.40 0.50 0.58 0.67 Lh 7 in 12 1.16 0.46 0.58 0.68 0.78 1 L=Lh x SLOPE FACTOR 8 in 12 1.20 0.53 0.66 0.78 0.89 9 in 12 1.25 0.59 0.74 0.88 1.00 EXAMPLE: 10 in 12 1.30 0.66 0.83 0.97 1.11 7/12 slope and 20'-0"horizontal span,2'-0"overhang(horizontal)one end 11 in 12 1.36 0.73 0.91 1.07 1.22 22'x 1.16=25.52'up-the-slope 12 in 12 1.41 0.79 0.99 1,17 1.33 If a 14"joist will be used,add 0.68 feet. 25.52+.68=26.20' 2 x 12"=2.4"or approximately 21/2: L=26'-2'/2" Georgia-Pacific Corporation,September 2003 12 Engineered Lumber Installation Guide Hole Location for GPI Joists Simple or Multiple Span Do not drill or cut flanges. c f ^. 4 m x mtr chart See chart < dlmenslon . jE—note f14—. j�—dlmenslon Chart dimension is minimum distance from inside face of support to nearest edge of hole. Joist Joist Round Hole Diameter Depth Clear Span 2" 3" 4" 5" 6" 6'/2" 7" 8" 8%" 9 10 11" 12" 13" 10' 0'-6" 0'-6" 1'4" 2'-0" 34" 3'-6" 12' 0'-6" 1'-0" 2'-0" 3'-6" 4'-6" 5'-0" 9%" 14' 1'-0" 2'-0" 3'-0" 4'-6" 5'-6" 6'.6" 16' 1'-0" 2'4" 3'-6" 5'-0" 6'-6" 7-4- 18, 1'-6" 3'-0" 4'-6" 6'-0" 7'-6" 8'-6" 20' 0'-6" 0'-6" 1'-0" 3'-0" 5'-6" 7'-0" 01 12' 0'-6" 0'-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 54" �# 14' 0'-6" 0'-6" 1'-0" 2'-0" 3'-0" 3'-6" 4'-0" 5'-6" 6'-6" � We 16' 0'-6" 1'-0" 2'-0" 3'-0" 44" 5'-0" 5'-6" 6'-6" 7'-6" 1rQQ� 11%" 18' 0'-6" 0'-6" l'-6" 3'-0" 4'-0" 5'-0" 5'-6" 7'-6" 8'-6" w`Q+`♦ 20' 0'-6" 1'-6" 3'-0" 4'-0" 5'-6" 6'-6" 7'4" 9'-0" 22' 0'-6" 0'-6" 1'-6" 3'-0" 5'-0" 5'-6" 6'-6" 8'-6" 10'-0" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 4'-0" 5'-0" 7'-6" 9'-6" Example below 10' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 3'-6" 12' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 2'-6" 2'-6" 3'-6" 5'-0" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-6" 2'-0" 3'-0" 3'-6" 4'-0" 5'-0" 6'-6" 16' 0'-6" 0'-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 5'-0" 5'-0" 6'-6" 18' 0'-6" 0'-6" 1'-0" 1'4" 1'-6" 2'4" 3'-0" 4'-6" 5'-6" 5'-6" 7'-0" 8'-6" 14" 20' 0'-6" 0'-6" 1'-0" 1'-6" 34" 3'-6" 4'-0" 5'-6" 6'-6" 7'-0" 8'-6" 22' 0'-6" 0'-6" 1'-0" 1'-0" l'-6" 2'-6" 3'-0" 5'-0" 6'-0" 6'-6" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 3'-6" 4'-6" 6'-0" 7'-6" 8'-0" 10'-0" 26' 0'-6" 0'-6" 1'-0" l'-0" 1'4" 2'-6" 3'-6" 5'-6" 7'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" 1'-0" 1'-0" l'-0" 2'-0" 3'-0" 5'-6" 7'-0" 7'-6" 10'-0" 12'4" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'4" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3'-6" 5'4" 6-4- 16' 0'-6" 0'-6" V-0" 1'-0" 1'-0" l'-0" 1'-0" 2'-0" 2'-6" 2'-6" 4'-0" 5'4" 6'-6" 7'-6" 18' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 2'-6" 2'-6" 4'-0" 5'-6" 7'-0" 8'-6" 20' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 34" 3'-6" 4'-0" 5'-6" 7'-0" 8'-6" 16" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 14" 14" 1'-6" 2'-6" 3'-0" 4'-6" 6'4" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'4" 2'-6" 4'-0" 4'-0" 6'-0" 8'-0" 10'4" 26' 0'-6" 0'-6" 1'-0" 1'-0" 14" 1'-0" 1'-0" 1'-6" 3'-0" 3'-0" 5'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'-6" 6'-6" 9'-0" 11'-0" 30' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'4" 2'-6" 4'4" 4'-0" 6'-6" 9'-0" 11'-6" 14'-0" 32' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-6" 5'-0" 5'-6" 8'-0" 104" 12'-6" 15'4" NOTES: 5.A group of round holes at approximately the same location shall be permitted if they 1.Hole locations are based on worst case of simple and multiple span meetthe requirements for a single round hole circumscribed around them. conditions with uniform floor loads of 40 PSF live load and 10 or 20 PSF dead load, 6.For joists with more than one span,use the longest span to determine hole location spans from page 3. in either span. 2.Holes not greater than 1.5"in diameter can be placed anywhere in the web,but the 7.All holes shown on this chart may be located vertically anywhere within the web;a hole must be spaced a minimum horizontal clear distance of 2 times its diameter(but clear distance of at least�r/a"must be maintained from the hole edge to the inner not less than 1')from any adjacent hole. surface of the closest flange. 3.For holes greater than 1.5"diameter,minimum clear distance between EXAMPLE: • a)two round holes is 2timesthe diameter of the larger hole Determine the allowable location of a 9"round hole in a 14"deep GPI joist b)a round hole and a rectangular hole is the larger of 2 times the hole which spans 20'. diameter or twice the rectangular hole width Enter the chart in the left column and find 14"joist depth,move to the right and 4.For multiple holes:The clear distance between the holes must equal or exceed twice find 20'in the joist span column and move across the chart to intersect the 9" the diameter of the largest hole,or twice the longest side of a rectangular hole, round hole column.The nearest allowable location to either bearing is 7'-0". 13 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Hole Location for W1 Joists Simple or Multiple Span Do not drill or cut flanges. { char) See chart �— dlmenslon :-—note 84- j dlmenslon Chart dimension is minimum distance from inside face of support to nearest edge of hole. Joist Joist Round Hole Diameter Depth Clear Span 2" 3" 4" 5" 61/4" 7" 8" BY 9" 10" 107;' 11" 12" 12%" 10' 0=6" 1'-0" 1'-6" 2'-6" 3=6" 12' 0'-6" 1'-6" 2'-6" 3=6" 5'-0" 14' 2'-0" 3=0" 4'-0" 5=0" 64' 9%" 16' 2=0" 3'0" 4'0" 5'0" 6'-6" 18' 2=0" 3=0" 4'-0" 5=6" 7'-0" e. 20' 1'-0" 2=6" 4'0" 5=6" 7=6" 12' 0=6" 1'-0" l'-0" 1=6" 2'-6" 3'0" 4=0" 4=6" Qe 14' 0'6" 1'-0" 1'-6" 2=6" 3L6" 4=6" 5=6" 6'-0" 16' 0=6" 1=6" 2=6" 3=6" 5=0" 56" 6'-6" 74' 18' M" 3=0" 44" 5'0" 64' 7=0" 8=0" 8=6" 11%" 20' 2=0" 3=0" 4'-0" 5'0" 6'6" 71.0" 8=01, 94" 22' 2'-0" 34" 44' 5'-6" 7=6" 8'-0" 9'--6" 10'-6" 24, 2'-6" 44" 5'-0" 64" 8'0" 8,6" 10,0" 11'-0" 26' 1'-6" 34" 4,0" 5'-6" 76" 84' 10.0" 111-01, 28' 04" l'-0" 2'-0" 4=0" 66" 7'-6" 9'-6" 11'-0" Example below 12' 04' 1'-0" 1'-0" 1,_6" 1'-6" 1'-6" 1'-6" 2L6" 2=6" 3'-6" 4L6" 14, 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 2'-0" M" 3'-6" 4=0„ 54" 6L 0„ 16' 0'-6" 1'-0" 1'-0" l'-6" 2=6" 3'0" 4'-0" 5'-0" 5=0" 6=0" 7=0" 18' 04" 1'-0" 1'-6" 2=6" 3'-6" 44" 5=6" 6'-0" 6'-6" 7'6" 8=6" 20' 0=6" 1'-0" 1'-6" 2'-6" 3'6" 4=6" 5=6" 6'0" 6=6" 7'6" 8=6" 14" 22' 0=6" 1'-0" 1'-6" 2=6" 4!=0" 54' 6'-6" 7=6" 7'-6" 9'-0" 110411 24, 0'-6" 1'-6" 2 6" 4'-0" 5'-6" 6'-6" 7=6" 8'-6" 9=0" 10-0" 11=6" 26, 0=6" 2'-0" 34' 4=6" 6=0" 7'-0" 8'-6" 9=0" 9=6" 11'-0" 12-0„ 28' 0=6" 1'-0" 2'-6" 4=0" 6=0" 7'-0" 8'-6" 9=6" 104" 11=6" 13'-0" 30' 0=6" 1'-0" 1'-0" 1'-6" 3'-6" 4=6" 6=6" 8=0" 9=0" 11'-0" 12 6" 32' 0'--6" 1'-0" 1'-0" 1'-6" 4=0" 5'-0" 7'-6" 8'-6" 9=6" 11=6" 13=0" 14' 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" l'-6" 1'-6" 1'-6" 2'0" 3=0" 3'-6" 4=0" 5'-0" 64' 16, 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 2,0" 34" 3,0" 44" 54" 54" 6'-0" 7=0" 18, 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 26" 3'-6" 4,0" 4'-6" 5'-6" 64" 6'-6" 76" 8,V 20, 0'-6" 1'-0" 1 0" 1'-6" 1'-6" 2L6" 3=6" 4=0" 4,6" 5'-6" 6'-0" 6=6" 76" 8L6" 16" 22' 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 2=6" 4'0" 4=6" 5'-0" 6=6" 7=6" 7=6" 9=0" 10,0" 24' 0=6" 1'-0" 1'-0" 1'-6" 34' 3'-6" 5=0" 6'--0" 6'-6" 7=6" 8'-6" 9'0" 10'-0" 11=6" 26' 0=6" 1'-0" 1'-0" 1'-6" 3=6" 4=6" 5=6" 6=6" 7=0" 8=0" 9'-0" 9=6" 10=6" 12'0" 28' 0=6" 1'-0" 1'-0" 1'-6" 3=0" 4'-0" 5'4" 6=6" 7'-0" 8=6" 9=6" 10=0" 11'6" 13=0" 30' 0=6" 1'-0" 1'-0" 2'-0" 4,0" 5=0" 6=6" 6=0" 8=0" 10=0" 11'-0" 11=6" 13=0„ W6" 32, 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 4,0" 5'0" 6'-0" 8'-0" 9'-6" 10'0" 12=0" 13'-6„ 34' 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 3=0" 5=0" 6=6" 7=0" 9=0" 11'-0" 11'-0" 134" 15=0" NOTES: 5.A group of round holes at approximately the same location shall be permitted if they 1.Hole locations are based on worst case of simple and multiple span meetthe requirements for a single round hole circumscribed around them. conditions with uniform floor loads of 40 PSF live load and 10 or 20 PSF dead load, 6.For joists with more than one span,use the longest span to determine hole location in spans from page 3. either span. 2.Holes not greater than 1.5"in diameter can be placed anywhere in the web,but the 7.All holes shown on this chart may be located vertically anywhere within the web;a hole must be spaced a minimum horizontal clear distance of 2times its diameter(but clear distance of at least%a"must be maintained from the hole edge to the inner not less than 1')from any adjacent hole. surface of the closest flange. 3.For holes greater than 1.5"diameter,minimum clear distance between EXAMPLE: a)two round holes is 2times the diameter of the larger hole Determine the allowable location of a 9"round hole in a 14"deep WI joist which has b)a round hole and a rectangular hole is the larger of 2times the hole mutple spans of Wand 20'. diameter or twice the rectangular hole width Enter the chart in the left column and find 14"joist depth,move to the right and find 20'in 4.For multiple holes:The clear distance between the holes must equal or exceed twice the joist span column and move across the chartto intersectthe 9"round hole column. the diameter of the largest hole,ortwice the longest side of a rectangular hole. The nearest allowable location to either bearing is 6'-6" Georgia-Pacific Corporation,September 2003 14 i Engineered Lumber Installation Guide Installation Do's and Don'ts DO NOT A, DO Do not out or notch flanges (except birdsmouth cuts in roof details R4&R6.) DO NOT DO r> Do not violate hole chart rules. .� (See Hole Charts on --lo- pages 13&14) DO NOT DO Do not birdsmouth cut bottom Hang at high end of rafter. t 9r �Md Continuous wedge or ' approved fastener ¢� Support beam Support beam Wood I BeamT"" Wood I Beam (Refer to detail R2.) DO NOT DO or DO Do not hang Wood I Beam Rim +; Hanger joist by top flange or web. Board + DO NOT DO or DO __ _ Rafter Qa�o� Extend floor sheathing 9881 to outside face of wall. Do not bevel cut joist beyond inside face of wall. Wood I Beam blocking or FiberStrone rim board required at bearing for lateral support Hanger 15 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide G-P Lam® LUL Bearing Details Beam-to-Beam Bearing on Bearing on Connection Wood Column Steel Column 00 o� o� o0 Make sure hanger capacity is Verify the required bearing area and the ability of the supporting column appropriate for each application. member to provide adequate strength.Side plates may be required.Consult Hangers must be properly installed designer of record.See chart on page 19 for column cap suggestions. to achieve full capacity. Beam Pocket in Bearing on Bearing for Door Masonry Wall Exterior Wall or Window Header J Prevent direct contact of G-P Lam LVL Prevent direct contact of G-P Lam®LVL with concrete.Consult local building with concrete.Consult local building code for requirements. code for requirements. Low End Hip Bearing High End Hip Bearing Seat Cut/Notching Hip beam must bear completely on Hip beam must bear on post or in Seat cut must not extend past inside plate or post.Seat cut must not extend properly designed hanger or other face of bearing.Do not notch beams past inside face of bearing. connection. at bearing. For fastening recommendations for multiple-piece G-P Lam LVL members,see pages 17&18. Georgia-Pacific Corporation,September 2003 16 Engineered Lumber Installation Guide General Notes for Multiple-Piece G-P Lam' LUL Members 1.Top and bottom rows of connectors should be 2"from edge. 2. Bolt holes are to be the same diameter as the bolt.Every bolt must extend through the full thickness of the member.Use washers under head and nut.Carriage bolts may be used,but the outermost portion of the head may not be drawn in beyond flush with the outside face of the LVL member. 3. For three-piece members attached with nails or screws,specified attachment is from each side.Stagger fasteners from opposite sides by half the fastener spacing to avoid splitting. 4. To minimize rotation,T'wide members should only be used when loads are applied to both sides,or completely across the top of the member. 5. 7"wide members,regardless of depth,must be attached using bolts or screws. Fastening Recommendations for Top-Loaded, Multiple-Piece Members Connection reference(A,B,C,etc.)refers to the fastening pattern on page 18. Member Depth 3'/2"—51/4"Wide Multiple Piece Member 7"Wide Multiple Piece Member 9'/4"-11'/s" 2 rows 16d nails at 12"o.c. 2 rows 1/2"bolts at 24"o.c. (pattern A) (pattern C) or 14"-18" 3 rows 16d nails at 12"o.c. 2 rows 1/4"x 6"wood screws at 24"o.c. (pattern B) (see note 3 on page 18) s, d� Wall of same thickness as multiple-piece G-P Lam LVL and centered Joist bearing completely across over beam.Multiple-piece LVL beam should not be placed directly top of multiple-piece beam below plumbing walls.LVL beams are not to be notched or drilled except as noted on pages 16 and 19. Top-loaded conditions may result from 1-joist details similar to F9,F10 and R3. In details F9 and F10,the supporting wall may be replaced with properly sized multiple-piece G-P Lam LVL. 17 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Fastening Recommendations for Side-Loaded, Multiple-Piece Members Refer to General Notes on page 17. Floor joists must be attached with approved metal hangers.Concentrated side loads from beam-to-beam connections may require additional consideration,contact your GP Engineered Lumber Products supplier. Fastening Pattern Nails Bolts Screws' A B C' D E', F' 2 rows 3 rows 2 rows 2 rows 2 rows 2 rows 16d common 16d common 'h"bolts at 24"o.c. �V bolts %Vx3'/z"screws at '/4"x3'h" screws at at 12"o.c. at 12"o.c. staggered at 12"o.c. 24"o.c.staggered 12"o.c. 1. Screws are United Steel Products WS Series or Simpson Strong-Tie SDS Series installed per manufacturer's recommendations. 2. Stagger each row of fasteners by 12". 3. When screws are used in attaching members to form a 7"thick beam: a)specified attachment is from each side(stagger screws from opposite sides by half the fastener spacing to avoid splitting),and b)screws must be 6"long,unless the center member is 3'h"thick. Nails Bolts Screws 000 0�000 A(Nails)or F(Screws)= B(Nails)= C(Bolts)or E(Screws)_ Two Rows 12"O.C. Three Rows 17'O.C. Two Rows 24"O.C. •4--12'-L*. -11 Z- ®. 24°—.0 Concentrated side loads may require Side loaded multiple-piece G-P Lam LVL. Side loaded conditions may result from additional bolting.For more I-joist details similar to F15A,F16,F17 or R1. information contact your local GP Engineered Lumber supplier. Georgia-Pacific Corporation,September 2003 18 Engineered Lumber Installation Guide Allowable Holes in G-P Lam° LVL 8"(min.)spacing between holes, typical.Maximum of G-P Lam'LVL or three holes per span. glulam beam 1"maximum round hole(s) fes , 'w i c (-0 1 i4 „lyf; + ,.j�tta P4 �G1i #' ¢' i'u^ k`�.q {•_p rt �. 4 } O O a O O O � ► t � e � O 1/3 span middle 1/3 span 1/3 span NOTES: '' 1. Hole(s)must be located at mid-depth and within the middle 1/3 span. 2. 1”maximum round hole diameter.No rectangular holes are allowed. x , 3.Use a minimum 8"spacing between holes and no more than three holes per span. 4.Valid for single and multiple span uniformly loaded beams only.Not valid for cantilever sections. ' 1 5. Minimum beam depth 9'/4". Do not notch,drill or cut G-P Lam LVL except as shown in this publication. G-P Lam' LVL Beam-To-Column Connectors Column Capacity" Total Cap Lbs.-100% Width Column" W L H KCC44 15315 3'A:" 4 x_Wood 3%" 7" 4" KCC46 24065 3%' 6 x_Wood 5Y2" 11" 6%" H KCC48 24065 3%" 8 x Wood T/:" 11" 6%" ° ° KCC64 37815 5Y4" 4 x_Wood 3%" 11" 6Ai' KCC o w KCC66 37815 5%" 6 x_Wood 5A>" 11" 6/:" KCC68 37815 5%" 8 x_Wood 7%' 11" 6Y2' KCC84 60940 7" 4 x_Wood 3%" 13" 8" �L KCC86 60940 7" 6 x_Wood 5%" 13" 8" KCC88 60940 7" 8 x Wood 7%" 13" 8" 1 KLCC35-4 21000 3A:' 4"die.steel — 11 Ai' 4" KLCC525-4 21000 5%" 4"die.steel — 11Ai' 4" KLCC KLCC7-4 21000 7" 4"die.steel — 11Ad' 4" •Capacity is maximum capacityofthe USP column cap. "Adequacy of column to be verified by others. NOTE: GP engineered lumber products may support mold growth if exposed to certain conditions,including moisture,dampness,condensation, humidity,water or wet conditions.Mold,mildew,fungi,algae,moss,bacterial growth,decay,rot or similar conditions are not manufacturing or product defects and Georgia-Pacific assumes no responsibility or liability for such conditions,regardless of cause. = The user is responsible for proper installation of GP engineered lumber products.The products must be installed in strict conformity with Georgia-Pacific's instructions and all applicable building code requirements and other regulations.In addition,if not specifically covered by Georgia-Pacific's installation instructions or construction detail illustrations,the products must be installed in accordance with generally accepted design and construction practices.When installing engineered lumber products,the user also should consider the effects of local climate and geography.Georgia-Pacific does not warrant and is not responsible for any finished structure or system that GP engineered lumber products may be incorporated into or other building components that may be used with these products. 19 Georgia-Pacific Corporation,September 2003 Gula de instalacion de madera aserrada construida Edifique s o bre Advertencias de seguridad y notas de instalaci6n . . . . . . . . . . 2 la fortaleza de laVigas Wood IBeam- madera aserrada Tablas de tramos para piso . . . . . .3 Enmarcado tfpico . . . . . . . . . . . . . .4 construe a. Detalles de piso . . . . . . . . . . . . .5-8 Detalles de vigas voladas . . . . . . . .9 La instalaci6n apropiada de productos de Detalles de plomerfa . . . . . . . . . .10 madera aserrada construida Georgia-Pacific Detalles de techos . . . . . . . . . .11-12 es crftica para el desempefio total del sistema, Tablas de localizaci6n y este folleto suministra los lineamientos de orificiosb . . . n 13-14 necesarios para realizarla. Enmarcadores, plomeros, instaladores mecaha nicos y electricos qui se dine y no se Bebe deben acudir a las figuras y tablas de esta hater en la instalaci6n . . . . . . . . .15 gufa para conocer las recomendaciones apropiadas de instalaci6n y modificaci6n. Lamina G-P Lame LVL Detalles de soporte . . . . . . . . . . .16 Recomendaciones de sujeci6n . . . . . . . . . . . . . . .17-18 Orificios y conectores permitidos . . . . . . . . . . . . . . . . . .19 �t { gat, t La familia Georgia-Pacific de productos de S madera aserrada construida incluye: •Vigas GP Wood I BeamrM •Tablero de borde FiberStrong® •G-P Lam®LVL Georgia-Pacific Corporation,septiembre 2003 1 Guia Residencial para Madera Aserrada Construida Almacenamiento y mane]o Notas de instalacion • Las vigas Wood I Beam,la lamina G-P Lam LVL y el tablero de A. La madera construida no debe instalarse en contacto directo con borde FiberStrong no deben almacenarse en contacto directo con el construcci6n de concreto o masoneria y debe utilizarse solamente suelo y deben protegerse contra la intemperie.Proporcione en condiciones de use Seco cubierto. circulaci6n de aire bajo las cubiertas y airededor de las pilas de B. Excepto para el corte longitudinal,los rebordes superior a inferior materiales. de las vigas Wood I Beam no deben cortarse,perforarse o tajarse. • Los paquetes deben almacenarse nivelados. C. Las cargas concentradas s6lo deben aplicarse a la superficie • No abra los paquetes hasta el momento de su instalaci6n.Tenga superior del reborde de arriba,no suspenderse del reborde cuidado cuando maneje paquetes y componentes individuales para inferior.Contacte a GP para las excepciones. evitar lesiones a quienes los manejan o dano por pane de D. Cuando clave revestimiento at reborde superior,siga las montacargas o gr6as. recomendaciones de clavado del fabricante del revestimiento, • Almacene y maneje las vigas Wood I Beam en posici6n vertical. pero mantenga el espaciado dentro de los margenes presentados Almacene y maneje la lamina G-P Lam LVL y el tablero de borde abajo: FiberStrong de forma plana. aequishos de espaciedo para clavo de revestimiento GPI20 GPI 40. WI 40,WI 60, To fto • Retorcer las vigas,o aplicar cargas a la viga cuando esti plana del clavo GPI 66 WI W Min. Mix. Min. Mix. Min. !!Ax. danaila. Caja de 8d,clavo comOn 8d Y i6" 2" 24" 4" 24" • No se deben usar productos estropeados. Caja de 10d,caia do 12d 3" 16" 2" 24' Clavo comb 10d,clavo comOn 12d 41/2" 16" 3" 24" NOTAS: Advertencia de seguridad 1.Si se requiere mAs de una fila de clavos,las filas deben Las vigas Wood I BeamTM no sostendran a trabajadores u otras cargas compensarse por to menos 1/2"(3/4"para vigas WI)y escalonarse. hasta que est6n instaladas y aseguradas apropiadamente.Para 2.Las grapas de calibre 14 pueden sustituirse por clavos 8d si las minimizar el riesgo de lesi6n,cada viga Wood I Beam debe asegurarse grapas penetran la viga por to metros 1". apropiadamente at erguirla.Se deben instalar y adherir ajustadores 3.No use clavos mos largos que aquellos presentados arriba cuando continuos y/o paneles de bloqueo antes de instalar piso o revestimiento adhiera revestimiento a los rebordes de las vigas Wood I BeamTM. de piso.Se debe establecer restricci6n lateral,como una tarima Ejemplo:Cuando use clavos comunes Sd y vigas de la serle GPI 20, existente o una pared de extremo asegurada en los extremos del no los separe menos de 3"(min.)e.c.y no mds de de 16"(mdx.)e.c. intercolumnio.Alternativamente,se puede clavar una tarima temporal E. Los clavos instalados en la cara angosta de una lamina G-P Lam o permanente(revestimiento)a los 4 primeros pies de vigas at final del LVL no deben espaciarse menos de 4"(clavos comunes 10d)o 3" intercolumnio.Las filas de apoyos temporales en angulos rectos a las (clavos comunes 8d). vigas deben estar aseguradas con un mfnimo de dos clavos 8d(clavos de caja 10d si el grosor neto de apoyo excede 1")a la superficie F. El extremo que soporta el largo de las vigas Wood I Beam debe superior de cada viga paralela y la restricci6n lateral establecida.EI ser de por to menos 1-3/4".Los soportes intermedios de vigas apoyo debe ser minimo de 1x4 y por to menos de 8 pies de largo con de tramos miiltiples deben ser de por to menos 3-1/4". espaciado en el centro sin exceder 10 pies.Los extremos del apoyo G. La longitud minima de soporte para las vigas y tizones G-P adyacente deben traslapar por to menos dos vigas.Apile materiales de Lam LVL:soporte de extremo 1-1/2",soporte intermedio 3". construcci6n s6lo sobre vigas principales o paredes. El almacenamiento o instalaci6n inapropiada,el dejar de seguir H. Las vigas Wood I Beam deben restringirse contra la rotaci6n en c6digos aplicables de construcci6n,el dejar de seguir las tablas sus extremos mediante el use de bordes de viga,paneles de apropiadas de carga,el dejar de usar tamanos y ubicaciones aceptables bloqueo,o o cruzado.El reborde superior de una viga do de agujeros,o el dejar de usar refuerzos de soporte cuando se requiere Wood I Beamm debe ser soportado lateralmente y mantea puede resultar en accidentes serios.Las notas de instalaci6n deben derecho dentro de un alineamiento verdadero de 1/2".LLa base de piso de madera contrachapada o lamina de fibra orientada seguirse cuidadosamente. (OSB)clavada at reborde superior es adecuada para proveer soporte lateral. m\1 _ I. Ademas,deben suministrarse vigas de borde,paneles de \ bloqueo o bloques de presi6n bajo todas las paredes exteriores / y paredes interiores de soporte para transferir la carga de arriba hacia la pared o el cimiento de abajo. J. Los extremos de las vigas y tizones G-P Lam LVL deben restringirse contra la rotaci6n y la parte superior(u orilla de compresi6n)debe estar lateralmente apoyada por enmarcado o No permita trabajadores o cargos Apile materiales de construcci6n s6lo refuerzo perpendicular a 24" en el centro o mos cerca. sobre las vigas Wood I BeamTM sobre vigas principales o paredes K. Las vigas G-P Lam LUL de 1-3/4"x 16"y m6s profundas s6lo hasta que est6n apropiadamente deben usarse en elementos de piezas multiples. instaladas y apoyadas segtin se detalla arriba 2 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida Desempeno del sistema La meta fundamental on el disefio de un sistema de pilo a techo as Is seguridad y satisfacci6n del usuario del piso,nosotros recomendamos engomer el subsuelo a las vigas antes de clever o atornillar an vez final.Aunque les vigas usadas come tramos indicadas an este gufe cumplen o exceden los crherios de clever solamente.Para firmeza adicional,engome Is ensambladura de ranura y lengueta.Las an imos de c6digo y soporter6n de manors segura les cargos quo soles impongen,se dabs user buen superficies deben ester limpias y secas antes de angomar. juWin pare cumplir de manors adecuada con los niveles de expectativa del usuario.Estes expectativas pueden varier de un usuario a otro. •Duien realize las aspecificaciones dabs considerer el significado de una desviaci6n determinada an •Al igual qua an cualquier construcci6n,as esencial seguir los procedimientos apropiados de tdrminos de Is desviaci6n permisible y los efectos quo esto podrfa toner on el sistema.Por ejemplo, instalaci6n.Las vigas deben ester verticales y sujetadas con seguridad a los soportes antes de qua se U360(trema/360)para un tramo de 30 pies as 1"de desviaci6n.U240 serfs 1-1/2 pigs.y U180 serfs 2" adhiera el sistema de revestimiento.Los soportes de las vigas de tramp mOltiple deben ester nivelados. de desviaci6n.Se podda considerar tambi6n casos an los quo una viga con un trams grande ast6 Para minimizer el asentamiento cuando se usan colgantes,las vigas deben ester asentadas firmemente paralels a un tramo pequefio o a una pared final de cimierdo.Por ejemplo,un tramo de 30 pies con una an Is parte inferior de los colgantes.Oeje una brecha de 1/16"entre el extrema de Is vige y el tiz6n. desviaci6n viva permisible de cargo de haste 1"podrfa ester adyacente a una pared de cimiento sin desviaci6n,causando una diferencia notoria on las niveles del piso baja Is cargo complete del disefio. •Un plea mss firms resultarb de user un limits de desviaci6n de Is cargo vivo de U480 a diferencia del 'Pusden ocurrir vibraciones on sistemas de pisos con muy poca cargo muerte,como an grandes de techs con una desviaci6n total de la terga manor al U180 cuartos desocupados.Un cielorraso adjunto a Is parte inferior de las vigas generalments suprimirh Is m6ximo de c6digo de U360.Un sistema requeride Por el c6digo puede logrerse de un criteria de 0240. vibraci6n,oaf comp to har6n las Paredes interiores de partici6n quo voyan perpendiculares a las vigas. Si un cielorraso no ve a aster adherido a Is parte inferior de las vigas,Is vibraci6n puede minimizarse •Adem6s de Ilmites de desviaci6n m6s rigurosos,varios otros factores pueden mejorar el desempefio clavando un madam continuo de 2x4 perpendicular a Is parte inferior de las vigas an el trema medic general del piso.8educir el espaciado de le vige y/o semester el grosor del subsuelo disminuirb In yando de extremo a extrema de Is pared.Donde hays probabilidad de qua se termine el cielorraso,se desviaci6n entre vigas adyacentes y eumeMar6 Is repartici6n de Is cargo.Pare firmeza aumenteda pueden user puenteo-x(x-bringing)o paneles de bloqueo Wood I Beam an lugar del 2x4. Vigas de las series GPI y WI — tablas de tramo para piso residencial llustraciones de Tramopsimples" Tramosm6ltlpfsa: ®ra rrte�� tramos Nee le note 4) Cargo viva de 40 LPC(Libras par pie cuadrado)+Cargo muerta de 10 LPC Desempeno mejorado'(L/480) Viga Profundidad Espaciado(Tramo simple) Espaciado(Tramo m6@iple) de Is vige 12"o.c. 16"o.c. 192"O.C. 24"o.c. 12"o.c. 16"o.c. 192"O.C. 24"o.c. GPI 20 9Yt 17'-01' 15'-07" 14'-09" 13'-10' 18'-07" 17'-01" 16'-07' 14'-05" 114" 20'-05" 181•08" 17'-08" 16'-06" 22'-U' 20'•05" 18'-09" 16'-09' 9th" 18'-00" 16'-06" 15'-07" 14'-06" 19'-OB" 18'-00" 16'-06" 14'-09" GPI 40 11/W, 21'-06" 19'-08" 18'-07" 17'-01" 23'-06" 20'-10" 19'-00" 1IT-00" 14" 24'-04" 22'-03" 21'-00' 18'-11" 26'-08" 23'-01" 21'-01" 18'-10' 1134" 23'-03" 21'-03" 20'-00" 181•08" 251-06" 23'•03" 211-111' 20'-06" GPI 65 14" 26'-05" 24'-07' 22'-09" 21'-03" 29'-00" 26'-05" 25'-00' 20'-09' 16" 29'-04" 26'•09' 25'•03" 23'•07" 32'-02" 29'-04" 25'-11" 20'-09' 911h" 18'-00" 16'-06" 15'-07" 14'-01" 19'-07" 17'-02" 15'-08" 14'-00" W140 11 W, 21'-06" 19'-07" 18'-02" 16'-03" 23'-00" 19'-11" 1BAT 16'-O2" 14" 24'-04" 22'•01" 20'-02" 18'-00' 25'-06" 22'-01" 20'-01" 18'-OO" 1R4" 22'-08" 20AIT' 19'-06" 18'-03" 24'-08" 22'-06" 21'-02" 19'-01" WI 60 14" 25'-09' 23'•06" 22'•02" 20'-03" 28'-01" 25'-07" 23'-08" 19'-09' 16" 28'-07" 26'-01" 24'-07" 23'-00' 31'-02" 28'•01" 24'-09' 19'-09' 117W 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 23'-03" 21'-08" WI 80 14" 28'-03" 25'-09' 24'•03" 22'-08" 30'-10" 28'-00" 26'-05" 23'-11" 16" 31'-04" 28'-06" 26'-11" 25'-01" 34'-02" 31'-01" 29'-03" 23'-11" Carga viva de 40 LPC(Libras par pie cuadrado)+Cargo muerta de 20 LPC Desempeno mejorado'(L/480) Vigo Profundidad Espaclado(Tramp simple) Espaciado(Tramo m0ltiple) de la vige 12'o.c. 16"o.c. 192"o.c. 24"o.c. 12"O.C. 16"o.c. 192"O.C. 24"o.c. GPI 20 91h" 17'-01" 15'•07" 14'-09" MAT 1BAT 16'-02" 14'-09" 13'-07' 11w, 20'-05" 18'-09' 17'-02" 15'•04" 21'-08" 18'-09' 17'-01" 15'-03' 9k" 18'-00" 16'-06" 15'-01" 13'-06" 19'-01" 16'-06" 15'-00" 13'-05" GPI 40 117W 21'-06" 19'-01" 17'-05" 15'•07" 22'-00" 19'-00" 17'-04" 15'-06" 14" 24'•04" 21'-07' 19'-03" VAT 24'•04" 21'•01" 19'-03" 17'•01" 11/w, 23'-03" 21'•03' 20'-00" 18'-09' 25'-06" 23'-03" 21'-06" 17'-07' GPI 65 14" 26'-05" NAT 22'-09" 21'-03' 29'-00" 25'•11" 21'-06" 17'•07' 16" 29'-04" 26'-09' 25'•03" 22'-03' 32'-02" 25'-11" 21'-06" 1T-07' 9w, 181•00" 15'-09' 14'-04" 12'-10" 18'-01" 15'•08" 14'•03" 12'-09' WI 40 11%" 21'-00" 18'•02" 16'-07" 14'•10' 21'-00" 18'-02" 16'-06" 14'-09' 14" 23'•04" 20'-02" 18'-05" 16'-05" 23'-03" 20'-01" 18'-04" 16'-04" IiW, 22'-08" 20'•08" 19'-06" 17'-05" 24'-08" 21'•04" 19'-05" 16'-05" WI 60 14" 25'-09" 23'-06" 21'-08" 19'-04" 27'-04" 23'-09" 20'-07" 16'-05" 16" 28'-07" 25'-09' 23'416" 19'-10' 29'-08" 24'•09' 20'-07" 16'•05" 11All 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 22'-09" 18'-02" WI 80 14" 28'-03" 25'-09' 21'-02"24'-03' 21'-02" 30'-10" 28'-00" 24'-11" 19'-11" 16" 31'-04" 28'-06" 26'•06" 21'-02" 34'-02" 30'-00" 24'-11" 19'-11" NOTAS: adheslvo dabs cumplir con las reg ulacionos AFG-01 de APA o 03498 de ASTM.Aplique una Ifnso de adhesivo 1.Estes tables de tramo asuin based as on cargas uniformes,segOn as anota arriba;Is desviaci6n de la cargo continua(de m6s o menos 1/4"de di6metra)al reborda de las vigas.Tod aa las superficies deben ester viva est6 limited a U480 para un major desempefio.EI desempefio del piso este irdluonciado on gran man era limpias y secas.Si al revestimierdo s6 lo se clava(lo quo no se recomienda),red uzca los tramos por 12" por la firmeza de las vigas del piso.La expedancis he demostrado qua las vigas disefiadas bajo Is desviaci6n 3.EI largo minima de sopode de extreme as I V4"EI largo minimo de sopode irdermedio as 3-1/2". minima de cargo viva del c6digo(U360)resultarim an un piso quo podrla no cumplir con las expectativas de algunos usuarios finales.Georgia Pacific(G-P)recomienda con vehemancia qua los tramos de piso para 4.Lostramos de extremo de las vigas do tramo m6ftiple deben ser por to menos 40%del tramo adyacente. vigas Wood I Beam se limits a aquellos presentados antedormeme,los cuales estlin basados on una 5.Para cargo difereme de Is presentada ardba,contacts al suministredor de pmductos de modern aserrade desviaci6n de cargo viva de 1.1480.(Un tercio m6s fires qua Io requeride por el c6digo.) construida GP. 2.Los tramos son las distanciasvacfas entre soportes,y est6n basados an acci6n compuesta con revestimientotasado porAPAa Sturd-I-Floor engamado-clavado de grosor minimo de 19/32"140/20 o 20 a.c.) 6.Notodos los productos est6n disponibles on todos los centras de distribuci6n;contacts a G-P para conocer para espaciado de vigas de 19.2"o menos,o 23/32"(48/24 o 24 e.c.)para espaciado de vigas de 24".EI la disponibilidad. Georgia-Pacific Corporation,septiembre 2003 3 A y , Ik Ix4U r p .F 114 W t '4iiy W L41 YR. g �N �3�! � I't I� ,,A�p r k�� w k�✓�Ii � ;Ik ��� t C k4 I' i► 0!� I ; =\- �',►,,� :.- .®. . til 00 OF .,. ®rYP -01 - .a. .._ Oil u ,��`I� I,►-. III \r ,� 1 % Via!►, �°►�; II Guia Residencial para Madera Aserrada Construida Detalles de piso Fl ADHESION EN EL SOPORTE DE EXTREMO F2 PANEL DE BLOQUEO,EXTERIOR Transferencia de cargo vertical=m6xima de 20001p1. Un clava 10d o de penetraci6n a coda lade del Saporta,tlpico para todos los soportes de Madera. Panel de bloquea Wood 1Beam- , Largo minimo de soparte de extremo de 1-3/4"an todas las detalles de pilo y techo Para evitar rejar el reborde,comience a clever par to manos a Clavos 8d a 6"e.c.(a seg6n las 1-1/2"del extremo.Martille los clavos an Angulo para evitar especificaciones del prafesional de rajer la limina de soparte. diselio,Pero jus cumplan con Is Nota de Instalacidn D,p6gina 2.) OVIGA DE BORDE WOOD I BEAM O BLOQUES DE PRESION y BORDE SENCILLO F3 F4 Transferencia de cargo vertical=MAxima de 20001pl Transferencie de cargo vertical=MAxima argo do Is pared dop de 2000 Ipl. �'`3,. :noun esfuerzo de soporteadeo390 ppc rto (do par besada pulgada cuadrede), Revestimiento de Vigo de borde ' 23/32'48/24 Wood I Beam" tasada par APA® Bloques de presi6n 3 (minimo de 2x4) y Para use on apartadero (siding)use bloque Apayo de viga de raspold.seg6n minima de 1.3/4"an aparece an Is Is pared Figure F13 Clavas 8d a 6"ex.(a seg6n las especificaciones del 1/16" Clavas 8d prafesional de diseho,pero quo cumplan con Is Note de Instaleci6n D,p6gina 2.) Clave al pie de la v go de bordeIT Vea Is Figura F7 pare los requisites de bloquea. al reborde superior de la viga can un clava 10d VeriIiqqua con el c6digo local de construcci6n para los detellea apropiados an Areas de alto cargo lateral. F5 F6 CIERREDEBORDEYADHESION UntrevesenoPTdo2x_ DE PU ENTE FI B ERSTRO NG® adherido con tornillos de Transferencia de cargo vertical de tablero de borde=48501p1 atravesar de 1/2'de dihmatro can arandelas y tuercas o 1/2"pernos de dilataci6n con una longbud Apartadero nominal de 4"a m6s.350N Barren clim6tica Bloqueo opcional por pemo. para clavado de Espaciado del porno/ Revestimiento diaf egma. tormlla de a y l a ser determinado par la carga Tabora de borde diseffada vertierti call y lateral. GP FiberStrong® EI cerrojo mbs baja podrla ester local[zado Vigo de afternativamente sabre la micro lamina de pared.Use 2-4 arandelas calafatea de alta calidad 2-4galar indela o de e pare rellenar los agujeros y acero moxidab[e d T entre espaciadores y comp espaciedoras. rabordes`" I6mina metblica. odor a inferior 1/2"revestimienta Extienda la con barrera clim6tics I6mina metAlica rrpar debajo del Tablero de borde Limina metAlica.Debajo de la travesano de 2x_ FiberStrong® barrera climAtica encima,sabre y sabre el Tablero de borde la barrera clim6tica abajo. apartadero. GP FiberStrong® 3 clavas 8d on Clavos 8d a 6"on el centro PRECAUCON:EI porno de dilataci6n dabs insertarse las esquinas inferior-clavados a la an un agujero gula enroscAndolo con one[lave,no I6mina,tipica martill6ndolo.EI enroscamiento excesiva puede disminuir signiflcativameme Is resistencia lateral del tornillo y par esta raz6n dobe evitarse. Georgia-Pacific Corporation,septiembre 2003 5 s Gula Residencial para Madera Aserrada Construida Detalles de piso F7 PANELES DE BLOQUEO USADOS PARA REFUERZO F$ VIGA DE CORTE SESGADO No torte con sesgo la viga m6s a116 de la cars interior del EI borde de revestimiento tesedo de cape sencilla de apoyo. 23/32" (madera contrechapada o 16mina de fibra I\ orientada) suministra una transferencia de cargo vertical de 10001p1(dos capes=2000lpl).EI borde de 23/32"de modern contrechapada o limina de l � fibre orientada ppermitldo s6lo con I .1 profundidades de viga de haste 11-7/8" 1 a menus quo as use con bloques I de presi6n de 2 x 4 min., i seg6n se muestre an la Figure F4. �I f I I Pantiles de bioquse instalados aun mfnimo de 4'an coda sequins de Is I construccift y per to mends a 4'code Nate: So requiere bloqueo de 25'de longitud de pared.Use Claves 8d 6" Woad I Bea m"o e e.c. puenteo-x en el soporte para apoyo lateral Ver'dique el c6digo local de oonstrucci6n pare los detalles apropiados on Areas de aha cargo lateral. Verifique el c6digo local do consWcci6n pare los detalles apropisdos on Areas de she cargo lateral. F9 PANEL DE BLOQUEO,INTERIOR F10 BLOQUES DE PRESI6N EN EL SOPORTE INTERIOR Trensferencia de carga vertical=M6xims de 20001p1 a Io largo de Transfsrsncia de cargo vertical=M6xima de 2000 Ipl a to largo de Is pared de soporte Is pared de soporte da cargo. de cargo. La pared de soporte de cargo dabs apilerse sobre al La pared de soporte de cargo dabs apilerse sobre bloqueo y Is pared o Is viga de abalo* el bloqueo y Is pared o Is viga de abelo* Cuando dos vigas se encuentran an Is pared,suministre un soporte mfnimo de 1/16„ 1-3/4"para code viga a instals panel de bloqueo para soporter ambos vigas. Adhiers Is viga con un No se re uieren paneles de bloqueo clove 10d o de q q perforaci6n a coda lado cuando las vigas son continues sobre Is ry del soporte. pared y arribe no exists pared de soporte de cargo. *Los Paredes ^� qua no se apilan Bloque de presi6n(2x4 Cleves 8d Clavos 8d a 6"s.c.(o ssg0n requieren mfnimo).Requerido s6lo si les especificaciones del considereci6n arriha exists pared de profesional de disefio,para adicional. soporte de car a. quo cumplan con Is Note de Instalaci6n D,p6gina 2.) Pared de soporte,limina G-P Lamm LVL o viga glulam "las parades quo no se epilen requieren considereci6n adicional. VeriBque el c6digo local de consbtrcci6n pare los detalles apropiados an Areas de aha cargo lateral. Fl l CONSTRUCCI6N DE VIGA DOBLE Vigo Profundidad Bloqueo regular de relleno Bloqueo do relleno de profundided complete de In vigs Usese an las Figures r12,C4 y R7 llsese an les Figures F13 y F14 1'* Bloqueo de b " GPI 20 9 W, 2x6 2 x 6 relleno k 1 3'." 11 R" 2x6 2 x 6 GPI 40 9A" 2 x 6+W LFO/madera contrechapada 2x6+1f"LF0/madera contrachapeda Brecha II''A" 2x6+W'LFO/madera contrechapada 2x8+W LFO/madere contrachapade de 1/8" 2Y° 1 14' 2x8+W LFO/madere contrachapade 2x10+35"1_F0/madera contrachepeda GPI 65 9W' 2x6+W LFO/madera contrachapade 2x6+W LFO/madere contrachapeda ;X WI 40 11 W' 2 x 6+H"LFO/madera contrachapade 2 x 8+W LFO/madera contrachapeda W1 so 14' 2 x 8+W LFO/madere contrachapade 2 x 10+W LFO/madere contrachapade 2'A" 16' 2 x 8+W LFO/madere contrechapada 2x12+1S"LFO/madera contrachepeda 11%" (2)2x8 (2)2x8 WI80 14' (2)2x8 (2)2x10 3 y„ 16 1212 x 8 1212 x 12 1. Soports Is parte posterior de In membrane durante el clevado pare evitar done a Is conex16n de Is membrane y el reborde. 2. Deja una brecha de 1/8"entre la parte superior del bloqueo de relleno y la parte inferior del reborde supedor. 3. Bloqueo s6lido entre vigas pare le longitud complete deltramo. 4. Coloque las vigas juntas y clave desde code ledo con 2 files de clavas 10d a 12"e.c., remachados cuando sea posible.Escalone las files a 6"desde los lados opuestes 6 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida Detalles de piso F12 APERTURA DE PISO,COLGADORES DE MONTAJE SUPERIOR / Bloques de respaldo" Vigo Prolundidaddo Is vige Material Profundidad / ° ° t ' Ensemble la vige doble se un to Figura F11. GPI 20 9SS",11{" 2x6 5%" / (relgg lena regular) 9%,"1l%" A." 6" / GPI 40 14" 7%" GPI 65, 9%11 %"+%" 6" WI40,WI60 116',14 IT W,+y", 7Y" � ✓"�_ . WI 80 116",14",16" 2x8 7Y." "EI bloque dabs ser to suficisntements largo pare permitir at clavado requerido sin rajarse. ^' Bisque de respaldo(fisese si Is cargo del col ggodor exceda 250 lbs.) Antes de instalarle un respaldo a una viga dobla,martille(3)clavos 10d adicionales en to membrane donde se alustar5 at respaldo.Remache cuando sea posible.Instale at respaldo bion ajustedo a la parte superior del reborde.Use(10)clavos 10d,remachados cuando sea posible. Ensemble Is vige doble F13 APERTURA DEL PISO,COLGADORES DE MONTAJE DE CARA segunIsFiguraFlI.(relleno / do profundidad complete) Bloqueo de respaldo Antes de instalar un respaldo a una vige doble, / Podrfan requeritse martille(31 clavos 10d adicionales a Is / refuerzos de soporle an membrana donde se ajustard at respaldo. los colgadores.Was Is Remache cuando sea posible.Instals at ;3 Figure FIB) respaldo bion ajustado a la pparte superior del / reborde.Use(10)clavos 1Od,rem achados .. cuando sea posible. Bloques de respaldo* / Bloque de respaldo a ambos Vigs Prolundidad de Is vige Material Profundidad �3e lados de Is membrane. GPI 20 98",116" Y" 6%^ I GPI 40 9W,11 F,14" N",B 6 b",10'/," ' ° e i°+ " GPI 65, ��� W140,WI 80 96',116 14',16' /"+Y" 8% 86",10/,12Y" WI 80 11;5',14",16" 16"net 86',10%",12'b" `EI bloque dabs ser to suficientemerne largo para permilir at clevedo I n / ¢ a '-, '�" ( 4 D requerido sin rajarse.Le profundidad del respaldo dabs iguelar Is profundidad de Is vige menos 3-lA". F14 CONEX16N DE LARGUERO A VIGA Construcci6n de Wood I Beam"doble sag6n la Figura F11 + ,` (rellena de profundidad complete).Tamefio de bloqueo del r respaldo a mstalactdn seg0n Is Figure f13. t' colgadares Pere Requisites de clavado larguero de 14'(mixime) United Steel Products MSH 218 Mfnimo(12)clavos 10d on vigas dobles o 0 tiz6n LVL ssncillo o doble.Mfnimo Simpson Strong-Tie®THA 218 (4)clavos 10d x 1-12"en at larguero. Para largueros mayores a 14'a reacci6n de larguero mayor a 700 lbs.,[lame a G-P. Georgia-Pacific Corporation,septiembre 2003 7 Gula Residencial para Madera Aserrada Construida Detalles de piso F15 CONEXION DE VIGUETA A VIGA F16 CONEXION DE VIGUETA A VIGA,PASO BAJO A G-P Lem®LVLo Vigo Glulem Podrfan requerirse refuerzos de soporte Limina de soporte. Colgador de monteje de on los coigedares. La limina dehe ester care (Vee In Figure F18) pareja con la care Nota:Se pocirlon requerir interior de Is viga de refuerzos de soporte(vee acero. Is Figure FIB). Colgadores de montaje superior Colgadores < de monteje o superior' } ata d'unto para / el ad'unto de recurimiento "y de iso 'Las colgedoras Vigo de Acero B p spropiados de G-P Lam®LVLo montage de care Nota:Se requiere bloqueo de madera s6lida Vigo Glulam pueden sustituirse. de le viga do acero para colggedores de momaje de cera sobre viga de acero. 8 CONEXION VIGUETA A VIGA,PASO BAJO F18 REFUERZOS DE SOPORTE �Brecha(1/4"t) Revestimtento Podrfan requerirse s refuerzos de soporte on Remache los clavos tesado par los colgedoras.(Vee le 2 t cuando see posible APA®23/32 # Figure 18) 48124aborde W G-P aprobado r ? Vigo TemeBo Clevoa Madera cmdrechapede, 1 del relusrso limine de fibre Clavas 8d P , rp s s orierdede,o refuerzos GPI 20 /0''x2/e" (3110d ` u n =a 2x4 a cede gado an: s GPI 40 W'+Yz"x2°b/e" (3)10d Colgadores con % BPI 65 Y:"+Y:"X 266/x" (3)10d flavedo lateral G-P Lam*LVL WI 40 %"+Yi'x 2%" (3)10d Colgadores con «^� o viga glulam W 160 „ s ledos quo no /:+/� x 2/0' (3110d .1angen reborde .: W180 lYi'x 26/3"(min.) (3)12d superior do Vigo& , j. -Cortes de pica de EI ancho minimo del refuerzo es1P/, pdjaro Revestimiento tasado de 2-5/16". APA*o Sturd-I-Floor® a 2"t Vee Is Figure F7 para los requlsnos de Ajuste aprotado bloqueo. Colgador F19 BLOQUES DE PRESTON EN CARGAS CONCENTRADAS �Breche de F20 REFUERZOS DE MEMBRANA Cargo 1/16" concentrada desde arriba llsese cuando las cargos concentradas excedan los valores de la table de abajo. Instate refuerzos segOn Is 11 Figure F18- contra at rebords sd pper or y Is brecha inferior.Van iique to adecuado de Is viga para sobrellevar Is terga concentrada. Brecha de 1/4" Profundidad de viga Se requieren refuerzos de membrana de Was lea 390108 si Is cargo concemredo excede 9'h" 1120 Itis. 11%" 1420 lbs. Bloquee de manors s6lida todos los posses at soporte 14" 1500 lbs inferior con igual n6mero de bloques de presi6n 16" 1500 lbs 8 Georgia-Pacific Corporation,septiernbre 2003 Guia Residencial para Madera Aserrada Construida Detalles de viga volada Se requieren pansies de C1 VIGAVOLADA,SIN REFUERZO bloqueo de puenteo-x0Wood I C2 VIGA VOLADA,REFORZADA 8Beam"(vea Is Figura F2)an Revestimiento sencillo(Opci6n I) Para las cargos parmisibles de las vigas voladas y continuer pared/techo sabre viga volada, par 4'a coda lado del Area de Se requieren paneles do bloqueo depuenteo-x o Wood use Is table a Is izquierda,use el viga volada. I Beam1A1 Ives Is Figure F2)an lasvigasvolades y software FASTBeam a contacts continuarpor4'a coda[ado del Area de viga volada. a Georgia-Pacific. F *EI largo do r/! ` Is viga volada no puede exceder 1/4 del 2'-0" trema adyacente(Q. Revestimiento deAdem4s: Revestimiento de 23/32"tasado par a�° 23/32"tasedo APA*o tablera de gym A)Si el extremo of viga volada soporta par APA®o borde FiberStrong®. \ cargos de pared/techo,el largo mAximo de tablera de bards MAxima de 2'-0" Is viga volada as 2'-0". FiberStrong* \✓ Nota: LesvigB)Si no hay cargos colocadas on el extrema de Is viga Baemwesdeb od enI Nota:Se requiere tablera de borde FiberStrong®o revestimiemo tasado par APAdD de 48/24(fibre de care protegerse de Is volada,el largo mSxima de Is viga volada as 4'-0". horizontal)a un lado de Is viga.La profundidad dabs igualar Is profundidad complete de Is viga. imemperie. Para otras condiciones contacts a Georgia-Pacific. Cleve al reborde de Is viga con clavas 8d a(I"e.c. C3 VIGA VOLADA,REFORZADA WON DE CLAVADO DE REFUERZO DOBLE Revestimiento doble(Opci6n II) Se requieren paneles de bloqueo de puenteo-x a Wood I Beam(vee Is Figure F2)an las vigas voladas y Cleve can clavas 8d a 6"e.c.Compense of continuar por4'a coda lado del Area de viga volada. clavada an el lado opuesto del reborde para evitar rejaduras. (y r " Al .r �✓.rte, Revestimiento de 23/32"tasado par APA®a tablera de MAxima do 2'-0" �* 6'x borde FiberStrong®. _.x Nota:Se requiere tablero de borde FiberStrong®o revestimiento tasado APA148/24(fibre de care horizontal)an ambos Was de Is viga.La profundidad dabs igualar Is profundidad complete de Is viga.Cleve a los rebordes de Is viga con clavas 8d a 6"e.c. Compense el clavado a los lados opuestos del reborde para evhar rejaduras. La profundidad del bloque de C4 VIGA VOLADA,REFORZADA C5 VI GA VOLADA,CAIDA respeldo(Figure Fl3)dabs igualar a Is del bloqueo de Vigo doble(Opcibn III) relleno de profundidad complete Se requieren paneles de bloqueo de puenteo-x o Wood I Se requieren paneles do bloqueo de (Figura PI 0.Insta[e el respaldo Beam We Is Figura F2)an las vigas voladas y continuer puemeo-x a Wood I Beam Ives Is Figura F2) bion aiustado a Is parte inferior par 4'a coda lado del Area de viga volada. an las vigas voladas y continuer par 4'a coda del reborde.Clave con 2 files de a, lado de Area de viga volada. clavas 10d a 6"e.c.y remache. La pared de soporte de 1„ cargo no OSIS permitida. I 1 3 e " e 6 4'-0" Revestimiento de 23/32"tasado par APA®o tablero de 12" borde FiberStrong®. Mfixima de 2'-0" Nota:Bloquee juntos el largo comp[eto can Is profundidad complete del bloqueo de relleno.Vea Is Mlnimo de 2x8(disefiado par Se requieren paneles de bloqueo Figura Fit para el tamafio del relleno.Use 2 files de c[avos 10d a 12"e.c.deeds coda lado; otros)clavados al bloque de p19 an las vigas voladas y continuer compense el lado opuesto clavando s 6"ex.Para anchos de reborde mayores a 212",use 3 respaldo y Is membrane con 2 \ par 4'a coda lado del Area de viga files de c[avos 10d a 12"e.c.desde cede lado;compense el lado opuesto del clavado a 6"B.C. files de clavas 10d a 6"ex.y volada. Remache los clavas cuando sea posible. remachados cuando sea posible. Georgia-Pacific Corporation,septiembre 2003 9 Guia Residencial para Madera Aserrada Construida Detalles de plomeria Pt ESPACIADO DE VIGA DEBAJO DE LA PARED DE PLOMERfA Paralela a la pared Espaciado de viga Vigo Par*d2x4 Parad2x6 Soportedo GPI 20 5Y" 7%" no cargo solamente Series 40,60 y 65 6" 8" W 180 — p, 91, /o II �Y O I--I Trace elmensl6n Cade tercer viga puede move roe haste 3"para eviter interferencia con la plomeria PLA PLOM RIDE VIGA DEBAJO DE II Q o bafiere andba A. _ Cada tercer viga puede moverse haste 3" para eviter interferencia con la plomer(a 10 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida 6 Detalles de techo R1 CONEX16N DE CRESTA A VIGA R2 EXTREMO SUPERIOR,SOPORTE SOME PARED Inclinacf6n mAxima de 12/12 Panel de bloqueo Wood I Beam'",puenteo-x, revestimiento de 23/32"48/24 tasado porAPA®,o Apretadera"KANT-SAG® profundidad apropiada de tablero de borde LSTI22 o SIMPSON LSTA21 FiberStrong®como cierre continuo.Vea las con(16)clavas 10d x 1-1/2" Colgador de •• •� Figures F2,F5 y F7. inclinaci6n ajustable(Vea Is pAgins 16) .i •• a 6 C' ° I Refuerzo sesgado ; II de soporte a coda ° I lade(vee Is Figure F18) Viga de cresta (G-P Lam*LVL o Glulam) Siga Is Figure Ft pare el Siga Is Figure F1 pare el clavad0 clavado sobre le IAmina de sobre Is(Amina de soporte. "Apretadere requerida pare viga de 16"de soporte.Podrfan requerirse Podrfan requerirse conexiones profundided o elementos con inclinaci6n de L6mina de madera sesgada o conex[ones adicionales de adicionales de levantamiento. 7/12 o mayor. conector de inclinscidn variable levantamiento. R3 VIGAS SOME LA VIGA DE SOPORTE DE CRESTA R4 CORTE DE PICO DE PAJARO S610 on el extremo inferior de Is vige. Cuadrado de madera cantrachepada de 3/4"x 2'-0"(co[ecar Is fibre horizontal)a code lado con(12)clavos 8d remachados o spretadera can(16)clavos 10d x 1-1/2" aplicados al reborde superior segOn Is Figura Rt. Panel de bloqueo Wood 1 Refuerzo de ; Beam Ives Is Figure F2). soporte a cede ' lado Was Is 't Figure 138) f . y 1? + L6mina doble da madera Alero opcional de sesgada. 2'-0"(mAx.l Siga Is Figura F1 pare el Panel de bloqueo Wood I Beam o clavado sobre is IAmina de G-P Lam LVL o Siga Is Figura F1 pare el clavado soporte.Podrfan requerirse viga de soportpuenteo-x Ives e sobre Is[Amine de soport@ . conexiones adicionales de glulam. la Figura F2) Podrfan requerirse conexiones Tale le Wood I Beam para suministrar levantamiento. adicionales de levantemiento. soporte completo al reborde de abajo. R5 VIGAS EN LAMINA SESGADA R6 CORTE DE PICO DEPAJARO S610 on el extremo inferior de la viga Refuerzo de soporte a coda lado Ives Is Panel de bloqueo Wood I Beam Figura R8) t o puenteo-x(vee Is Figura F2). s � s t Bloque de 2x4 pare adherirfachada Puenteo-x o pansies de La longhud de viga vo[ada no puede 0.1 1.6mina sesgada bloqueo Wood I Beam. exceder 1/4 del tramo adyacents(LI. Jam continua o Siga Is Figura F1 para el Verifique el use de puenteo-x Siga Is Figura Ff para e1 clavado sobre la conector de clavado sabre is[Amine de con el c6digo local. [Amina de soporte.Podrfan requerirse altura variable. soporte.Podrfan requerirse 2'-I m6x. Quo no exceda 4'-0 conexiones adicionales delevantamiento. " conexiones adicionales delevantamiento. Georgia-Pacific Corporation,septiembre 2003 �� Guia Residencial para Madera Aserrada Construida Detalles de techo R7 APERTURA DE TECH 0,COLGADORES DE MONTAJE DE CARA R8 REFUERZO DE SOPORTE DE CORTE SESGADO Corte on sesgo el refuerzo de soporte pare emparejor to inclineci6n del techo.Vea la Figgura F18 para informaci6n sabre adhesi6n. Podrfan requerirse refuerzos olre de montaje dca e c de soporte.(vas Is Figura F18) do x Viga-I a G-P Lam®LVL Bloque e sesgadodo respeldo Figure are (vee Is G-P Lam®LVL Sia la Figure Sipe la Fi Ft el ,N. A g F1 pare at 9 P figura F13) o viga doble clevado sabre Is Igmine de Col odor de clevado sabre Is limina de gg Ives le Figure Inaus a ble soporte.Padden requerirse soporte.Podrfan requerirse ajusteble F11) canexiones edicionales de canexiones edicionales de levantamiento. levantamiento. R10 EXTENSIONES OPCIONALES DE ALERO R11 ALERO PARALELO A LA VIGA Puede usarse can les Figures R4,R5 y R6(ExtremUn 2x4 clevado at lade del a B reborde superior con clavos de inferior solemente.) caja 10d a 8"e.c.Caloque un L taco cortado de 20 sabre Is Siga Is Figure F1 limina,debalo del alero de para el clevado 2x4.Corte on sesgo pare Cuando L exceda el especiedo sabre Is limina Refueaa de emparelar Is de to viga,podrtrequerirse L(2'-0"mix.) de Saporta. inclineci6n del techo. doble viga. P soporte a Cada Podrfan lado.(vea Is requerirse Figure F18) canexiones edicionales de levantamiento. ADetenga r' Is viga Wood l a Beam"an Is Imes de Ia 1 Perille exterior da 2x4 pared y extienda el Corte de tajada alrededor del reborde superior con un 2x4. .I reborde superior de le P 2x4 �+. viga Wood I Beem.Cleve Sostenge Is extensi6n con un F can clavas 8d le parte 2x4 clavedo a Is membrana de Is p m' inferior da la limina y el viga con dos files de clavas 8d re inferior superior. remachados a 8"e.c.Asegure Is Puenteo-x a panel de extensi6n del reborde a un soporte de ?, bloqueo Wood I Beam, Siga Is Figura F1 para at clevado 2x4 con clavas 8d a 8"e.c. 0%a Verifique el use de sabre Is lAmina de soporte. Pared con extrema de aguil6n k puenteo-x con el c6digo Podrian requerirse canexiones local. adicianales de levantamiento. Tramos de subida inclinada y cortes de longitudes para techos inchnados Profundidad do viga PG\bN Factor de BY 11%,, 14" 16" Inclinaci6n inclinaci6n Catdidad longitudinal a incremerlter para Corte de plomade(Lp on pies) PG�Oe addeJ` N en 12 1.02 0.17 0.21 0.24 0.28 Vrx� eto4�nd`a o 3 an 12 1.03 0.20 0.25 0.29 0.33 m 3%an 12 1.04 0.23 0.29 0.34 0.39 8 4 in 12 1.05 0.26 0.33 0.39 0.44 � 4%on 12 1.07 0.30 0.37 0.44 0.50 5 an 12 1.08 0.33 1 0.41 0.49 0.56 Lh 6 an 12 1.12 0.40 1 0.50 0.58 0.67 Lh x FACTOR DE INCLINACION+Lp(en pies) 7 on 12 1.16 0.46 0.58 0.68 0.78 8 an 12 1.20 0.53 0.66 0.78 0.89 EJEMPLO: 9 on 12 1.25 0.59 0.74 0.88 1,00 Inclinaci6n de 7/12 y tramo horizontal de 20'-0",alero(horizontal)de un 10 an 12 1.30 0.66 0.83 0.97 1.11 extremo de 2'-0" 11 on 12 1.36 0.73 0.91 1.07 1 22 22'x 1.16=25.52'subiendo la inclinaci6n Si se va a usar Lina viga de 14",agregue 0.68 pies. 25.52+.68=26.20' 12 on 12 1.41 0.79 0.99 1.17 1.33 .2 x 12"=2.4"o aproximadaments 21/2" L=26'-21/2' 12 Georgia-Pacific Corporation,septiembre 2003 { Guia Residencial para Madera Aserrada Construida Ubicacion de agujeros para vigas GPI de tramo simple o multiple (� NINE No perfore ni corte los rebordes. dimensl6n Vea la dimensl6n detrazo --� .—nota N4--�; :4 detrazo —> La dimension de trazo as la distancia minima desde la care interna de soporte haste la orilla mis cercana del agujero. Ihoiundidad Trane despelado Dil;metro de aguiero redondo de lavige de viga 2" 3' 4" 5" 6" 6y, T' a" e$" 10' 0'-6" 0'-6" 1'-0" 2'-0" T-0" T-6" 12' 0'-6" 1'-0" 2'-0" T-6" 4'-6" 5'-0" 9%" 14' 1'-0" T-0" T-0" 4'-6" 5'-6" 6'-6" 16' 1'-0" 2'-0" T-6" 5'4" 6'-6" T-0" 18, 1'-6" T-0" 4'-6" 6'-0" T-6" 8'-6" 20' 0'-6" 0'-6" 1'4" T-0" 5'-6" 7'-0" 12' 0'-6" 0'-6" 1'4" l'-0" 2'-0" 2'-6" T-0" 4'-0" 5'-0" 14' 0'-6" 0'-6" 1'-0" 2'-0" T-0" T-6" 4'-0" 5'-6" 6'-6" Qet 16' 0'-6" 1'-0" 2'-0" T-0" 4'-0" 5'-0" 5'-6" 6'-6" T-6" Se 11%' 18' 0'-6" 0'-6" 1'-6" T-0" 4'-0" 5'-0" 5'-6" T-6" 8'-6" "C% 20' 0'-6" 1'-6" T-0" 4'-0" 5'-6" 6'-6" T-0" 9'-0" 22' 0'-6" 0'-6" 1'-6" 3'-0" 5'-0" 5'-6" 6'-6" 8'-6" 10'-0" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 4'-0" 5'-0" T-6" 9'-6" fjemplo abajo 10' 0'-6" 0'-6" 1'-0" 1'-0" V-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 3.-6..- 12' '-6"12' 0'-6" 0'4" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" T-6" T-6" 3'-6" T-0" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-6" 2'-0" T-0" 3'-6" 4'-0" 5'-0" 6'-6" 16' 0'-6" 0'-6" 1'-0" 1'-0" 2'-0" T-6" T-0" 4'-0" T-0" T-0" 6'-6" 18' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 4'-6" 5'-6" 5'-6" T-0" 8'-6" 14" 20' 0'-6" 0'-6" 1'-0" 1'-6" T-0" 3'-6" 4'-0" 5'-6" 6'-6" 7'4" 8'-6" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" T-0" 5'-0" 6'-0" 6'-6" 8'-6" 10'-6" 24, 0'-6" 0'-6" 1'-0" 1'-0" T-0" T-6" 4'-6" 6'-0" T-6" 8'-0" 10'-0" 26' 0'-6" 0'4" 1'-0" 1'-0" 1'-6" 2'-6" T-6" 5'-6" T-0" T-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" 1'-0" V-0" 1'-0" T-0" 3'0" 5'-6" T-0" T-6" 10'-0" 12'-6" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-6" T-6" 3'-6" T-0" 6'-0" 16, 0'-6" UF 1'-0" 1'-0" 1'-0" 1'-0" 1'.0" T-0" 2'-6" 2'-6" 4'.0" T-0" 6'-6" T-6" 18' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" V-0" 1'-0" 1'4" 2'-6" 2'-6" 4'-0" 5'-6" 7'4" 8'4" 20' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" T-0" 3'-6" 4'-0" 5'-6" 7'4" 8'-6" 16" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'4" 1'-0" 1'-0" 1'-6" 2'4" T-0" 4'-6" 6'-6" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'-0" 6'-0" 8'-0" 10'-0" 26' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-0" T-0" 5'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" 1'-0" 1'-0" 1'4' 1'-0" 1'-0" 2'-6" 4'-0" 4'-6" 6'-6" 9'4" 11'4" 30' 0'-6" 0'-6" 1'-0" 1'-0" V-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'-0" 6'-6" 9'4" 11'-6" 14'-0" 32' 1 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-6" 5'-0" 5'-6" 8'-0" 10'-0" 12'-6" 15'-6" NOTAS: 5.Se debe permitir un grupo de agujeros redondos aproximadamente an la misma 1.Las ubicaciones para agujeros est6n basadas on los peores casos de condiciones de localizaci6n si cumplen con los requisitos de un agujero redondo individual tramo simples y m6ldples con cargos uniformes de pilo de 40 LPC de carga viva y 10 circumscrito a su alrededor. a 20 LPC de cargo muerta,tramos de la p6gina 3. 6.Para vigas con m6s de un tramo,use el tramo m6s largo para determiner la 2.Los agujeros no mayores a 1.5"an di6metro pueden colocarse an cualquier lugar de ubicaci6n del agujero an cualquier tramo. la membrana,pero el agujero debe ester espaciado a una distancia horizontal 7.Todos los agujeros presentados an esta table pueden ester colocados verticalmente despejada minima de 2 veces su di6metro(pero no menos de 1")de cualquier an cualquier lugar de la membrana;se debe mantener una distancia despejada de agujero adyacente. par to menos VB"desde la orilla del agujero haste la superficie interior del reborde 3.Para agujeros mayores de 1.5"de di6metro,distancia despejada minima entre m6s cercano. a) dos agujeros redondos as 2veces el di6metro del agujero mayor EJEMPLO: b) un agujero redondo y un agujero rectangular es la mayor de 2 veces el di8metro Determine la localizaci6n permisible de un agujero redondo de 9"an una viga GPI de 14"de profundidad qua se expande 20'. del agujero o dos veces el ancho del agujero rectangular En la table de la columna izquierda,encuentre 14"de profundidad de la viga, 4.Para agujeros m6ltiples:La distancia despejada entre los agujeros debe igualar o mu6vase hacia la derecha y encuentre 20'an la columna de tramo de viga y exceder dos veces el di3metro del agujero mhs grande,o dos veces el lado m6s mu§vase a trav6s de la table para cruzarse con la columna de agujero redondo de largo de un agujero rectangular. 9".La localizaci6n m6s cercana permisible para cualquier soporte as T-0". Georgia-Pacific Corporation,septiembre 2003 13 a Gula Residencia) para Madera Aserrada Construida Localizado'n de agujeros para las vigas Wl de tramo simple o multiple No perfore ni corte los rebordes. o dlmensldn Yea la dlmensl6n E de trazo nota#4—. — de trazo —> La dimension de trazo as la distancia minima desde la care interna de soporte hasta la orilla mss cercana del agujero. Prolundidad Tramo despolado Di$metro de agujero redondo de la Vigo de viga 7' W 4" 5" 6%11 7" all OW, 9" 10" t0Y" 11" 12" 12%" 10' 016" 1'-0" 1'-6" 2'-6" M" 12' 0'6" 1'-6" 2'-6" 3,6" 5'-0" 14' 2'0" T.0" 4'-0" 5'-0" 64" 9%" 16' 2'0" 34" 4'4' 54" 6'-6" 18' 2'0" 3'0" 4'0" 5'6" 7'-0" 20' 1'-0" 26" 4T' 5'6" 7,6" 12' 0'6" 1'-0" 1'-0" 14" 2'-6" 3'0" 4'0" 4'6" Se 14' 0'-6" 1'-0" 1'-6" 2'-6" 3'6" 4'-6" 5'6" 6'0" 16' 0'6" 1'6" 2'6" 3'6" 5'0" 5'6" 6'6" 7'-0" 18' 2'0" 3'0" 4'0" 5'0" 610" TO" 8'011 8'611 11%" 20' 2'0" 3'0" 4'4" 5'-0„ 6'6" 7'0" 84" 9'0" 22' 2,0" 36" 4T' 5'6" 7,6" 84' 9'6" 10'-6" 24' 2'-6" 4'0" 5'-0" 6'-0" 84" 8'-6" 10'0" 111-0" 26' 1'-6" 3t.0" 44" 5'-6" 7'-6" 8'-6" 10'0" 111-011 28' 04" 1'-0" 2'0" 4'-0" 641 7'6" 9'6" 11'-0" Ejemplo abajo 12' 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 1'-6" 2'6" 2'-6" 34" 4'-6" 14' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 2'0" 3'-0" 3'-6" 4'0" 5'-0" 6'0" 16' 0'-6" 1'-0" 1'-0" 1'-6" T-15" 34" 4,0" 5'-0" 5'0" 6'0" 7'0" 18' 0'-6" 1'-0" 1'-6" 2'-6" 34" 4,6" 51" 6'-0" 6'6" 7'-6" 8t.6" 20' 0'6" 1'-0" 1'-6" 2'--6" 3'-6" 4'6" 54" 6'-0" 6'6" TV 8'6" 14" 22' 0'6" 1'-0" 1-6" 2,-6" 4'0" 5'0" 6'6" T6" TV 9'-0" 10'0" 24' 0'6" 1'-6" 2'6" 4'-0" 5'-6" 6'6" 74" 8'6" 9'0" 10,0" 11'-6" 26' 0'6" 2'0" 3'0" 4'6" 6'0" 7'0" 8'-6" 910" 94" 11'-0" 12'0" 28' 0'6" 1'-0" 2'6" 4'0" 610" 7'-0" 8'6" 9'6" 10'0" 11'-6" 13'0" 30' 0'6" 1'-0" 1'-0" 1'-6" 3'-6" 4'6" 6'6" 810" 910" 11'-0„ 12'6„ 32' 0'-6" 1'-0" 1'-0" 1'-6" 4''-0" 5'0" 7'-6" 8'-6" 9'6" 11'6" 13'-0" 14' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 1'-6" 1'-6" 2'-0" 3'0" 3'6" 4'-0" 5'-0" 6'0" 16' 0'-6" 1'-0" 1'-0" 1'-6" 1'4" 1'-6" 2'-0" 3'-0" 3'-0" 4'0" 5'-0" 5'-0" 6'-0" 7'-0" 18' 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3'6" 44" 4'6" 54" 6'-0" 6'-6" TV 8'-6" 20' 04" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3L6" 4,0" 4'6" 5'6" 6'-0" 6'6" 7'6" 8'6" 16" 22' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 2'6" 4'0" 4'6" 5'0" 6'6" 7'-6" 7'6" 910" 104" 24' 0'6" 1'-0" 1'-0" 1'-6" 3'0" 3,6" 5'-0" 6'-0" 6'-6" 7'-6" 8'6" 9'-0" 10,0" 11'6„ 26' 0'6" 1'-0" 1'-0" 1'-6" 3'6„ 4'6" 5'6„ 6'6" 7'0" 8'0" 9'0" 9'-6" 10'-6" 12'0" 28' 0'6" 1'-0" 1'-0" 1'-6" 3'-0" 44" 5'6„ 6'6" 7'0" 8'6" 9'6" 10'0" 11'6" 13'-0" 30, 0'6" 1'-0" 1'-0" 24" 4'0" 5'0„ 6'6" 8'-0" 81.0" 10'0" 11'-0" 11'-6" 134" 14'6" 32' 0''-6„ 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 4'-0" 5'0" 6'-0" 8'-0" 9'6" 10'0" 12'-0" 13'6" 34' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 3'0" 5'0" 6'6" 7'0" 910" 11'-0" 11'-0" 13'0" 15'0" NOTAS: localizaci6n si cumplen con los requisitos de un agujero redondo individual circumscrito 1.Las ubicaciones para agujeros estan basadas on los peores casos de condiciones de a su alrededor. tramo simples y muttiples con cargos un'dormes de piso de 40 LPC de cargo viva y 10 o 20 6.Para vigas con mos de un tramo,use el tramo mos largo para determiner la ubicaci6n LPC de cargo muerta,tramos de la pagina 3. del agujero an cualquiertramo. 2.Los agujeros no mayores a 1.5"an diametro pueden colocarse an cualquier lugar de la 7.Todos los agujeros presentados on esta table pueden estar colocados verticalmente an membrana,pero el agujero debe estar espaciado a una distancia horizontal despejada cualquier lugar de la membrana;se debe mantener una distancia despejada de por Io minima de 2 veces su diametro(pero no menos de 1')de cualquier agujero adyacente. menos V8'desde la orilla del agujero haste la superficie interior del reborde mos 3.Para agujeros mayores de 1.5"de diametro,distancia despejada minima entre cercano. a) dos agujeros redondos as 2 vaces el diametro del agujero mayor EJEMPLO: b) un agujero redondo y un agujero rectangular as Is mayor de 2 veces el diametro del Determine la localizaci6n permisible de un agujero redondo de 9"on una Vigo WI agujero o dos veces el ancho del agujero rectangular de 14"de profundidad quo tiene expansiones multiples de 16'y 20'. 4.Para agujeros m6l iples:La distancia despejada entre los agujeros debe igualar o En la table de la columna izquierda,encuentre 14"de profundidad de Ia viga, exceder dos veces el diametro del agujero mos grande,o dos veces el lado mos largo de mu6vase hacia la derecha y encuentre 20'en la columna de tramo de viga y un agujero rectangular. muevase a trav6s de la table para cruzarse con la columna de agujero redondo de 5.Se debe permitir un grupo de agujeros redondos aproximadamente an la misma 9".La localizaci6n mos cercana permisible para cualquier soporte es 6'-6". 14 Georgia-Pacific Corporation,septiembre 2003 Guia Residencial para Madera Aserrada Construida Que hacer y no hacer en la instalacion NO HAGA ESTO HAGA ESTO No corte o taje rebordes (excepto cones de pico de pSjaro an los detalles del techo R4 y R6.) NO HAGA ESTO HAGA ESTO x No infrinja Ins reglas de Is table de agujeros. o*—(Vea las tables do orificlos an las—10� pAgines 13 y 14) NO HAGA ESTO HAGA ESTO No hags cortes de pico de p8jaro on Is parte inferior del reborde de ,k extrema superior del par. Cufla continua o Vi 9 a de a o o sujetador aprobado P y k" Viga de apoyo Wood I Beam'm Wood I Beam (Refierase a la Figura R2.) NO HAGA ESTO HAGA STO o HAGA ESTO No cuelgue vigas Wood I Tablero 4 ° Colgedor •• Beam del reborde superior o de borde •;r'. r Is membrane. NO HAGA ESTO HAGA ESTO o HAGA ESTO __ _ Par —— — Qat Extienda el recubrimiento do piso Pg� hacis Is care exterior de Is pared No haga cone sesgado de Se requiere bloqueo Viga MAX x114 de le care interior de le pared Wood I Beam a tablero de borde FiberStrong® an el soporte para apoyo lateral Colgador Georgia-Pacific Corporation,septiembre 2003 15 Guia Residencial para Madera Aserrada Construida 3 Detalles de soporte G-P Lam° LUL Conexion Soporte sobre Soporte sobre de viga a viga columna de madera columna de acero 0 ao AsegOrese qua la capacidad del Verifique el area requerida de soporte y la capacidad de la columna de apoyo colgador as apropiada para cada para proveer resistencia adecuada.Se podrian requerir laminas laterales. aplicaci6n.Los colgadores deben ser Consulte al disenador correspondiente.Vea la table an la pagina 19 para instalados apropiadamente para sugerencias sobre topes de columnas. lograr la maxima capacidad. Ranura de viga an Soporte sobre Soporte para tizon pared de masoneria pared exterior de puerta o ventana ys x £ 4 � ype Evite el contacto directo de la G-P Lam Evite el contacto directo de la G-P Lam LVL con el concreto.Consulte el LVL con el concreto.Consulte el c6digo local de construcci6n para los c6digo local de construccion para los requisites. requisites. Soporte de cadera Soporte de cadera Corte/Tajado de extremo inferior de extremo superior de asiento La viga de cadera debe apoyarse La viga de cadera debe apoyarse EI corte de asiento no debe extenderse completamente sobre una lamina o poste. sobre un poste o an un colgador u otra mas ally de la cara interior de soporte. EI corte de asiento no debe extenderse conexi6n apropiadamente disenada. No taje las vigas an el soporte. mas ally de la care interior de soporte. Para recomendaciones de aseguramiento para elementos G-P Lam LVL de multiples piezas,vea las paginas 17 y 18. 16 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida Notas generales para elementos G-P Lam° LVL de piezas multiples 1. Las filas superiors a inferiores de los conectores deben ester a 2"de la orilla. 2. Los agujeros de los pernos deben ser del mismo diametro qua el perno.Cada perno debe Ilegar a ocupar el grosor completo del elemento.Use arandelas debajo de la cabeza y la tuerca.Se pueden user pernos de transporte,Pero la porci6n exterior de la cabeza no puede estar salida mos ally del emparejamiento con la care exterior del elemento LVL. 3. Para elementos de tres piezas adheridos con clavos o tornillos,la adhesion especifica as desde coda lado.Escalone los sujetadores desde lados opuestos la mitad del espacio del sujetador para evitar rajaduras. 4. Para minimizer la rotaci6n,los elementos de 7"de ancho solo se deben usar cuando se aplican cargos a ambos lados,o completamente al frente de la parte superior del elemento. 5. Los elementos de 7"de ancho,sin importer su profundidad,deben adherise usando pernos o tornillos. Recomendaciones de suj ecion para elementos cargados por encima y de piezas multiples La referencia de conexi6n(A,B,C,etc.)se refiere al patron de sujeci6n on la pagina 18. Profundidad del miembro Elemento de piezas multi les de 31/2"-5'/d'de ancho Elemento de Piezas multi les de T'de ancho 9'/a"-11'/8" 2 filas de clavos 16d a 12"e.c. 2 filas de pernos de 1/2"a 24"e.c. (patr6n A) (patr6n C) 0 14"-18" 3 filas de clavos 16d a 12"e.c. 2 filas de tornillos para madera de '/a"x 6"a 24"e.c. (patr6n B) (vea la nota 3 en la pagina 18) r - �� t v u Pared del mismo grosor al de la lamina G-P Lam LVL de piezas multiples y centrada sobre la viga.La viga LVL de piezas multiples no debe ser colocada directamente debajo de Paredes de Soporte de viga completamente a plomeria.Las vigas LVL no se deben tajar o perforar,excepto troves del tope de la viga de pietas segiin se indica en las paginas 16 y 19. multiples. Podrian resultar condiciones de tope cargado de las Figures de viga-I similares a F9,F10 y R3.En las Figuras F9 y F10,la pared de soporte puede ser reemplazada con lamina G-P Lam LVL de piezas multiples de tamano apropiado. Georgia-Pacific Corporation,septiembre 2003 17 Guia Residencial para Madera Aserrada Construida Recomendaciones de sujecion para elementos de carga lateral y piezas multiples Refierase a las notas generales an la p5gina 17. Las vigas de piso deben adherirse con colgadores metalicos aprobados.Las cargos laterales concentradas de conexiones de viga a viga podrfan requerir consideraci6n adicional;contacte al suministrador de productos de madera aserrada construida GP. Patrons de sujaciiSn Claves Pernos Tornillos' A' B' C' D' F3 Pa 2 files 3 filas 2 filas 2 files 2 filar 2 filas de clavo comun 16d de clavo comun 16d de pernos de 72" de pernos de'/=' de tornillos do W'x T/d' de tornillos do'A"x 3'/d' a 12"e.c. a 12"ex. escalonados a 24"e.c, a 12"ex. escalonados a 24"e.c. a 12"ex. 1. Los tornillos son United Steel Products de la serie WS o Simpson Strong-Tie de la serie SDS instalados seg6n recomendaciones del fabricante. 2. Escalone cada fila de sujetadores a 12". 3. Cuando se usan tornillos an la adhesi6n de elementos para former una viga de 7"de grueso: a)la adhesion especffica as de coda lado(escalone los tornillos desde los lados opuestos a la mitad del espaciado del sujetador para evitar rajaduras),y b)los tornillos deben ser de 6"de largo,a menos quo el elemento central sea de 3-1/2"de grueso. Clavos Pernos Tornillos 00 A(Clavos)o f(Tornillos)= B(Clavos)= C(Pernos)o f(Tornillos)_ Dos filas a 12"E.C. Tres filas a 12"E.C. Dos filas a 24"E.C. 24" bo aha a 1 Las cargos laterales concentradas Lamina G-P Lam LVL de piezas multiples de Podrian resultar condiciones de carga podrian requerir pernos adicionales. carga lateral. lateral de las Figures de viga-I similares a Para mos informaci6n,contacte al F15A,F16,F17 or R1. suministrador local de madera aserrada construida GP. 18 Georgia-Pacific Corporation,septiembre 2003 ! Guia Residential para Madera Aserrada Construida Aguj eros permisibles en lamina G-P Lam' LUL Espaciado de a'(mfn.) entre agujeros,tfpico. MSximo de tres G-P Lam®LVL a aguieros por tramp. Age glulam i Aguiera(s)redondo(s)de mSximo de 1" i I 1I IN Q §; 1t ars 1001 ' •I , Q trema de 1/3 tramp medio de 1/3 I trema de 1/3 NOTAS: 1. El(Los)agujero(s)debe(n)estar localizado(s)a media profundidad y dentro del tramo medio de 1/3. 2. Diametro mhximo de 1"para agujero redondo.No se permiten aguieros rectangulares. 3. Use un espaciado mfnimo de W entre agujeros y no mSs de tres aguieros por tramo. 4.V6lidos solamente para vigas de cargo uniforms de tramo sencillo y multiple.No son v6lidos para sectiones de vigas voladas. 5. La profundidad minima de la viga as 9'/!'. No taje,perfore o torte G-P Lam LVL Conectores de viga a columna G-P Lam® LVL excepto tomo se muestra an esta publicaci6n. Cima de Capacidad" Ancho columna LbsA00a/o total Columna" Ancho Largo Ahura �) KCC44 15315 V" 4 x_Madera de VV 7" 4" I✓L KCC46 24065 3%" 6 x_Madera de 5%" 11" 6%" ° / o KCC48 24065 3'/:" 8 x_Madera de 7%" 11" 6%i' ° t ° o 0 KCC64 37815 5%" 4 x_Madera de 35/s" 11" 6'/:" H o KCC66 37815 5%" 6 x_Madera de 5%d' 11" 8%i' + ° KCC68 37815 5'/+" 8 x_Madera de 71/2" 11" 6%" ° o KCC84 60940 7" 4 x_Madera de 3`/e" 13" 8" KCC ° w� KCC86 60940 7" 6 x_Madera de 5%d' 13" 8" � KCC88 60940 7" 8 x_Madera de 7%i' 13" 8" ' L KLCC35-4 21000 3%i' acero de 4"de di6metro — 11'/:" 4" ' KLCC525-4 21000 5%" acero de 4"de di&metro — 11%i' 4" H KLCC7-4 21000 7" acero de 4"de di8metro — iiW, 4" "La capacidad as refiers a Is mhxime capacidad de Is time de columna USP. KLCC La suficiencia de Is columna a serverificada por otros. NOTA: i Los productos de madera aserrada construida GP podrfan permitir el crecimiento de moho si se exponen a ciertas condiciones,incluyendo humedad,enmohecimiento,condensaci6n,ague o condiciones mojadas.EI moho,alhena,hongo,alga,musgo,crecimiento bacteriano, decaimiento,pudrimiento o condiciones similares no son defectos de manufacture o del producto y Georgia-Pacific no asume responsabilidad e u obligaci6n por tales condiciones,sin importer la cause. EI usuario as responsable por la instalacidn apropiada de los productos de madera aserrada construida GP.Los productos deben ser instalados on estricts conformidad con las instrucciones de Georgia-Pacific y con todos los requisites aplicables de los c6digos de construcci6n y otras regulaciones.Ademas,sl no est6 cubierto especificamente por las instrucciones de instalaci6n o las ilustraciones detalladas de construcci6n de Georgia-Pacific,las productos deben ser instalados de acuordo con las practicas generalmente aceptades de diseno y construcci6n. Cuando instale productos de madera aserrada construida,el usuario tambien dobe considerar los efectos del clime y la geograffa local. Georgia-Pacific no garantiza ni as responsable por estructura terminada o sistema alguno on el quo los productos de madera aserrada construida GP puedan ser incorporados u otros componentes de construcci6n quo puedan ser usados con estos productos. Georgia-Pacific Corporation,septiembre 2003 19 Engineered Lumber Installation Guide Engineered forperformance G-P Lam'LVL Wood I Beam-Joists FiberStrong•Rim Board / \ r Wood 1 Beam"Joists :a —G-P Lam'LVL Wood I Beam"Joist G-P LaM LVL FiberStrong•Rim Board G-P Lam'LVL Wood I Beam"Joist G-P Lam'LVL When it comes to floor joists, rimboard, beams and headers, builders and contractors choose GP engineered lumber for many reasons. Today's residential building trends call for large, open spaces and high ceilings, creating a demand for products that provide higher strength and greater stability over longer spans. E D Georgia-Pacific engineered lumber provides the following benefits: •More open spaces •Quieter floors with less vibration •A flat, level, more stable floor system WOOD BEAM® •Environmentally responsible W I D E M A T T E R 5'" •Limited lifetime warranty For more information, call 1-800 BUILD GP G=P LAM® or visit www.gp.com/englumber. with Fib erGuard'" Georgia-Pacific FiberStron g Georgia-Pacific Corporation 1 55 Park Place Atlanta,GA 30303 1-800-BUILD-GP www.gp.com WOOD I BEAM is a trademark and the ENGINEERED LUMBER logo,the WOOD I BEAM logo,FASTSEAM,FASTOPT,FASTPLAN, FIBERSTRONG,G-P LAM,and TOUGH-PLV are registered trademarks of Georgia-Pacific Corporation.Windows is a trademark of Microsoft Corporation.APA and STURD-I-FLOOR are registered trademarks of APA-The Engineered Wood Association. 02003 Georgie-Pacific Corporation.All rights reserved.Printed in USA. 9/03 Lit.Item#127520. l I i f i i 3 i 1 1 1 1 I a 1 i i i i i i a i i I i a i i i I J I I r I 1 i i 1 Il j 3 1 aril it Door Florida$wilding Code Online hitp:Hfloridabuilding-org/Pr/Pr_app_dtl.aSPX?Parmn--WGEVXQwrDgt s Affairs SCIS Home Log in I Hot TopicSI Submit Surcharge: Stats& I Publications!. j 505 Si Mep, LInKs! Ste r Product Approval USlR; Public User Pro uc?Aonroval M n >product or Heli aeonSeArch>A29 iGOtinn idh>Application Datail FL# FL887 Application Type New Code Version 2001 Application Status Approved Comments Archived ` �1 Product Manufacturer Wayne-Dalton Corp. v" Address/Phone/Ernail 3395 Addison Drive Pensacola, FL 32514 (850)474.9890 wfrederick@wayne-dalton.com Authorized Signature Wendi Frederick wfrederick@wayne-dalton.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Small Category Exterior Doors subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who Jeffrey P.Arneson developed the Evaluation Report Florida License PE- 58544 Quality Assurance Entity Intertek Testing Services NA Inc Validated By Dole J. Kelley COPY I! E Certificate of Independence 601 Referenced Standard and Year(of Standard Year Standard) _ Alternate Materials and Methods 2001 ASTM E-330-90 1990 Cold-Formed Steel Construction 2001 Exterior Window and Door Assemblies 2001 Foam Plastics 2001 Steel 2001 Structural Tests and Inspections 2001 Wlnd Loads 2001 1 of 'd 698E ONi 1:07 PM NOO1S38 N01 : 1 9002 ' LI_' In-C y 1 Florida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.mpx?param=wCYF VXQwtbgt... Equivalence of Product Standards Certified By Sections from the Code 103.7 1606 1707.4 1707.4.3 2204 Chapter 17 Chapter 22 Chapter 26 Product Approval Method Method 1 Option D Date Submitted 11/03/2003 Date Validated 02/10/2005 Date Pending PBC Approval 11/04/2003 Date Approved 02/10/2005 Summary_of Products I FL* Model,Number or Name Description 887.1 8000/8100,#0105 :10'thru 16'wide. Design Pressure+36.67/-36.67 Limits of Use (See Other) Installation Instructions Approved for use In HVHZ: Verified By: Approved for use outside H'vH2: Evaluation Reports Impact Resistant. PTID-887-T0105P5.od Design Pressure: +/- PTID 887 T 0134.ndf Other:As Indicated in evaluation report and 7 T #P6. installation drawings. PTID T 0219 "-get 887 T Iadf PTID 887 T 0221 PS.gdf PTID 887 T 0 2 Za,25,.& PTID 887 T 0226 P3.odf PTID 887 T 0300 P2.odf PTID 887 T 0301 P2.gdf PTID 887 T 0303 P4.odf PTID 887 T 0304 P4.odf l PTID 887 T 0305 P3.odf PTID 887 T 8000 8100 Fxtencinn%Uinn Instruction.ndf PTLD 887 T 8000 8100 Post Instructions odf PTID 887 T 9100 9600 9900 Post Inst. pdf PTID 887 T Evaluation Report Ddf 887.2 8000/8100 #0134 17'thru 1S'wide. Design Pressure+18.50/-20.50 Limits of Use (See Other) Installation Instructions Approved for use In HVHZ: Verified By: Approved for use outside HVHxi Evaluation Reports Impact Resistant: Design Pressure: +/- Othen As indicated in evaluation report and installation drawings. 887.3 :8000/8100 40218 10'thru 16'wide. Design Pressure +16.00/-17.00 Limits of Use(See Other) Installation instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other:As Indicated In evaluation report and Installation drawings. 2of4 E ' d 698E' 0N NOO1S38 Wd9l l 9002 ' Irl^ 1�('61:07PM } rlor.da 19uilding Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE'VXQwtDgt... 887.4 ;8000/8100 Post#0219 10'thru 16'wide. Design Pressure+40.00/-44.500 its of Use(See Other) Installation instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ.- Evaluation Reports Impact Resistant: Design Pressure: +/- Other:As Indicated In evaluation report and installation drawings. 887.5 8000/8100 Post#0223 10'thru 16'wide, Design Pressure+22.00/ -24.60 Limits of Use(See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: :Evaluation Reports Impact Resistant: Design Pressure: +/- Other:As indicated in evaluation report and installation drawings. 887.6 8000/8100 Post#0303 17'thru 18'wide. Design Pressure+34.40/-38.30 Limits of Use(See Other) Installation Instructions Approved far use In HVHZ: Verified By: Approved for use outside MVMZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other:As Indicated In evaluation report and installation drawings. 887.7 8000/8100 Post#0304 Thru 9'wide, Design Pressure+31.00/-36.00 Llmlt$of Use(see Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: t/• Other:As indicated in evaluation report and Installation drawings. 887.8 8000/8100 Post#0305 Thru 9'wide. Design Pressure+46.00/-52.00 Limits of Use(See Other) Installation Instructions Approved for use In HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design pressure: +/ Other:As indicated in evaluation report and installation drawings. 887.9 9100/9600/9900 Post#0220 Thru 9'wide. Design Pressure+26,7D/-30.20 Limits Of Use(See Other) :Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant.- Design esistant:Design Pressure. +/- Other:As Indicated In evaluation report and installation drawings. 687.10 9100/9600/9900 Post#0221 10'thru 18'wide. Design Pressure+22.00/-24.60 Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: */ Other;As indicated in evaluation report and Installation drawings, 3 of 4 ,nn5 1:07 PM tr ' d 6988' 0N NOOIS39 Wd91 1 9004 ' 11,11 Florida Building Code Online http://florldabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt... 887.11 9100/9600/9900 Post#0226 Thru 9'wide. Design Pressure +46,00/-52.00 Limits of Use(See Other) Installation Instructions Approved for use in MVF4Z: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other As indicated in evaluation report and Installation drawings, 887.12 9100/9600/9900 Post #0300 10'thru 18'wide. Design Pressure+31.00/-33.10 Limits of Use(See Other) Installation Instructions Approved for use In HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure, +/- Other:As Indicated In evaluation report and installation drawings. 887,13 _ 9100/9600/9900 Post#0301 10'thru 18'wide. Design Pressure+40,00/-44.50 Limits of Use(See Other) installation Instructions Approved for use in HVHZ; Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure; Other.As indicated in evaluation report and installation drawings, ::aaek� Nutt] OCA Adrrllnistration Department of Community Affairs Florida Sudding Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florlda 32399-2100 (850)48Y-1824,Suncom 27Y-1824,Fax(850)414-8436 2000-2005 The State of Florida.All rights reserved.Cooyriaht and Disclaimer Product Approval Accepts: 4 of 4 i 1:07 PM 9 ' d 6988' ON NOO1S38 N91 : 1 9002 ' l h' Or Waynen WINDL OA SPE-CIFICA TION 0219 Da-ico MODEL: 8000/8100 APPROVED SIZES: STYLE: RAISED PANEL10'-0' MIN — 16'-0' MAX WIDTH x DESIGN PRESSURE: +40.00/-44.50 PSF 8'-0" MAX HEIGHT 21" MAX. SECTION WIDTH TEST PRESSURE: +60.00/-66.80 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS 13 GA HORIZ ANGLE OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE FLAG ANGLE i TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 054" HOR12 TRACK 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS (4) 1/4-20x9/16" +� I WITH OPTIONAL INSERTS, TRACK BOLT & (4) 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE 044" VERT TRACK PRESSURES. i i 4. TRACK TO HAVE A MINIMUM YIELD OF i 33 KSI A653 G-40 KEY LOCK OR SLIDE LOCK 5. OPTIONAL - .080" (MIN) ALUMINUM (SNE EACH ENO) �I LOUVERS WITH HIGH IMPACT STYRENE SLIDE LOCK SHOWN I / FRAME MAY BE LOCATED IN THE END FOR CLARITY PANELS OF THE BOTTOM SECTION. I e 6. KEY LOCK OR SLIDE LOCK REQUIRED. e LOCK MUST ENGAGE BOTH JAMBS. I 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE (3) UNIV. JAMB BRACKETS RESPONSIBILITY OF THE PROFESSIONAL OF FOR 8' HIGH DOORS AS RECORD FOR THE BUILDING OR STRUCTURE SHOWN. (2) UNIV. JAMB AND IN ACCORDANCE WITH CURRENT BRACKETS FOR 7' HIGH BUILDING CODES FOR THE LOADS LISTED DOORS. LOCATION OF i ON THIS DRAWING. JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK IS 8. SECTION STEEL TO HAVE A MINIMUM AS FOLLOWS: 7' HIGH DOORS THICKNESS .0175" (26 GA). BOTTOM BRACKET = 15-1/2"t2" i S. DOOR JAMB TO BE MINIMUM 2x6 TOP BRACKET = STRUCTURAL GRADE LUMBER. REFER TO 45-1/2"t2" JAMB CONNECTION SUPPLEMENT FOR 8' HIGH DOORS ATTACHMENT TO SUPPORTING STRUCTURE. BOTTOM BRACKET = 15-1/2"±2" a O 10. CONCRETE FLOOR TO BE 3-1/2" THICK INTERMEDIATE BRACKET = AND 2500 PSI MINIMUM. HOLE FOR POST 47-1/2"t2" oTOP BRACKET = 67"t2" BOTTOM BRACKET TO BE 5/8" DIAMETER x 3-1/2" DEEP. I I 5/16x1-5/8" LAG SCREW AT EACH JAMB BRACKET i Approved: 1/4-20x9/16" • Mark R. Borrow, P.E. TRACK BOLT & 3395 ADDISON DRIVE PENSACOLA. FL 32514 1/4-20 HEX I FLORIDA CERTIFICATION N0. 57389 NUT AT EACH I JAMB BRACKET Date: OOT/ON COQE., 0219 REV,- p6' 8000/8100 16' x 8' 1 OF 4 DESIGN PRESSURE.•f 40.00 —44.50 PSF 9 ' d 6988'oN NOOIS30 Wd9l : l 9002 ' Ll ' Inf WINDL OA POST REQUIREMENTS TOP PLATE �• EXTENSION (P/N 305205) i t, , TOP STRUT Au. i I i i ATTACHMENT (P/N 305206) ! o TOP LOCK PLATE (P/N 141092) DRILLING SE D � '� SELF DRILLING SCREWS (4) 5/16x1 5/8" LAG SCREWS (P/N 100292) i POST TOP POST DETAIL o POST i (2) 1/4-20 x 11/16" #8-32 WING NUT ' SELF DRILLING o (P/N 305211) SCREWS.: ,. a• :(2) 1/4-2001/16" :SELF DRILLING !SCREWS. J 1 d i � i• STRAP (P/N 307397) ( BOLT P/N 305210) SECTIONAL POST DETAIL (4) 1/4-20 x 11/16" _ 98-32 WING NUT SELF DRILLING (P/N 305211) �•.\SCREWS. �• (2) 1/4-2001/16" SELF DRILLING SEE PAGE 4 FOR SCREWS. i 4 \ W/NDL OA POST L DCA TION HALF HINGE (P/N 130352) 0O I i z #8-32 x 3 1/2" BOLT a (P/N 307529) STRAP (4) 1/4-20 x 11/16 POST, Approved: SELF DRILLING SCREWS. Mark R. Borrow, P.E. 3395 ADDISDN DRIVE PfL 325t� FLORIDA CER71fiCA7i0N NO.N0. 57 5738 ASSEMBLY (P/N 305327BOTTOM POST BRACKET 9 ) —••—•--� Date: BOTTOM POST DETAIL OPTION CODE' 0219 REV P='OESICIV 8000/8700 16' x 8' 3 OF 4 PRESSURE f 40.001—44.50 PSF 8 ' d 698£' ON NODIS30 U91 : 1 9002 ' LI ' Inf WINDL DAD POST REQUIREMENTS 50" 46" 46" SO"� 16 -0 26.5"'f^46"----1 23" 46.. ........ 26.5" I 49' I 46" I 49" i 23"—I 48,5"----{ 1 I0� 0» ® ® i FOR 14' AND 16' WIDE DOORS (2) 3" 80 KSI U—BAR FOR 10' AND 12' WIDE DOORS LOCATED AS SHOWN (4) JR. UNIV. 'A' FRAME (6) JR. UNIV. 'A' FRAME (P/N 270340) (P/N 270340) FOR 6' NIGH DOOR FOR 8' HIGH DOOR LOCATED AS SHOWN LOCATED AS SHOWN ON CENTER STILES ON CENTER STILES D FOR EACH POST LOCATION FOR EACH POST LOCATION (5) JR. UNIV. 'A' FRAME U—BAR (P/N 270340) FOR 7' HIGH DOOR LOCATED AS SHOWN (1) 3" 80 KSI U—BAR ON CENTER STILES LOCATED AS SHOWN FOR EACH POST LOCATION (4) JR. UNIV. 'A' FRAME (P/N 270340) FOR 7' HIGH DOOR LOCATED AS SHOWN ON CENTER STILES A—FRAME FOR EACH POST LOCATION INSTALL POST USING WINDL OAD POST INSTALLA TION Q INSTRUCTIONS (P/N 307330 a a Approved: Mork R. Barrow. P.E. 3395 ADDISON DRIVE PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 57389 Dote: OPTION CODE- 0219 REV. P6 8000/8100 16' x 8' 4 OF 4 DESIGN PRESS'URE.-f 40.001—44.50 PSF 6 ' d 6986' ON N031SH WdLl : l 9002 ' LI ' M A DOOR JAMB CONNECTION SCHEDULE. FOR 318" DIAMETER 1 LAGS THAT CONF-DRM TO ANSI /ASME STANDARD 818.2.1 1981 TENSION LOAD CAPACITY WOOD QUANYITY OF LAGS PER JAMB CONSTRUCTION SYP DOUG FIR SPF TOTAL DOOR LOAD PER SPECIFIC SPECIFIC SPECIFIC ?"N8 EXAMIIVEk LOAD LBS. JAMB(LBS.) GRA-0.55 GRA-0,46 GRA-0.42 REVIEWED FOP, 1000 500 3 3 3 CODE C OM PT-1MCE 1250 625 3 3 3 KEEP THIS PLAN ON 106 1500 750 3 3 3 1750 975 3 3 3 JUN 2 7 2001 2000 1000 3 3 3 2.7.50 1125 3 3 3 auildin & �,I/I ,� In r iWn UIV-Jaz"cl. 2500 1250 3 3 3 2750 1375 3 3 3 xamMrif ; r. 3000 1500 3 3 3 -+cenar t:°• - 3250 1625 3 3 3 3500 1750 3 3 3 ,�� k r a" +4 A 3750 1875 3 3 3 4000 2000 3 3 3 W k h = Y,4}�s�Sa, �oe�L4� �r�Sfa�c, 4250 2125 3 3 3 4500 2250 3• 3 3 Hof_I 4750 2375 3 3 4 5000 2500 3 3 4 66,�y, QnfSuy- 5250 2525 3 a 4 5500 2750 3 4 4 '1 5750 2875 3 4 4 6000 3000 3 4 4 6250 3125 3 is. 5 6500 3250 3 4 5 6750--- 3375• 3''-""" a �..... 7000 3500 4 5 5 7260 31925 4 3 5 7500 3750 4 5 5 7750 3875 4 5 6 8000 4000 4 5 6 8250 4125 4 5 6 8500 4250 4 5 6 8750 4375 a 6 6 9000 4500 4 6 6 9250 4625 5 6 7 9500 4750 5 6 7 9750 4675 5 6 7 10000 5000 5 5 7 1.BASED ON 318' LAG SCREW ASSUMING 2 1/2"MIN THREAD PENETRATION IN SEASONED WOOD, DRY USF-,(PRE-DRILLED) � 2.ANCHORS TO BE EVENLY'SPACED 9ETWIEEN THE READ$R AND THE FLOOR. 3,CHART IS BASED ON 6'6-MINIMUM AND 24'.0'MAX DOOR HEIGWT, 4.DESIGN VALUES CALCULATED AS PER ANSI I AFBPA NDS-1997 AND INCLUDES A 4 TO 1 SAFETY FACTOR S.DOOR JAMB TO BE 2X6 STRUCTURAL GRADE LUM9ER. (MIN) F.MINIMUM EDGE DISTANCE ImZ% 7,PREDRILL LAG HOLE5 TO PREVENT SPLITTING, 8. CALCULATION D RMIN FOR T FLORIDA BUILDING CODE,ASCE 7-98 AND TDI, A roved , W.S.Wilson P.Er Florida Certification No, 0046489 GeotVia CCRifitation No. 018319 North Carolina Certification No. 023836 Wayne D*I1on Carp_ 3395 Addison Drive Pensacola pl. Received Time Jul ll . 12: 52PM 01 ' d 6988' ON NOOIS39 WdL [ : l 9002 ' LI ' M Jai Apex Technology, Inc. 4745 Sutton Park Court,Suite 402 Jacksonville,FL 32246/904/821-5200 Evaluation reports are the opinion of the evaluation entity,based on the findings,and in no way constitute or imply approval by a local building authority. Ape:Technolgy,in review of the data submitted,finds that,in their 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 Apex Technology has reviewed the data submitted for compliance with the Florida Building Code, Apex Technology is not responsible for any errors or omissions to any documents, calculations, drawings, specifications,tests, or summaries prepared and submitted by the design professional or preparer of record who are listed in the Substantiating Data section of this report. REPORT NO.:WD200301 EXPIRES: November 18',2005 CATEGORY: Doors and Windows SUBMITTED BY: Wayne Dalton Corporation 3395 Addison Drive Pensacola, FL 32514 1.PRODUCT NAME Model 8000 Garage Door Model 8100 Garage Door Model 9100 Garage Door Model 9600 Garage Door Model 9900 Garage Door 2.SCOPE OF EVALUATION Structural Transverse Wind Loads 3. USES Model 8000/8100 and the Model 910019600/9900 garage doors are used as residential garage doors with specified allowable wind pressures. Page l of 5 Il ' d 6985' ON NODIS39 WdL1 : 1 9002 ' LI ' Inf 4. DESCRIPTION General: The Model 8000/8100 are sectional overhead garage doors and are constructed of galvanized steel sections with a two coat polyester finish. The doors are two-inch thick raised panel doors with tongue and groove sections. They are the same door with one exception. The Model 8000 is non-insulated, and the Model 8100 is insulated with 9/16- inch thick expanded polystyrene. The Model 9100/9600/9900 doors are sectional overhead garage doors and are constructed of galvanized steel sections with a two coat polyester finish. The doors are insulated with a foamed in place polyurethane foam that is chemically bonded to the steel sections. They are embossed with raised panel wood grain texture and have a flexible bulb shaped bottom seal. The hinges are factory installed low profile hinges. Model 6000 Model 8000 series garage doors are constructed of 26 gage ASTM A653-00 Forming Steel FS Type B, minimum yield of 33 ksi,with a finish equal to ASTM A525 made up of G-30 finish, covered with two coats of polyester paint with 16 or 20 gage end stiles and 20 gage steel center stile. Model 8100 Model 8100 series garage doors are constructed of 26 gage ASTM A653-00 Forming Steel FS Type B, minimum yield of 33 ksi,with a finish equal to ASTM A525 made up of G-30 finish , covered with two coats of polyester paint with 16 or 20 gage and stiles and 20 gage steel center stiles. The model 8100 is insulated with a9/16-inch thick expanded polystyrene board. Model 9100 Model 9100 garage doors are constructed of ASTM A653-00 Forming Steel CS Type B. minimum yield of 33 ksi,and poly backer,with a finish equal to ASTM A525 made up G-30 finish, covered with two coats of polyester paint with 20 gage and caps. The panels are insulated with a foamed in place polyurethane foam that is chemically bonded to each steel section to provide a composite section for added strength of the garage door panels. Model 9600 Model 9600 garage doors are constructed of G60 Facer and .008 G40 Backer ASTM A653- 00 Forming Steel CS Type B, minimum yield of 33 ksi,with a finish equal to ASTM A525 made up G-30 finish, covered with two coats of polyester paint with 20 gage end caps. The panels are insulated with a foamed in place polyurethane foam that is chemically bonded to each steel section to provide a composite section for added strength of the garage door panels. Page 2of5 it A 698E' ON NOLS39 U l : l 9002 ' LI ' Inr Model 9900 Model 9900 garage doors are constructed of G60 Facer and .008 G40 Backer ASTM A653- 00 Forming Steel CS Type B,minimum yield of 33 ksi,with a finish equal to ASTM A525 made up G-30 finish, covered with two coats of polyester paint with 20 gage and caps. The panels are insulated with a foamed in place polyurethane foam that is chemically bonded to each steel section to provide a composite section for added strength of the garage door panels. Wind Loads The Model 6000/8100 and 9100/9600/9900 were subjected to transverse load testing under ASTM E-330 and DASMA 0108. Allowable transverse wind loads are given in Table 1. Model 800018100 garage doors are braced on the inside of the doors with 2 inch U-bars running horizontally on each sectional panel and/or windload posts. Each series has several models with different configuration of U-bars and windload posts depending on the amount of windload resistance required. Each U-bar is made of 20 gage ASTM A663-00 Steel, minimum yield of 80 ksi with a finish equal to ASTM A525 made up of G-30 finish. Each windload post is made up of(2)3" Gage welded U-Bars,ASTM A653-00 Steel, min. yield of 80 KSI, with a finish equal to ASTM A525 made up of G-30 finish. The 9100/960019900 garage doors are braced with windload posts. Each series has several models with different configuration of windload posts depending on the amount of windload resistance required. Each windload post is made up of two(2)three-inch Gage welded U-Bars,ASTM A653-00 Steel, min.yield of 80 KSI,with a finish equal to ASTM A525 made up of G-30 finish. Door Track The Model 8000/8100 and Model 9100/9600/9900 garage door tracks are made from 18 and 17 gage steel,with a G-40 galvanized steel coating. 5. INSTALLATION General The Model 8000/8100 and Model 9100/9600/9900 garage doors are to be installed in accordance with the manufacturer's published installation instructions, engineering drawings,and this report. The manufacturer's published installation instructions and this report shall be strictly adhered to, and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govern if there are any conflicts between the manufacturer's instructions and this report. Allowable Transverse Wind toads The Design wind loads on the garage doors shall be determined in accordance with chapter 1606 of the Florida Building Code, and shall not exceed the allowable transverse wind loads shown in Table 1. Page 3 of 5 U ' d 698E' ON NOOIS39 N81 : 1 9004 ' LI ' Inr Table 1 Allowable Transverse Wind Loads Max Door Max Door Desi n Load Model Width Height Positive Negative Reinforcements Ft-In Ft-In s s 8000/8100-0105 9-0 14-0 36.7 36.7 U-bars 8000/8100-0218 16-0 14-0 16 17 U-bars 8000/8100-0134 18-0 14-0 18.5 20.5 U-bars 8000/8100-0304 9-0 8-0 31 36 U-bars and Wind Load Posts 800018100-0305 9-0 8-0 46 52 U-bars and Wind Load Posts 6000/8100-0223 16-0 8-0 22 24.6 U-bars and Wind Load Posts 8000/8100-0219 16-0 8-0 40 44.5 U-bars and Wind Load Posts 8000/8100-0303 18-0 8-0 34.4 38.3 U-bars and Wind Load Posts 9100/9500/9900-0220 9-0 8-0 26.7 30.2 Wind Load Posts 9100/9600/9900-0226 9-0 8-0 46 52 Wnd Load Posts 91001960019900-0221 18-0 8-0 22 24.6 Wind Load Posts 9100/9600/9N0-0300 18-0 B-0 31 33.1 Wind Load Posts 9100/960019900-0301 18.0 8-0 40 44.6 Wind Load Posts 6.SUBSTANTIATING DATA Test reports on transverse wind load under ASTM E330 and DASMA 108 for model 8000/ 8100-garage doors, as prepared by Wayne Dalton Corporation, are as follows: Report No. 0105 signed by W.S.Wilson, P.E, Report No. 0218 signed by W.S. Wilson, P.E. Report No. 0134 signed by W.S.Wilson, P.E. Report No. 0304 signed by W.S.Wilson,P.E. Report No. 0305 signed by W,S.Wilson, P.E. Report No. 0223 signed by W.S.Wilson, P.E. Report No. 0219 signed by W.S.Wilson, P.E. Report No. 0303 signed by W.S.Wilson, P.E. Test reports on transverse wind load under ASTM E330 and DASMA 108 for model 91001 9600/9900 garage doors, as prepared by Wayne Dalton Corporation, are as follows; Report No.0220 signed by W.S.Wilson, P.E. Report No. 0226 signed by W.S.Wilson,P.E. Report No. 0221 signed by W.S.Wilson, P.E. Report No. 0300 signed by W,S.Wilson, P,E. Report No. 0301 signed by W.S.Wilson, P.E. 7.CODE REFERENCES Florida Building Code 2001 Edition Section 103.7 Alternate Materials and Methods Section 1606 Wind Loads Chapter 17 Structural Tests and Inspections 1707.4 Exterior Window and Door Assemblies Chapter 22 Steel Section 2204 Cold Formed Steel Construction Chapter 26 Foam Plastic Page 4 of 5 til d 698E' ON NOOIS39 Wd61 : 1 9004 ' Il ' Inf S.REPORT SWUARY Upon review of the data submitted by Wayne Dalton,Apex Technology finds that,in their opinion,the Model 8000)8i00 and Model 910019600/9804 as described in this report conform with or are a suitable alternative to that specified in the Fbrida Building Cade 2001 edition. 9.LIMITATIONS This evaluation report and the installation instructions,when required by the building official,shall be subrniftd at the time of permit+sppiicabOn The doors shall be installed in accordance with thea instAution insitucftm in this report and the manufacturer's published lnstat{ation instructions. A registered professional engineer shall design the structural elements supporting the door track bradtets for fm wind loads shown on the drawings.The calculatiions shag be signed, seeled,end doW.and submitted bs the local building offkiel when applying for a permit. The doors shall not be located in areas where the transverse wind loads exceed the allowable loads shown in Table 1. The glazed panel performance of the Model 80M 8100 and Model 910019600/9900 garage doors Is outside the scarps W this report. The Model 8000/8100 and Model 910019800✓+ii900 garage doors can only be used in one and two family dwellings The Model 8000/8100 and MGM 9100/960019900 garage doors have not been evaluated with the ven8lation louvers installed. 1a.IDENTIFICATION Each Model 8000/8100 and Model 910019800/9600 serape doors covered by this report shan,be labeled with the mgnulacturers name andW trademark and the number of this report for field identiflcatiorn. 11. PERIOD OF 1SUANCE The oonb t of this report expires on November 1,2006. For infrnrmation on this report, contact Jeffrey P. Amason,P.E. 804/821-6200 e w' s �GInc- ' .h x A�lj.E. Nnii'$c1r9��2003 Page 5 of 5 91 ' d 698E' ON NOM39 MR: [ 9002 ' L j , j nr vow. C21 ft" MIAMI-DADE COUNTY,FLORIDA W A M I•DADE _! METRO-DADE FLAGLER BUILDING ® I IBM 1110 W I a BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET,SUITE 1603 MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 PRODUCT CONTROL NOTICE OF ACCEPTANCE CONTRACTOR LICENSING SECTION Pittsburgh Corning Corporation (3-05)375-251_7 FAX(305)375-2553 800 Presque Isle Drive Pittsburgh ,PA 15239 CONTRACTOR ENFORCEMENT DIVISION (305)375-2966 FAX(305)375-2903 PRODUCT CONTROL DIVISION (305)375-2902 FAX(305)372-6339 Your application for Notice of Acceptance(NOA) of: Glass Unit Masonry Installed with Mortar County governing the use of Alternate Materials and Types of under Chapter 8 of the Code of Miami-Dade Co Construction,and completely described herein,has been recommended for acceptance by the Miami-Dade County Building Code Compliance Office (BCCO)under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material. immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. "? The expense of such testing will be incurred by the manufacturer. '00�/Vl _'_� ACCEPTANCE NO.: 01-0306.02 Raul Rodriguez EXPIRES: 08/06/2006 Chief Product Control Division THIS IS THE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE&PRODUCT REVIEW coMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami-Dade County. Florida under the conditions set forth above. Francisco J. Quintana,R.A. Director Miami-Dade County APPROVED: 04/19/2001 Building Code Compliance Office \\s0450001\pc2OoO\\templates\notice acceptance cover page.dot Internet mail address: postmaster@buildingeodeonline.com Homepage: http://www.buildingeodeonline.com �b Pittsburgh Corning Corporation ACCEPTANCE NO: 01-0306.02 APPROVED: APR 19 2001 EXPIRES: 08/06/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This revises the Notice of Acceptance No. 99-0803.01,which was issued on 09/16/99. It approves Pittsburgh Corning Glass Blocks as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami-Dade County, (SFBC) for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the design pressure rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Pittsburgh Corning Glass Blocks shall be fabricated and used in strict compliance with the following documents: Drawing#A,titled"Regular Thickness Glass Block Panels",prepared by Pittsburgh Corning Corporation, dated 03/01/95 &03/03/95,with latest revision on 07/08/99 sheet 1 of 1. They bear the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Division. These documents shall hereinafter be referred to as approved drawings. 3. LIMITATIONS 3.1 The Glass Blocks are for use as non-load bearing walls. 4. INSTALLATION 4.1 The Pittsburgh Corning Glass Blocks shall be installed in strict compliance with the approved drawings. 4.2 The installation of this product up to 30 feet above grade will require a Hurricane Protection System, but for installations over 30 feet above grade it will not require a Hurricane Protection System. 5. LABELING 5.1 Each block shall be permanently labeled with the manufacturer's name or logo and the Miami-Dade County Logo. 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the SFBC in order to properly evaluate the installation of this product. andido Font,PE, Sr. Product Control Examiner Product Control Division -2- Pittsburgh Corning Corporation ACCEPTANCE NO: 01-0306.02 APPROVED: APR 19 2001 EXPIRES: 08/06/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance(approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data,engineering documents, are no older than eight(8)years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name,city, state,and the following statement: "Miami-Dade County Product Control Approved",or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product(identical)as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials,use,and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance,unless prior written approval has been requested(through the filing of a revision application with appropriate fee)and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product,for sales,advertising or any other purpose. 6. The Notice of Acceptance 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 Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents,where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1,2 and this last page 3. �1 Candido Font,PE, Sr.Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- " k Type Layout Pittsburgh Corning Glass Block Type Layout E'-C Maximum INiCLS-----�s1 �. e'-o•w,lim"m wlmn Nominal Face Series Pattern l Dimensions Thickness �- Regular ARGUSa 6"x 6"x 4" .187" ;1p.1,Masonry — M°nar lmnt: SI"el,Mpspnry 9"x 9'x 4" .197• or Wppd 114'w 3/B' or Wood - FramA- I (Typlcen Famm9 M"ria d<m�s 12"x'2"x4" .375" (s«A-a (Sae A-A ,./•1'lo]IE' or B a) B-B) (rgp;cep Regular DECORA�' 6"x 6"x 4" .187" Panal 8"x 8'x 4" 187° ACMDrs - Pansl - t2'x 12'x 4' 12'x 12`x 4' .375" (Nominal Size) 4'x 8'x 4" .187' _ �— swsz oli J0,6" z'xa x 8"x 4° .197" - �rvpmm<l sl:<I I r F- --clams amok unus Regular ESSEX®AA 8"x 8"x 4" A BV E Regular IceScapes"' 8°x 8°x 4" .187" par,51 � f I An hors 8 E Panel Ancno,s a Reinlprcemml - R<Inrpm<m<nt Regular SPYRA'� 8"x 0"x 4` .187" v<ry om<� 167" - `°"""` •".` "rtE•°.�., Regular VUE® 6"x6"x4" - wn�n<,"rtel"ss - 8"x 8'x 4" .187.' E 12"x 12'x 4" .375• 4°x 8"x 4" .187" r l 6°x 9"x 4" .187" THICKSET" DECCRA90 6'x 6'x4" .75" AspnsltEmul:Ion 8'x 8"x 4" .75" Ezp"n°ron svlp s I <n Mpd"�a s"elnrt a Damn a -s�,l Lop°tmr THICKSET- ENDURA" I 8'x8"x4" .75" Herdt°'°ti' Q -pension Aspnelt Emu,slon - - - ;Ir, fl;oslon, r=n M-1 a THICKSET" VUE® 6"z 6"x 4" .75" Sal uaetim �� 8"x 8'x 4" j .75' �o 'fi motions: � cmc/) ' Glass Blocl:Units:12"x 12"x 4"(nominal size)CECORA"pattern used. • Mortar:Type"S'per ASTM C270. Saeciticat'05; (2)410 x!'/4'LPH Screw Reinforcement:Ladder Tvpe,9-gauge,2wide with butt-welded gross-wires at 16"°.C., &X10 Washer• Glass Block Units:12"x 12"x 4"(nominal size)DECORA®pattern used. or rot-dipped galvanized. zed,at both • Mortar:Type"S'per ASTM C270. 1,x 1'L"HiIU Kwik Bolt U Panel anchors:20 gauge perforated steel strips,24'x 1:/,' hot-dipped galvanized, • Reinforcement:Ladder Type,9-gauge,2"wide with butt-welded cross-wires at 16"o.c., ®16"o.c.&1"Emb. - jamb and head locations anchored with 410 x VA long panhead screws oath 410 hPC-Expansion Strip Washers(2 per panel anchor)or(1)=hs x 1'f�"Hllti Wvik Bolt II. ot-dipped galvanized. • Expansion Material:'/r"[hick polyethylene type. Panel anchors:20 gauge perforated steel strips,24"x 13/4',hot-dipped galvanized.at both Sealant— ' I -- PC"'Panel Anchor jamb and head locations anchored with k10 x 1'/,"long penhead screws with 510 Sealant Silicone type. — washers(2 per panel anchor)or(1)'he"x P/d'Hilti Kwik Bolt 11. - PC GlassBlock°Unit I I Design Pressure Rating • Expansion Material:3/."thick polyethylene type. Sealant:Silicone type. Panel Anchor +/-60PSF Design Pressure Rating Restraint Detail +/-75 PSF A-A APPROYED AS WMPLYING i THE (2)a10 x IV,"LPI I Screw ,4'11'-4'!:"Clear Opening �T a r t &n10 Washer PROD;,/ ' SOUTH FLO IDA BUIL[i1N6 CODE 1' ° . ,-#--4p OAT ."Hill Kwik Bolt II PCs Expansion Strip ACCYRi i5c•�I_��d� 19 a 16•o.c.&1"Emb— Packing Material-- £5{PI"is;4'.'3UI'i";es•.T U61o6 PRRDDUCT OL DIVISION 1'Min. BUILDING CODE COMPLIANCE OFFICE Channel _ ACCEPTANCE NO,gq-0803.of x Ya" k:c^s17Jt`.. 'I c a...;_t...� 6063-T52ALH. i - - -PC GlassBlockm Unit p,>r rtyT7B7G WDE`.,�ad`-4"-4 r,it.F3. Sealant' -PC CMWL D 0{V-_ Channel TITLE REGULAR THICKNESS GLASS BLOCK PANELS Restraint Detail DESIGN N.T.L. SCALE N.T.RSE# © ® PITTSBURGH CORNING CORP. i cEr DRAWN N.T.L. DATE 3-1- N.T.L. o,PREscuE ISLE OR— B—B 7.8-� Ep, SBURGH.PA 152CHECK DATE 3-3- 'iorida Badding Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq... Summary of Products " FL# Model, Number or Name Description 1363.1 Glass Unit Masonry (Glass Glass Block installed with mortar. Block) Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions ` Approved for use outside HVHZ: PTID 1363 I Dade-Mortar.pdf Impact Resistant: Verified By: Design Pressure: +/- Other:Type I Layout: Panel size 6-0" wide by 20'-0" high. Design Pressure Rating of+/- 75 PSF. Type II Layout: Panel size 8'-0" wide by 8'-0" high. Design Pressure Rating of+/- 60 PSF. Up to 30 Ft. above grade will require a Hurricane Protection System. Over 30 Ft. above grade it will not require a Hurricane Protection System, Back Next' DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 ©2000-2005 The State of Florida.All rights reserved. Copyright and Disclaimer Product Approval Accepts: �no�vco 2 of 2 7/11/2006 12:53 PN TRA CK END HINGE, TOP BRA CKET REQUIREMENTS 2" 20 GA U—BAR 20 GA CENTER STILES .�(STANDARD ON 1+* SELF DRILLING AND 16' DOORS) SCREWS. 5/16"-18 BOLT & NUT IN JR 'A' FRAME ASSY iCENTER SLOT (P/N 290986) i i 1 (4) 1/4-20 x 11/16" SELF DRILLING SCREWS, 18 GA NARROW BODY HINGE (P/N 100266) (4) 1/4-20 x 11/16 SELF TAPPING • SCREWS. HINGE BOTTOM BRACKET (P/N RH-290991 & LH-290992) NYLON ROLLER (3) 1/4-20x11/16" SELF DRILLING SCREWS Approved: Mark R. Barrow, P.E. 3395 ADDISON DRIVE PENSACOLA, FL 32514 FLORIDA cERTiFicA'nON NO. 57389 20 GA END STILES Date: - 800018100 16' x 8' 1 A OP TION COD .- 0219 REV' P6 2 OF 4 DESIGN PRESSURE*40.001-44.50 PSF LI Id 698CION NOLS30 Nd9l : l 9002 ' Ll ' Inr jrida Bo i lding Code Online 041 http://floridabuilding.org/ r/pr_app_dtl.aspx?param=wGEVXQwtDq... MA Maa,, VV`:t�...,.........i i;;,. .. !� ... t?&.«.»., x,s'3.p,^.. i BCIS Home Log In !, Hot Topics Submit Surcharge' Stats&Facts Publications FBC StaffBCIS Site Map. Links Search sProduct Approval USER: Public User r Product Approval Menu > Product or Application Search >Application List>Application Detail aqwR,?l ry �p FL# FL1363-R2 Application Type Revision Code Version 2004 Application Status Approved R Comments > .. Archived Product Manufacturer Pittsburgh Corning Corporation Address/Phone/Email 800 Presque Isle Drive Pittsburgh, PA 15239-279 (724) 327-6100 ext 627 �I Nick_Loomis@pghcorning.com Authorized Signature Nicholas Loomis Nick_Loomis@pghcorning.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency Miami-Dade BCCO - CER Referenced Standard and Year(of Standard Year Standard) Dade County Protocol PA 202-94 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 09/20/2005 Date Validated 09/20/2005 Date Pending FBC Approval 09/23/2005 Date Approved 10/11/2005 1 of 2 7/11/2006 12:53 PN/ http://fl oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq... lorida Building Code Online � r r �$ �, }`h� {$ 9 W S 4 �� f .�' �t � ! rt�cs r� �z ;�sn � ro ✓ SCIS Home Log In Hot Topics Submit Surcharge Stats&Facts, PublicationsFBC Staff BCIS Site map l Links. Search' olct Approval '1'� Eft: Pub k usev .,„ W Vic A. "A Product Approval_Menu > Product or_Application Search >Application List>Application Detail , FL# FL4334 Rl Application Type Revision Code Version 2004 pp A roved Application Status . .� e Comments Archived LMasonite International Product Manufacturer v Address/Phone/Email One North Dale Mabry Suite 950 Tampa, FL 33609 " ” w (615) 441-4258 sschreiber@masonite.com Authorized Signature Steve Schreiber sschreiber@masonite.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation &Management Institute, Referenced Standard and Year(of Standard Year Standard) ASTM E1300 2002 ASTM E1300 1998 TAS 201 1994 TAS 202 1994 TAS203 1994 Equivalence of Product Standards Certified By Sections from the Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/08/2005 7/18/2006 11:31 AM 1 of 4 http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDq... 'lorida Building Code Online Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 AOF Date Approved 10/19/2005 Summary of Products FL# Model, Number or Name Description 4334.1 Fiberglass Side-hinged Door 6'-8" Opaque I/S and O/S Single Door Units - Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions C Approved for use outside HVHZ: PTID 4334 R1 I 68 Glazed InstallationQdf 'S �_(•� Impact Resistant: PTID 4334 R1 I 68 Opaque Installation.pdf Design Pressure: +/- _PTID 4334 R1 I _80 Gfazed_lnstallation.pdf '—}{ other: Evaluated for use in locations adhering to PTID 4334 R1 I 8D Opague Installation._pdf the Florida Building Code including the High Velocity Verified By: Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 3'-0" x 6'-8" max nominal size Max DP = +/- 70.0 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO120-05 for additional information. 4334.2 Fiberglass Side-hinged Door 8'-0" Opaque I/S and O/S Single Door Units- Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/ Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 3'-0" x 8'-0" max nominal size Max DP = +/- 70.0 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO121-05 for additional information. 4334.3 Fiberglass Side-hinged Door 8'-0" Opaque O/S Door w/ or w/o Sidelites Units- Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/ Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 8'-0" max nominal size Max DP = +55.0/ -50.5 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO121-05 for additional information. 4334.4 Fiberglass Side-hinged Door 8'-0" Opaque I/S Door w/ or w/o Sidelites Units - Impact Rated 7/18/2006 11:31 AM 2 of 4 �Iorid'a Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDq... Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 8'-0" max nominal size Max DP = +50.5/ -50.5 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO121-05 for additional information. 4334.5 Fiberglass Side-hinged Door 6'-8" Opaque 0/S Door w/ or w/o Sidelites Units - Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 6'-8" max nominal size Max DP = +55.0/ -50.5 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO120-05 for additional information. 4334.6 Fiberglass Side-hinged Door 6'-8" Opaque I/S Door w/or w/o Sidelites Units - Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 6'-8" max nominal size Max DP = +50.5/ -50.5 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO120-05 for additional information. 4334.7 Fiberglass Side-hinged Door 8'-0" Glazed I/S and 0/S Door w/ or w/o Sidelites Units - Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 8'-0" max 3 of 4 7/18/2006 11:31 AM 'lorida Building Code Online http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq... nominal size Max DP = +50.0/ -50.0 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO123-05 for additional information. 4334.8 Fiberglass Side-hinged Door 6'-8" Glazed I/S and O/S Door w/ or w/o Sidelites Units - Impact Rated Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed. 12'-0" x 6'-8" max nominal size Max DP = +60.0/ -60.0 When large missile impact resistance is required, hurricane protective system is NOT required. See installation drawing DWG-MA-FLO122-05 for additional information. Back Next DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 ©2000-2005 The State of Florida.All rights reserved.Copyright and Disclaimer Product Approval Accepts: ® eihecv i' 4 of 4 7/18/2006 11:31 AM a Q0 FRAME WIDTH ---- CD N 149"MAX. OVERALL U Q 00 j r ¢ N 20.5" MAX 36.375" MAX. 37.5" MAX; ZO D.L.O. PANEL WIDTH I FRAME WIDTH F LU U t SIDE-HINGED FIBERGLASS DOOR UNIT(excluding Barrington) W/ASTRAGAL I z z ;I 6'-8"DOUBLE DOOR WITH/WITHOUT SIDELITES Q z Lu LJ 0 � I- w O p !I � O J GENERAL NOTES z n c c'"v O �Q 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO _ THE FLORIDA BUILDING CODE AND WHERE PRESSURE mi U { REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM .- X = DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. w DOES NOT EXCEED THE DESIGN PRESSURES LISTED = _ E 1 W J D w 2 THIS PRODUCT DOES NOT REOUIRE THE USE OF = n p G z { W A HURRICANE PROTECTIVE DEVICE (SHUTTERS) � w 3 PLASTICS TESTING OF (AMINATE GLASS INTERLAYER CONFIRMED PER DADE NOA 03-0827.08 ¢ Sao 28 s 4 POLYURETHANE CORE FLAME SPREAD INDEX OF 50 CO w; AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. w w w 5. PLASTICS TESTING OF FIBERGLASS FACING: $m w N`�" +I i- COMEPARATIVE PTION DESIGNATION RESULT �.o ��m N TEMP ASTM D1929 803 'F > 650 'F w ' RNING ASTM D635 0.79 IN/MIN (C-1) A ITY ASTM D2843 48.99 g n a ENGTH' ASTM D638 -7.39 DIFF DOUBLE INGWINr UNIT W/SIDELITES_ IVE TENSILE STRENGTH AFTER WEATHERING in N N m 4500 HOURS XENON ARC METHOD 1 N U J Q 2d 5430 Iwo -°s a a �Ug Lo ® ® ® ® oao o ® ® OwW U i ® ® ® ® No �o ® ® Ups w '. ® ® aLLOQ iY 1 ROD SINGLE DOOR UNIT SINGLE DOOR_UNIT W SID DOUBLE DOOR UNIT WISIDELITE_S v ¢z I7E5 SINGLE DOOR UNIT DOUBLE DOOR UNIT SINGLE_ DOOR UNIT �Q ` WITH 6112 TE WITH GID LITE DATE: 2/11/05 ! WHERE WATER INFILTRATION PERFORMANCE IS sca-E: N.T.S. DESIGN PRESSURE RATING REQUIRED TO BE 10UTSWINGDE! IGN P OUTSWRING' owc. BY: SWS CONFIG MAX WIDTH INSWING OUTSWING INSWING -70 0 +70.0 -70.0 TABLE OF CONTENTS _70,0 +70.0 -70.0 +19.D -19-0 +70.0 -50.5 X 37.5 +7D.0 -19.0 +40.0 -40.0 +55.0 DRA NG NO SHEET S DESCRIPTION 74 +50.5 -50.5 +55:0 -50.5 +19.0 -19 0 +40.0 -40.0 +55.0 -50.5 DRAWING -F XX -50.5 +55.0 -50.5 +19.0 -50.5 1 TYPICAL ELEVATIONS & GENERAL NOTES OX Or XO 75" +50.5 +55.0 -50.5 +19.0 -19.0 +40.0 -40.0 +55.0 DWG-MA-FL0120-OS OXO 112.5" +50.5 -50.5 _19.0 +ao.0 -40.0 hresh Oesiq 2 CROSS SECTIONS 1qg -50.5 +19.0 High Dom Threshold Design SHEET 1 � 5 3 ANCHORING LOCATIONS & DETAILS OXXO 4 ANCHORING LOCATIONS & DETAILS 5 UNIT COMPONENTS v v p o c p p v v v D v p O N v 17 p� Z � SEE NOTE#2 SEE NOTE#2 SEE NOTE#2 SEE NOTE(12 O c ON PAGE 4 ON PAGE 4 IB ON PAGE 4 1B ON PAGE 4 iB Q LLJ U i FOR MIN. 1B FOR MIN, FOR MIN. FOR MIN. Z I EMBEDMEM 20 EMBEDMENT 20 EMBEDMENT 20 EMBEDMENT 20 W Q 14 14 Z Lj LIT © ®6 35 2 Q 35 2 W I— .;•;i:;]r 11 k3:: t t 38 38 I-- O 77 .�4w 17 •'��• 3 r�" .G•:i.:^ i 3 CD n 35 ` 32 cG U I .•�• 33 — 36 36 I.J J 3 34 ..�� 33 37 37 1 .x ? ; 34 ..t r�ikyn t7 12 17 T-lz 2 245 2 .r•24 1 i 26 19in 38 z I,LLIJ2 452 24 d p 41 x U - c o e ° O ° G ° 1 G ° G Q O , n d c 4 a a XT RI R INT RIOR^ INT RI XTERIOA 11 0 LO 3> V)LOV) AVERTICAL CROSS ccrnXTEROR X RI SWNROEHINSWING DOOR UNIT UR U J �1 VERTICAL CR S$ SECTION �1 VERTICAL CROSS SECTION ¢W w INSWING SIDELRE DUTSWI SIO UT U ¢N a ASTRAGAL RETAINER BOLTS(2) 2t �U.J Z 14 BOLTS TOTAL, (1) 19.75•L. ® INTERIOR U rQ O 20 17 6 32 4 TOP k(1) 19.75"L ® BOTTOM 0 O to 2 3a 32 7 17 33 t7 ZOO w 33 6 29 Q 11 Q oc •ski« 0 ..�.:,:;,2 I 000 LLJ :-� L Vii:•.. Z_' � _ J j' N f N O IS 3 B 31 INACTIVE 41 25 15� ACTIVE 2 Yyy2 SEE NOTE g2 D 7 9DELRE t3 5 43 xT I 2 U m Q 0 ON PAGE 4 35 Z FOR MIN. 10 44 44 3 EMBEDMENT 6 —i DATE: 2/11/05 26 1111BNm SCALE: N.T.S. v 18 42 -HORIZONTAL CROSS SECTION INSWING UNIT DWG. BY: SWS OHORIZONTAL CROSS SECTION •� CHK.BY: HINGE&$IDELRE �A DRAWING No OE HORIZOMAI CROSS SECTION OWC-MA-FL0120-05 SIDELITE JAMB TD BUCK SHEET 2 OF $ � Lfl LY O N U Zc 00 N O LLJ O z �z 6" SEE DETAIL 6" � W � 3 "E' 3" 3.. 3+ L 4 W F-- i 3"—{ 3" 3" F. O O g' 6" TYP "D,♦ 2 6 B O 3 6TYP. TYP 0 1 0 ay m ® Na yp TP _O TMP SEE DETAIL Q TYP. SEE DETAILTyp "C" SEE DETAIL TP m Y6 wgA ozSEE DETAIL 0 H omJ0w vofzo.D. a -'ao- Ii Ii I { i If o ¢ 3 6" 6" 3" TYP. a a 6" 6 6" 3" 6 3,. 6" 3. 3 3u3Ngi wJmZ SV) F" Ln O O� SIO C11 Z � CB[ipGotlNo: Z 0054 a�a I fl6Y18N8d N N O i a M N 14 25 25 Uma� 7 ASTRAGAL RETAINER BOLT HOLE 25 9 MUST BE DRILLED THROUGH THE THRESHOLD & INTO THE oATE: 2/11/05 14 O 7 STRUCTURE DEEP ENOUGH SCALE: N.T.S. DETAIL "E" ASTRAGAL FOR A 1.375" THROW owc.BY: SINS 7 �C�KK. Y:DETAIL "C" ATTACH ASTRAGAL RETAINER BOLT C NO.: DETAIL DSTRIK AS ATESHOTO. FRAME DETAIL "F" ASTRAGAL MA-FL0120-05 3 of 5 s cl.: (.D O N v Q �00 N SEE DETAIL 3° 6 3" 3' O "E" SHT, 33"—{ I`3'i W U 3 6" s. 2 6.. z � ® I TYR 0 0 26 W NP. 6 TYP ° 2c, ® Ty_P F O J I r rl Lyp. Lu Q I M O O d- 0 d SEE DETAIL m U N '•D" SHT. 3 — r r J I Q 0 j Q TyP. SEE DETAILe`l — j "c„ SHT. 3 uo o o I 0 8 6.. 6^ TYNP. `° m m r � �4o Q = t U w m O ¢ i 3" 3"--� 3..6 6" 3.. 3 a (n U)cn SEE DETAIL 3" 6" 6" �NNm "F" SHT. 3 6" v -� �LLn d a-z nzV) ¢� xa BUJ � i In Q0 zof I ATTACHMENT DETAIL i 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, z o SIGNED AND SEALED BY HAROLD E. RUPP, PE (FLORIDA #15935) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS o w BEING CONSIDERED FOR USE. JAMB, HEAD, AND N N p THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE N #10 WOOD SCREWS OR 3/16" TAPCONS. A PHYSICAL pemNAAN SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR LOCATION. Gere 005430 4i Reiewed�Y m a z 2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROMB _as ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT DATE: _1 1/05 OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE SCALE: N.T.S. MINIMUM EMBEDMENT OF 1-1/4". owc.ev: SINS 3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO CHK.BY: DRAWWO No. LOADS TO STRUCTURE. owc-nu-F�oi2o-os 4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. SHEET 4 of 5 ITEM DESCRIPTION MATERIAL j 7.581" �1 1.587' I j 1 581 1 13/16*TAPCON I 11 2 IREINFORCED FIBERGIASS DOOR FACING 0.075'THK. FIBERGLASS �p 3 HEADWOOD N . M 7945---4 4 WINCE JAW 11 3 16"x 4 916 6" WOOD O O N !_ 5 1SIHIKL JAMB 7 J/16-X 4 9 16" WOOD U CO } } 1 6 4" x BUTT HINGE STEEL 3 10 X 4" PFH WOOD SCREW HINGE TO DOOR STEEL Z W 8 DOOR LATCH SIDE SP 1.581'W x 1.250"H M. LUMBER O U Og LATCH STILE �� 12 DOOR BOTTOM RAIL f -J 740 0 24114" 1` Z 71 DOOR TOP RAIL o DOOR SWEEP 9 10 X 1 PFH WOOD SCREW STEEL z W LAMINATED LUMBER WOOD COMPOSITE 525" 10 BLANK JAMB 1-3 16 x 4-9 16 WOOD cc CLf 11 DOR TOP RNL 1.581"W x 1.97'H WOOD W W 1 587„ �- 13 WEATHERSRTIP 12 DOOR BOTTOM RAIL 1.581 W x .97" COMPOSITE Z O I- 'i 13 COMPRESSION WEATHERSTRIP FOAM W O U L r----4.5625" -j — E*o 14 10 x 2" PFH WOOD SCREWSTEEL 15 LOCK BLOCK 1.581" W x 2.5" H WOOD O Q 1.3 16 8 x 1 3 4" PFH WOOD SCREW STEEL c17 POLYURETHANE FOAM CORE FOAMk7�j18 2X BUCK BY OTHERS SOUTHERN PINE OR EQUAL) ORM1 . 19 X10 x 3 PFH WOOD SCREW STEEL, 20 SHIM MATERIAL (.25 MAX- THK. FINGER JOINTED PINE`�rRAME - u N 15OK BLOCK 23 INSWING ADJUSTABLE THRESHOLD 21 KWIKSET 400 SERIES KNOB OR EQUAL - 5 LOC O .ALUMINUM 22 KWIKSET 970 SERIES DEADBOLT OR EQUAL 34 �o �< 5 23 IINSWNG ADJUSTABLE THRESHOLD .050"WALL ALUMINUM a m oo J w w 24 IINSWING DOOR BOTTOM SWEEP PVC o w w m o 4 560" I 1.581" �- + 7 581" r- -1 1.581" I- 25 �f 8 x 2-i/2" PFH WOOD SCREW STEEL o o m w f L 26 10 x 2 .3/4" PFH WOOD SCREW STEEL ,,<5 0 0 < s 0 27 IOUTSWING THRESHOLD BUMPER ALUMINUM o28 DOW 832 SEALANT OR EQUAL GLASS FRAME SILICONE o w.� o o r' ty OR L �h a -T 3029 DODOORATCH SIDE STILE WOOD HINGE SIDE STILEa MDF 31 IDOOR HINGE SIDE STILE WOOD u)u)w} HINGE iTILEf32GLASS FRAME SURROUND SPECIALTY 1" I.G. ALUMINUM vi v3 v3i27 ALUMINUM BUMPER LD 29 FlNGER 0LATC11NTED PINE 30 STILHINGE STILE 31 FINGERJONTED PINE SS FRAME SURROUND SPECIALTY 1-7 4' I.G. ALUMINUM�FSS FRAME SURROUND (ODL 1" I.G. ALUMINUM 0.124" Tem 0 x 1-3 4' PFH SCREW STEEL v'p' 0.124" Temp. INT LAMINATED IMPACT GLASS GLASS a 0.124"Annealed 4" LAMINATED IMPACT GLASS GLASS aELITE STILE RAIL0.090" SAFLEX IIIG�� 0.124" Annealed ��Decorative Insert MDF0.724" Annealed 1 0.090" SAFLEX IIIG ELITE SPACER VINYL 48=N 40 1PAK WIK SPACER _ v g 0.724" Annealed-� EXT '� o Z 36 I" IMPACT GLASS 41 10 x 3" PFH WOOD SCREW STEEL o o g TEMP PANE TO INT FOR 134; 37 i-7/4" IMPACT GLASS 42 MULLION (2-1/2 x 4-3/8 LAMINATED LUMBER LAM. LUMBER =Of o tn INT OR EXT FOR #32 TEMP PANE TO INT OR EX7 FOR /{33 43 ASTRAGAL EXTRUDED ALUM. ULTIMATE BY ENDURA ALUMINUM z o w 446 u 7-1/2" PAN HEAD SCREW as a Of STEEL 2.00 2.00' 2.000" 45 OUTSWING THRESHOLD (HIGH DAM) ALUMINUM Ln to o 0 0 \ : In_N Q 1.587' OIr) c N� • i o 0 DATE: 2171105 �J I `. l -� scuE: N.T. .1 � SID LITE 3 25" 2" DWG.er: SWS 7.750 38 STIL /E RAIL �_ I" CLASS FRAME 7-7/4" GLASS FRAME 5.25 32 i" GLASS FRAME (SPECIALTY) 33 (SPECALTY) 34 ( D ) 43 ASTRA AL 45 DRAWING ND 0 L OALUMIINUMNG BTHRESHO DFACE DWG-MA-FL0720-05 SHEET S OF S L 'lorida Building Code Online • http://floridabuilding.org/pr/pi_appi tl.aspx?param=wGEVXQwtDq... Par, flow od, 9 F BCIS Home Log In Hot Topics) Submit Surcharge Stats&Facts• Publications FBC Staff' BCIS Site Map Links Search Product Approval R USER: Public User Product Approval Menu > Product or Application Search >Application List>Application Detail FL # FL137i3-R1 Application Type Revision i ;��INae Code Version 2004 •FQRlphcoMMirxrrl�s Application Status Approved ueT tb Comments 3t.Pt,�IQIVl�1 b Archived Product Manufacturer JORDAN WINDOWS and DOORS Address/Phone/Email 4661 BURBANK ROAD AaKo , s, MEMPHIS,TN 38118 (901) 866-2638 MIKE.DODDS@JORDANCOMPANY.COM a � Authorized Signature MIKE DODDS MIKE.DODDS@JORDANCOMPANY.COM iii � Technical Representative MICHAEL DODDS FR I ,t�Rt, leg R� _4x.,w? Address/Phone/Email 4661 BURBANK ROAD MEMPHIS,TN 38118 (901) 363-2121 MIKE.DODDS@JORDANCOMPANY,COM Quality Assurance Representative Address/Phone/Email Category "Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Referenced Standard and Year(of Standard Year Standard) AAMA/NWWDA 101/I.S. 2-97 1997 Equivalence of Product Standards Certified By Sections from the Code 1707.4.2.1 Product Approval Method Method 1 Option A Date Submitted 09/16/2005 Date Validated 09/16/2005 Date Pending FBC Approval 09/23/2005 Date Approved 10/11/2005 1 of J 6/27/2006 2:54 1 Ilttp://floridabuilding.org/pr/pr_app_dtl.aspX?param=wGEV XQwtD q... lorida Building Code Online Summary of Products _ Model, Number or Name Description FL # 1378.1 2112 FIN FRAME H-LC35=481IX96" Limits of Use (See Other) Certification Agency Certificate Installation Instructions Approved for use in HVHZ: PTID 1378 R1 I FL1378 Single Hung Windows,pdf Approved for use outside HVHZ: Verified By: Impact Resistant: 09 Design Pressure: +/- Other: Per attached manufacturers installation insructions. Not for use HVHZ z 1378.2 2312 FIN FRAME H-LC50=481IX84" Certification Agency Certificate Limits of Use (See Other) installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/ Other: Per attached manufacturers installation insructions. Not for use HVHZ 1378.3 8500 FIN FRAME H-R40=44"X81" Certification Agency Certificate Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Per attached manufacturers installation insructions. Not for use HVHZ 1378.4 8600 FIN FRAME H-R50=44"X72" Limits of Use (See Other) Certification Agency Certificate Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/ Other: Per attached manufacturers installation insructions. Not for use HVHZ 13785 8600 FIN FRAME H-R55=36"X84'(optional test size) Certification Agency Certificate Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/ Other: Per attached manufacturers installation insructions. Not for use HVHZ Back' (Next DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399-2100 (850)487-1824, Suncom 277-1824, Fax(850)414-8436 ©2000-2005 The State of Florida.All rights Accepts ;Copyright and Disclaimer Product Approval 6/27/2006 2:54 S Q. � n ML&Wn-DADE COUNTY, M I A M 1•pADE ,FLO METRO DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 ` NOTICE OF ACCEPTANCE (NOA) James Hardie Building Product,Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE:. This NOA is being issued under the applicable rules and regulations governing the use of construction materials:The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHD). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other. than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes.,If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHD may immediately. revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance,.if it is determined by Miami;-Dade Counly.Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approvedd as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone. DESCRIPTION: ardipla�nk,Cemplx*Hardipanel,Cempanel,Hardisoffit-and Cemsoffitt APPROVAL DOCUMENT: Drawing No.HPNL-8X,HPLK 4X8 &HSOFFIT-8X,titled"Hardipanel& Cempanel;Hardiplank&Cemplank;Hardisoffit&Cemsoffit Installation Details", sheets 1 through 3 with no 4 revisions,prepared, signed and sealed by Ronald Ogawa,P.E., dated04/02/04,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #02-0318.08 and, consists of this page, evidence page as well as approval document mentioned above. The submitted documentation was reviewed byCandi F:, orit PE. !" OG4 NOA No 02-0729.02 { Expiration Date: May 1,2007 ,- Approval Date: April 8,2004 Page I r James Hardie Building Products,Inc. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWING l. Drawing prepared by James Hardie Building Products, Inc. titled"Hardipanel& Cempanel;Hardiplank&Cemplank; Hardisoffit& Cemsoffit Installation Details", drawing No HPNL-8X,HPLK-4X8 &HSOFFIT-8X; dated 04/02/04, with no revisions, signed and sealed by R.L. Ogana,PE. B TEST Laboratory Report Test Date Signature 1. ATI-16423-1 PA 202&203 03/18/96 A.N. Reeves PE. 2. ATI 16423-2. PA 202&203 03/18/96 A.N. Reeves PE. 3. ATI 16423-3 PA 202 &203 03/18/96 A.N. Reeves PE. , C QUALITY ASSURANCE. 1. Building Code Compliance Office. D MATERIAL CERTIFICATION 1 Standard Compliance(ASTM C-1185) issued by ETL Testing Laboratories on 05/09/95 signed by D.K. Tucker, PE. 2 Evaluation Report NER-405 issued by National Evaluation Service, Inc. on 01/01/93, with no signature. E STATEMENT 1. No change letter issued by James Hardie Building Products, Inc. issued on 02/16/99, signed and by J. L Mulder. 2. Power of Attorney and Appointment of Domestic Representative, signed by P. Shafron on 04/17/02, Assignment and Memorandum of Assignment signed by T. P.Dolmans on 04/16/02 and Assignment for the trade marks of Cemplank, Cempanel and Cemsoffit to the Assistant Commissioner for Trademarks signed by V.Lester and P.-Shafron on 04/19/02 04 0 O4 Candido F.Font P.E. Sr.Product Control Examiner NOA No 02-0729.02 Expiration Date: May 1,2007 Approval Date: April 8,2004 E-1 i • Y BLOM q WALL LENGTH DETAIL A - DESCRIPTION ma-terlat is a non — — — — — — & Cempnnel siding asbestos — _ — — --- — asbestosos fibercement product tested / d� in accordance with ASTM C-1185 and !h it r r, y I I I I I I I meeting the requirements of the I I Florida Building Code- PANEL Code. PANEL DIMENSIONS Width Length Thickness .�:. \ I I I I I I I I I 5/16' 48' 8,9,10' . :i. I I I DESIGN PRESSURE RATING ;, I I I I I Installation Design Pressure!.,. I I I Wood frame -76 PSF [ I ( I I I Metal frame -104'PSFWALL - HEIGHT I I I I I I ( I I I I I NOTES I I I 1)-ALL INSTALLATION SHALL BE DONE IN CONFORMANCE 1 I I I I WITH THIS NOTICE OF ACCEPTANCE,. THE MANUFACTURER'S I I I 11' INSTALLATION RECOMMENDATIONS, AND THE APPLICABLE I I I I SECTIONS OF THE FLORIDA BUILDING CODE, 2) STUDS.OF METAL OR WOOD WHERE HARDIPANEL. & I I CEMPANEL.WILL BE INSTALLED SHALL BE DESIGNED BY AN ENGINEER OR ARCHITECT PER THE F.B.C. AND THE I I I ( I I I I REQUIREMENTS OF THIS N O,A, -J L.� ` B STUDS 16' ❑.C. SECTION B—B PRO 15£I1 tK<ocPt_'im:xith[iK kTarlok DETAIL A ¢a ,.:rra -Q G12Ae<ep2escelio a Ess Ikie HARDIPANEL & CEMPANEL SIDING INSTALLATION DETAILS FASTENER ey. iOG The panels are applled verticatly,. avoiding horizontal minims, over 5/8' (5 pty) APA rated plywood - el studs supported'by a minimum / Uirlstoa of 2'x4' wood studs or 20 ga. x 3 5/8' x 1 3/B' steHARI]iPANEL & CEMPANEL spaced a maximum of 16' o.c. When installed.on wood studs panels shall be fastened with 6d x 2' long galvanized_box - --SIDING 10901 ELM AVENUE Halls) on steel studs it shall be fastened with #8 x 1 5!8' x �,AMES HM�{E FORTANA,'CA 92337 0,315` corrosion resistance Hl, ribbed bu le screws, he STUDS (METAL gU�LOING PRODUCTS - USA. 909-356-6300 as eners shn a pace o,c• aroun e9 er meter, of t 8 DFh1M1fPFtC COM FAX 909-427-0634 the panel and intermedlate studs, driven rou e l----FL WATERPROOFING This drnwing cid the copyright-therein are the °1R, 04/02/2004 sheathing Into e s u 5. Dints Shall be over studs. No, property of the above conpony and accordingly a N0: HPNL-8X and screws shaft have a minimum edge dlstanee of 3!8' and PER Em2:�•6•ZI the draeing nest not be copied or reproduced a minlmum clearance of 2' from the corners. ❑F F.B.C. In any—tenni form Whatsoever. SHELT •- 1/3 S/8' PLYWOOD SHEATHING SHALL BE ATTACHED TU THE STUDS IN SIB' PLYWOOD 'Q1f HARIIIPA'NEL®& CEMPANEL® o� �DJERCKASACCORDANCE TO FLORIDA BUILDING CODE, WITH ANOTHER SET OF SHEATHING INSTALLATIDN DETAFLS EK no NAILS OR SCREWS AS UNDERLINED ABOVE. ARM"M pc 0rcwuNE WALL LENGTH, DETAIL, A B _ DESCRIPTION r _ — - Hardlplank & Cenplank siding material Is.a non — — — — — — — asbestos fiber cement product tested 4 I 1 I In accordance. with ASTM C-1185 and I I I I meeting the requirements of the Ftarlda Building Code. . \l'i \, PLANK DIMENSIONS • 1. I Width Length Thickness - k I I I I I I <_9 1/2' 12 & 14' 5/16` DESIGN PRESSURE RATING Installation Design Pressure i` � ' Wood frame -92 PSF WALL 11 I I I I I I I I I Metal frame. -92 PSF HEIGHT i I I j NOTES I I I I I I l 17 ALL INSTALLATION SHALL BE DONE IN CONFORMANCE WITH THIS NOTICE OF ACCEPTANCE, 'THE MANUFACTURER'S INSTALLATION RECOMMENDATIONS, AND,THE APPLICABLE SECTIONS OF THE FLORIDA BUILDING CODE, 2) STUDS OF METAL OR WOOD-WHERE HARDIPLANK.& I CEMPLANK WILL BE INSTALLED SHALL BE DESIGNED BY AN ENGINEER OR ARCHITECT PER THE F.B,C, AND THE REQUIREMENTS OF THIS N.D.A. B STUDS 16' ❑;C. SECTION B-B PRODUCT RCVISE•D DETAIL A' m°aopyiugn•ttlm liar Fla.9dx Bntd'.1�Ca1tC - - Aeoep4 N..O2-072 •U2 HARDIPLANK & CEMPLANK SIDING INSTALLATION DETAILS �,pi L-Cm oso 0 The planks are applled horizontally commencing from the bottom 5/8' PLYWOOD course of a Watl with 1 1/4' wide,laps at top of the plank. The SHEATHING MmmitkecPr«yetCo�ect optional PVC cover molding 1 5/8' Wide is applled to the bottom WATERPR❑❑PING plate under the bottom plank course. The vertical ,joints must be over framing members. optional PVC butt ,joints Inserts are PER 2l2�,b•Za used for on-stud Jolnting. The planks are to be Installed over ❑I E B C 5/8' (5 ply) APA rated plywood supported by a minlmum of 2'x4' STUDS (METAL JAMES HARDIE 10901 ELM Av£NUE wood studs or 20.ga. x 3 5/8' x 1 3/8' steel studs spaced a fONTANA,CA 92337 maximum of 16' o.c. The siding shall be fastened through over OR WOOD) NAIL QR BUILDING PRODUCTS - USA- 9o9-356-6300 upping planks with 8d x 2 if2' ion@:alvanlzed box nails over SCREW °E0W�CaM FAk 909-427^0634. Wood studs or With #8 x 2 f ' Ion 0.3 corras on re515tanee This drawing and the copyright therein are the �� 04/02/2004 H.D. ribbed bugle screws over steel stu s, a fasteners s a l e property of the aany and accordlnety DRG : HPLK-4X8 above comp placed In the overlapping area <8' oc. vertically and 16' o.c. HARDIPLANK the draxing must not be copied or reproduced horizontal) Into the studs through the 5/B' plywood sheathing, & CEMPLANK in any material form whatsoever. %M H0. 2f3 s once of 3/4' from the edges shaft always be observed. SIDING "HARDIPLANK® & CEMPLANK® 91LE. NTS 5/8' PLYWOOD SHEATHING SHALL BE ATTACHED TO THE STUDS IN INSTALLATION DETAILS C DIERCKS ACCORDANCE To FLORIDA BUILDING CODE, WITH ANOTHER SET OF Aappp}gtG flit: E'NSMIE NAILS OR SCREWS AS UNDERLINED ABOVE. REYtaOH>nnuc ` REY. DATE - - SOFFIT LENTGH DETAIL A 13 SECTION B—B II 1I II II { . 1 I I DESCRIPTIONI Hardlsofflt & Cemsgfflt panels material is a non,'" I asbestos fiber cement roduct tested 'p. { p 1185 and ; I I 11 I I I in accordance with'ASW C � I I I I I I 11 I .I meeting the requirements of the Florida Bullding Code. SOFFIT I 1 I 1 I i 1 I I I I { SOFFIT DIMENSIONS `L. •,` 1 : I { I I I I (I 1I II II I Widt h Length Thickness WIDT <481 8.9,10' 1/4' & 5/16 DESIGN PRESSURE RATING ' !r-•�. y�'i� ,'t.�...�•1. Installation Deslgn Pressure 1` I I E Wood frame t53 PSF I I I I I I I I I I ..Metal frame. -153 PSF I I f I I I I I I I I ! NOTES 1) ALL INSTALLATION SHALL BE DONE IN CONFORMANCE — _ WITH THIS NOTICE OF ACCEPTANCE, THE MANUFACTURER'S — — — — — SECTIONS O N_RECOMMENDATIONS, ABUILDI APPLICABLE SEC7IQNS OF THE FLORIDA BUILDING CODE, 2) TRUSS OF METAL OR WOOD 'WHERE HARDISOFFIT & CEMSOFFIT WILL BE 7y TRUSSES 16' O.G. INSTALLED SHALL BE DESIGNED BY AN p ENGINEER OR ARCHITECT PER THE ppOD'JCT RFV15Ef DETAIL A F.B.C. AND THE REQUIREMENTS OF THIS ieamD,stca�tlb lae Fk.,ida - - - AcxpsarccM1o02-� 240 Esp'.:.,ra c O TRUSSES (METAL nsi.�t eon HARDISOFFIT & CEMSOFFIT PANEL INSTALLATION DETAILS OR WOOD) lHrfsios 11 The soffit panels are to be Installed over minimum 2'x4' wood ,Joists or 20 ga. x 3 5/8' x 1 3/8' steel Jolsts spaced a maximum of 16' o,c• When Installed on Wood ,joists Hardisofflt shall be �DAMES HARDIE ION T ELM AVENUE fastened with 6d'x 2' long galvanized box nallss on steel, Fs3N_356 30 92337 studs It shall be fastened with #8 x 1 1/4' x 0.315' corrosion BUILDING PRODUCTS - USA 909-355-6300 resistance H.D• ribbed bugle screws. The fasteners shall be RFSF/RCf1&DEVE7AP1M CEIlIER FAX,909-487-DG34 placed 4' o,c. around the perimeter of the panel and HARDIS❑FFIT This drawing and the copyright therein are the 04/02/2404 Intermediate Studs. Nails and screws shall have a minimum edge & CEMSOFFIT property of the above rnnpnny and aeeorahi DRG Wz HSOFFIT-8X the drawing must not be copied or reproduced distance of 3/8' and a minimum clearance of 2' from corners. PANEL In any mterlal Porn whatsoever, sHaTNO.:3/3 FASTENER 7 HARDIS❑FFITO & CEMSOFFIT® D QTS INSTALLATION DETAILS — C DIERCKS IPPR4AIG EHG: Ole .OE. - FNG Ho_ lorida Btilildiiig Code Online http://floridabLiildiiig.org/pr/pr_app_dti.aspx?pai-ain=wGEVXQwtD... BCIS Home Log In Hot Topics'' Submit Surcharge, Stats&Facts Publications FBC Staff' BCIS Site Map Links', Search iq�;I Product Approval i " USER: Public User � Product Approval Menu > Product or ll FL >A�licabon List>Application Detail FL # FL889-R2 Application Type Revision Version 2004 Code Ve P1�age Approved •lbw O, +�t Ots Application Status pp 1aus � Comments l�tb pt4 t x Archived Product Manufacturer James Hardie Bldg Products * ' Address/Phone/Email 10901 Elm Avenue p� Fontana, CA 92337 � 17�C57� 1i F (909) 356-6366 i�u<rh jlm@jameshardie.com i § u Authorized Signature john mulder �l jlm@jameshardie.com Technical Representative john mulder „_ ,,, ,,,- Address/Phone/Email 10901 elm avenue ". fontana, CA 92337 (909) 356-6366 jlm@jameshardie.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, Inc. Quality Assurance Entity Intertek Testing Services-ETL/Warnock Hersey Validated By RI Ogawa &Associates, Inc. Certificate of Independence Referenced Standard and Year (of Standard Year Standard) ASTM C1186 1999 ASTM C1186 1999 Equivalence of Product Standards Certified By Sections from the Code 1405.15 R703.10 Product Approval Method Method 2 Option A 6/27/2006 3:07 lorida Build),iig Code Onlvle http://floi-idabuildiiig.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtD... Date Submitted 11/10/2005 Date Validated 11/10/2005 Date Pending FBC Approval 11/28/2005 Date Approved 12/07/2005 Summary of Products FL# Model, Number or Dame Description F Cempanel siding fiber-cement cladding e (See Other) Installation Instructions r use in HVHZ: Verified By: or use outside HVHZ: Evaluation Reports istant: PTID 889 R2 T ASCE 7-02 wind load Design Pressure: +/- calculation.pdf Other: For use in HVHZ install in accordance with PTLD 889 R2 T ner-405 (April 2004),pdf Oth OthPTID 889 R2 T NOA No 02-0729-.02.pdf NOA 02-0729-02 889.2 Cemplank lap siding fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: For use in HVHZ install in accordance with NOA 02-0729-02 889.3 Cemsoffit panel fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: For use in HVHZ install in accordance with NOA 02-0729-02 889.4 Hardipanel siding fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other: For use in HVHZ install in accordance with NOA 02-0729-02 889,5 Hardiplank lap siding fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: For use in HVHZ install in accordance with NOA 02-0729-02 889.6 Hardishingle cladding shingle fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: Not for use in HVHZ 6/27/2006 3:07 _,,.ida Building Code Onihle http://flor'idabuildiiig.org/pr/pr_app_dtl.aspx?param=wGE'/XQ�,AD... 889.7 Hardishingle notched panel fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By; Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: Not for use in HVHZ 889.8 Hardisoffit panel fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other: For use in HVHZ install in accordance with NOA 02-0729-02 889.9 Harditex baseboard fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/- Other: For use in HVHZ install in accordance with NOA 02-0729-02 889.10 Sentry lap sidig fiber-cement cladding Limits of Use (See Other) Installation Instructions Approved for use in HVHZ: Verified By: Approved for use outside HVHZ: Evaluation Reports Impact Resistant: Design Pressure: +/ Other: For use in HVHZ install in accordance with NOA 02-0729-02 Bacic Next, DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 © 2000-2005 The State of Florida.All rights reserved.Copyright and Disclaimer Product Approval Accepts: Bobby 6/27/2006 3:0 I MIAMI DADE n , MIAMI-DADE COUNTY,FLORID C( X • y�, METRO-DADE FLAGLER BUILD BUILDING CODE COMPLIANCE O fTuE(BCCO) 140 WEST FLAGLER STREET,SUITE 16 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) CertaioTeed Corporation 1400 Union Meeting Road Blue Bell,PA 19422 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perforin in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or inaterial 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Land ) deTrapk QB),Landmark 40;(and-AR)(and WideTrack QB)and;Laudmrl4(alad LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the 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 Co-unty, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 4. The submitted documentation was reviewed by Frank Zuloaga,RRC NOA No.: 02-1219.03 i ® o Expiration Date: 02/28/07 Approval Date: 03/27/03 -" Page 1 of 4 4 ROOFING ASSEMBLE'APPROVAL Cateaory: Roofing Sub-Category: 07310 Asphalt Shingles Materials Dimensional Deck Tvpe: Wood 1. SCOPE This revises CertainTeed Landmark 30 and AR(and WideTrack QB), CertainTeed Landmark 40 and AR (and WideTrack QB), CertainTeed Landmark 50 and AR (and WideTrack QB) Shingles as manufactured by CertainTeed Corporation described in Section 2 of this Notice of Acceptance. 2. PRODUCT DESCRIPTION Product Dimensions Test Product Description Specifications Certainteed Landmark 30 and 13'/4" x 38 3/4" PA 110 A heavy weight,2471b/sq, dimensional AR(and WideTrack QB) asphalt shingle. Certainteed Landmark 40 and 13'/4"x 38 3/4" PA 110 A heavy weight,264lb/sq, dimensional AR(and WideTrack QB) asphalt shingle. Certainteed Landmark 50 and 13'/4" x 38 3/4" PA 110 A heavy weight,296lb/sq, dimensional AR(and WideTrack QB) asphalt shingle. Accessory Shingles various proprietary Accessory shingles for hip,ridge and starter strip applications. 3. EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Underwriters Laboratories,Inc. 8684 UL 790 04/02/01 PRI Asphalt Technologies,Inc. PCTC-01-02-01 PA 100 01/12/01 CTC-006-02-01 11/12/02 Underwriters Laboratories,hie. 94NK9632 Wind uplift resistance PA 107 11/30/00 02NK42448 11/08/02 4. LIMITATIONS 4.1 Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 4.2 Shall not be installed on roof mean heights in excess of 33 ft. 5. INSTALLATION 5.1 Shingles shall be installed in compliance with Roofing Application Standard RAS 115. 5.2 Flashing shall be in accordance with Roofing Application Standard RAS 115 5.3 The manufacturer shall provide clearly written application instructions. 5.4 Exposure and course layout shall be in compliance with Detail'A', attached. 5.5 Nailing shall be in compliance with Detail 'B', attached. NOA No.: 02-1219.03 'o Expiration Date: 02/28/07 Approval Date: 03/27/03 -' Page 2 of 4 6. LABELING 6.1 Shingles shall be labeled with the Miami-Dade Logo or the wording "Miami-Dade County Product Control Approved". 7. BUILDING PERMIT REQUIREMENTS 7.1 Application for building permit shall be accompanied by copies of the following: 7.1.1 This Notice of Acceptance. 7.1.2 Any other documents required by the Building Official or the applicable code in order to properly evaluate the installation of this system. DETAIL A Rake Edge -5 5/8-� CERTAINTEED LANDMARK 30,40, 50 All dimensions shown are in inches 5 5/8- 55/8 71 6 1/4 � 11 114 55/8--� 111/4 - 271/2- —5518--j 518 -33118 Starter 55/8 Full Shingle Eaves i NOA No.: 02-1219.03 a Expiration Date: 02/28/07 Approval Date: 03/27/03 Page 3 of 4 4 j v DETAIL D — -- 38 3/4" 12" 14 3/4" 12" —► — 1 1 13 1/4" 6 118 5 5/su8" Expore 17 7 LANDMARK 30,40, 50 (AND AR) 38 314" _I Release Tape Nailing area for"low and standard"slopes(from 3.5:12 to 21:12) Nail between upper&lower nail lines. 12" 14 314" -- -- 12" 1 1, � 13 114" WIDE —'f NAILING l AREA 7 112" 5 5/8" 6.. Exposure 7T7 LANDMARK 30,40, 50(AND AR)-WIDETRACK QB (Low and Standard Slope) ---- --- 38 3/4" /Release Tape Nailing area for"steep"slopes(greater than 21:12) Nail between bottom 2 nail Imes. 13 1/4" 12" 14 3/4" 12" 5 5/8' 61/81, Exposure LANDMARK 30,40,50 (AND AR)-WIDETRACK QB (Steep Slope) END OF TIS iS ACCEPTANCE NOA No.: 02-1219.03 i w � Expiration Date: 02/28/07 Approval Date: 03/27/03 Page 4 of 4 lorida Bt,�lding Code Online http://floridabuildulg.org/pr/pr app_dtl.aspx?param=wGEVXQwcDq... BCIS Home Log In Hot Topics) Submit Surcharge' Stats&Facts Publications FBC Staff. BCIS Site Map Links Search j "I. Product Approval Ef USER: Public User Product Approval Menu > Pro_duct.or Application Search >Application List>Application Detail FL# Application Type Revision ' F Code Version 2004 R rJNln$ Application Status Approved Comments 15R R <Ii d fiR3r Y: Archived h 'Y't > {�{"{r, ' "N' r Product Manufacturer CertainTeed Corporation Siding Products 'AWAG 1 Address/Phone/Email 803 Belden Road r�s, Jackson, MI 49203 (517) 780-3185 I neil.j.sexton@saint-gobain.com Authorized Signature Neil Sexton t neil.j.sexton@saint-gobain.com Technical Representative `. Address/Phone/Email Quality Assurance Representative Craig Berry Address/Phone/Email 1200 Avenue G White City, OR 97503 craig.a.berry@saint-gobain.com Category Panel Walls Subcategory Siding Compliance Method Certification Mark or Listing { Certification Agency Miami-Dade BCCO - CER Referenced Standard and Year(of standard Year Standard) ASTM C1185 2002 ASTM E136 1999 ASTM E84 2001 Florida Building Code 2004 Florida Building Code 2004 Miami-Dade Co. Protocol PA201 1994 Miami-Dade Co. Protocol PA202 1994 Miami-Dade Co. Protocol PA203 1994 Equivalence of Product Standards Certified By Sections from the Code 1403 2121.6.2 6/27/2006 3:09 1 of Z .arida b ildulg Code Online littp://floridabuildiilg.orc, r/pr_app dtl.aspx?param=wGEVXQ�>,tDq... Product Approval Method Method 1 Option A Date Submitted 11/04/2005 Date Validated 11/22/2005 Date Pending FBC Approval 11/23/2005 Date Approved 12/06/2005 Summary of Products FL# Model, Number or Name Description 31.4$11 „# t {d Ft* 81it 6-1/2", 7-1/2" 8-1/4” and 9-1/2" Widths x 12' long. ap Ycfi g - '1`ah s Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: PTID 3148 R1 I Dade Co FC NOA 02-0503-Ol.pdf Impact Resistant: Verified By: Design Pressure: +/- Other: Exterior Wall Covering. Allowable Wind Pressures: Steel Studs (Min. 3-5/8"x1-3/8"x20ga at 16" o.c.), Screws through overlap into studs, -92 psf. Wood Studs (Min. 2x6 at 16" o.c.), 8d nails through overlap into studs, -76 psf. 3148.2 WeatherBoards Fiber Cement 16" Wide x 4' long. Shapes Siding Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Exterior Wall Covering Allowable Wind Pressures: Steel Studs (Min. 3-5/8"x1-3/8"x20ga at 16" o.c.) with Screws into studs, -95 psf. Wood Studs (Min. 2x6 at 16" o.c.) with 8d nails into studs, -76 psf. 3148.3 WeatherBoards Fiber Cement 4' Wide x 8', 9' and 10' lengths. Vertical Panel Siding Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Exterior Wall Covering Allowable Wind Pressures: Steel Studs (Min. 3-5/8"x1-3/8"x20ga at 16" o.c.) with Screws 6" o.c. into studs, -115 psf. Wood Studs (Min. 2x6 at 16' o.c.) with 6d nails 6" o.c. into studs, -73 psf, Back, Next, DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee,Florida 32399-2100 (850)487-1824,Suncom 277-1824,Fax(850)414-8436 ©2000-2005 The State of Florida.All rights reserved. Copyright and Disclaimer Product Approval Accepts: 2 of 3 6/27/2006 3:09 e b. ! Its 1 '5j t(olese ne MIAMI-DADE COUNTY,FLORID �� Ni I A M I DADE " METRO DARE FLAGLER BUILDIN BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 NEST FLAGLER STREET,SUITE 160 MIAMI,FLORIDA 33130-1563 PRODUCT CONTROL DIVISION (305)375-2901 FAX(305)375-2909 NOTICE OF ACCEPTANCE (NOA) Certainteed Corporation(PA) 1400 Union Meeting Road Blue Bell,PA 19422 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revolve, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION;Landmark TL(and-AR) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the 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 tennination 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 consists of pages 1 through 3. The submitted documentation was reviewed by Frank Zuloaga,RRC NOA No.: 02-0110.03 Expiration Date: 03/07/07 Approval Date: 03/07/02 Page I of 3 w ROOFING ASSEMBLE'APPROVAL Category: Roofing Sub-Category: 07310 Composition Shingles Materials Dimensional Deck Type: Wood 1. SCOPE: This new roofing system using Certainteed Landmark TL and AR Asphalt Shingles, manufactured by CertainTeed Corporation as described in this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami-Dade County. 2. PRODUCT DESCRIPTION Product Dimensions Test Product Description Specifications Certainteed Landmark TL 131/4" x 40" PA 110 A heavy weight, dimensional asphalt and AR shingle. 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 3.2 Shall not be installed on roof mean heights in excess of 33 ft. 4. INSTALLATION 4.1 Shingles shall be installed in compliance with Miami-Dade County Product Control Shingle Installation Procedure No. 115. 4.2 Flashing shall be in accordance with Section 9.3 Option `B" (Step-flashing) of Miami- Dade County Product Control Shingle Installation Procedure No. 115. 4.3 The manufacturer shall provide clearly written application instructions. 4.4 Exposure and course layout shall be in compliance with Detail'A', attached. 4.5 Nailing shall be in compliance with Detail'B', attached. 5. LABELING 5.1 Shingles shall be labeled with the Miami-Dade Logo or the wording"Miami-Dade County- Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or the applicable Building Code in order to properly evaluate the installation of this system. NOA No.: 02-0110.03 Expiration Date: 03/07/07 r `�Y Approval Date: 03/07/02 Page 2 of 3 DE'T'AIL A Rake CertainTeed Landmark 'TL Edge 13 1/4"x 40" LAMINATED SHINGLE All dimensions are in inches. 55/8 — 5 518 — 17 112 — 5 518 5 518 11 114 - i 28 314 55/8 C- LI L5518- � _34118 __ Starter Onto Eaves DETAIL B CertainTeed Landmark TL 13 1/4" x 40" LAMINATED SHINGLE All dimensions are in inches. 40 _ �I _ I 131/2 -- 13 - 131/2 �I 1 1 _ 131/4 i I I 61/8 55/8 Exposure I i END OF THIS ACCEPTANCE NOA No.: 02-0110.03 Expiration Date: 03/07/07 Approval Date: 03/07/02 �_�- Page 3 of 3 NOTICE OF ACCEPTANCE: EVIDENCE SUBNUTTED (For File ONLY. Not part of NOA.) A. EVIDENCE SUBMITTED: Test Aency/Identifier Name Report Date Underwriters Laboratories,Inc. PA 107 O1NK48206 12/18/01 Underwriters Laboratories,Inc. Letter R684 01/28/02 PRI Asphalt Technologies,Inc. PA 100 CTC-003-02-01 12/14/01 B. OTHER 1. Notice of Acceptance number 01-0312.03 E-1 lorida oiiiiu'.Ig Code Online http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wdVX... 09 i �+ SCIS Home Log In Hot Topics Submit SurchargeStats&Facts Publications FBC Staff BCIS Site Map Links Search Y 4 ! Product Approval USER: Public User f�a Y�� Product Approval Menu > Product or Ap Ip ication Search >Application Llst>Application Detail 1 �r a FL# �'L250 Iii"`` Application Type Revision Code Version 2004 Application Status Approved Comments Archived pi. Product Manufacturer CertainTeed Corporation-Roofing Address/Phone/Email PO Box 1100 1400 Union Meeting Rd Blue Bell, PA 19422 ' (610) 341-6678 allan.r.snyder@saint-gobain.com q, Authorized Signature Richard Snyder allan,r.snyder@saint-gobain.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency Miami-Dade BCCO - CER Referenced Standard and Year(of Standard Year Standard) ASTM D3462 2001 ASTM E108 2000 TAS 100 1995 TAS 107 1995 TAS 110 2000 UL 790 1997 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 09/08/2005 Date Validated 09/08/2005 1 of 4 7/7/2006 4:09 P? lorida buiidLig Code Online http://www.floi-idabuilding.org/pr/pr app_dtl.aspx?param=wGEVX... m Date Pending FBC Approval 09/27/2005 Date Approved 10/11/2005 Summary of Products FL# Model, Number or Name Description 250.1 Carriage House Shangle Fiberglass laminated shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: PTID 250 R1 I 01050302 Presidential Shake Impact Resistant: Series.pdf Design Pressure: +/ PTID 250 R1 I 01051605 Classic Horizon.pd Other: Refer to current Miami-Dade NOA. PTID 250 P1 I 01061209 Hatteras.pdf PTID 250 R1 I 02011003 Landmark TL Series.pd PTID 250 R1 I 02121605 CT20 XT25 XT30 Patriot Series.pdf PTID 250 R1 I 02121903 Landmark 30 40 50 Series.pdf PTID 250 R1 I 04061601 Carriage House Grand Manor.pdf Verified By: 250.2 Classic Horizon Shangle Fiberglass 3 tab overlay shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Refer to current Miami-Dade NOA. 250.3 CT 20 (and AR) Fiberglass 3 tab shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Refer to current Miami-Dade NOA. 250.4 Grand Manor Shangle Fiberglass laminated shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Refer to current Miami-Dade NOA. 250.5 Hatteras Fiberglass 4 tab shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/- Other: Refer to current Miami-Dade NOA. 250.6 Landmark 30 (and AR) Fiberglass laminated shingle Limits of Use (See Other) Certification Agency Certificate Approved for use in HVHZ: Installation Instructions Approved for use outside HVHZ: Verified By: Impact Resistant: Design Pressure: +/ Other: Refer to current Miami-Dade NOA. 2 of 4 7/7/2006 4:09 Pik =Turner EMPest EXControl VWW'S Bugging YDu? co cli CERTIFICATE OF COMPLIANCE z FOR TERNNTE PROTECTION NFORIYIATION REQUIRED AS PER FLORIDA SLOG ODES 1A4.2.6.b 1815.7 CONTRACTOR:Seatcon Hoaxes PERMIT A 0600033618 SITE LOCATION:751 Paradise Ls Lol29 A1lank SwctL FL 32233.6955 OATE OF TREATMENT:05125=7 TIME OF TREATMENT: 12:28:00 PTL( AREA TREATED:SQUARE.FOOTAGE:1897 LINEAR FOOT:336 IDENTITY OFAPPLICATOR:DOWI&-k WILLIE PRODUCT NAME:BORA CARE,PREMISE PRE OONSTRUCTION MECTICIDE PFFTLDIUM OCTABORKTE TETRAHYDRATE,IhgIpACL OpRID FOR BNT RYMEM%LLRT Q1EraM NMiE THATVYLL BE LSED F 768{M AREOEMCTEOS PERCENT CONCENTRATION:23.90%,0.06% (FOR BNTmTEM6F YOU DONTNAVE hE%,YBL mowm NY STAmms GFR FOOT) NUMBER OF GALLONS:3 AOGA,41100GA (FOR BAn BVIRMS-EWMA a OF STATIONS USED) FINAL STATEMENT p THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN C-> TERMITES. TREATMENT IS 1 N ACCORDANCE WITH THE RMES AND LAWS ESTABLISHED SY THE COD FLORIDA 0EPARM*NTOFAIL,RIGULTUREANDCONSUMERSERVICES. w m I GREE THAT THEABOVE INFORMATION IS CORRECTAND REFERS TO THE ADDRESS LISTEDABOVE: RD L 1 7 a cv C T D R TU TROT,LLC. r-- 0 0 N MAIN OFFICE 480 EDGEWDODAVENUE SOUTH JACKSONVILIP,FL 32M6 PHONE:904.3553300 FAX:904353-1488 -� i s EAST 5yVAL5 9 R S77'08'31 T155.00' (10�) t91 O LOT 29 O Cly p COVERED ' • U), 12.3 PA 770 I 0 w 05 .h 7-c 12.8 I�$.3' !� I PLAN 'PORPOISE KEY" I �IpDS/DN�S�DIMC�ti(r 7RA Com rR ac. ,5147- FRXIG-L- 1 F.F. ELEV.. 10.20) LOT 20 I CrYPI�A� LOT 28 (6•) N. LOT 26 A/C 12 0) W� j a(97- k N 1_s• z ti COVERED �W '^ 1 q ENTRY — V) 20' §R-L' N 47) 113.40' DR/VEWAY — N f 743.10' PC N77'08'37~W 55. 00' P� 7.5' JEA ELECTRICAL PARADISE AD/SE' LANE EASEn�EN r (VARIABL,E WTD TH RIGHT OF WA y) TYPE "Co DRAINAGE FOR: .BEST O/V HQ YE, INS DA TE.- MARCH 31PREPARED 19Y. 2006, CLMSW AND ASSCXYA&rS� INC. PROFESSIONAL SURVEYORS 41 MAPPEWS SCALA 207643 NAlDO AYE, JA/K90NVlLLE R.. 32207 (004) 396-2623 LB NQ 1704. G' OWO A--LOTS PARADISE PRESEF?V LOT-29-PP.DWC? g I Received Time May . 10 , 9 : 34AM 05/10/2006 09:41 9043962633 CLARSON & ASSOCIATES PAGE 02/02 MAP SHO1f lNr. PLOT PLAN OP LOT 29 AS SHOWN ON MAP Ole PARADISE PRESERVE AS RECORDED IN PLAT BOOK 57, PAGES 31 THROUGH 34 OF THE CUURENT PUBLIC RECORDS OF DUVAL COUNTY. FLORIDA. BEARING REFERENCE: BEARING SHOWN ON RIGHT—OF—WAY UNE HEREON f5 THE SAME AS SHOWN ON THE ABOVE MENTIONED PLAT. NOTE. THE PROPERTY SURVEYED HEREON APPEARS TO LIE WITHIN FLOOD ZONE'X' AS SCALED FROM TML FLOOD INSURANCE RATE MAP5, COMMUNITY PANEL NO. 120075-0001 D. DATED 4-17-89, ELEVATIONS SHOWN THUS: ( ) REFER TO THE NATIONAL GEODETIC VERTICAL DATUM LEGTNDr TREE LEGEND: . FOUND 1/2" IRON (AS NOTED) QOAK O SET 1/2" IRON (LB 1704) 7 WN OAK PC POINT OF CURVATURE Pt POINT OF INTERSEC7ION jVE OAK F,F. ELEv. F7NfSHEO FLOOR ELEVATION L DT AREA: 5,610 SQUARE FEET 6RL rCOWRE ILDING RESTRlC710N LINE ® ' UARE COLUMN AT RE91OENCEIMPERVIOUS AREA: 2647 SQUARE FEET D FRONT ENTRY AND AT CAV�RAGC' = 47% VED REAR PATIO UNPLA TrE'D PART OF SECTION 18, TOWNSHIP 2 SOUTH, RANGE 29 EAST "V'L 5,L/Ap d rI.J7"EIeC�pTo(� 5 W LF A S77'08'31 "E 55.00' �'9 U,0•) (s�) Q r LOT 29 ({ C) O l I O N 'I CPTIOD 12.3 I N O "7 O I 12.8 J�A.3' ERD-504 /SEDIMgt4T ~ PLAN "PORPOISE KEY" Ce7NrQOL SlLr 7i 1• ARA EFT 0) j (rYPIr-A� F.F. ELEV. 10.2 LOT 28 (6') 'i ''1 NI LOT 26 A/C 2 Lu O) " a L I 1e g N �C COVERED Q Wz EIV TRY i f+ .n AA'' I--- N 20' BRL On _ DRIVEWAY N �^ 143.10' - Pc A N77"0831 "W 55. 00' P' 7.5' JEA ELECTRICAL EASEMENT PARADISE LANE (VARIABLE MD TH RIGHT OF WAY) Building, Planning & Zoning CITY OF ATLANTIC BEACH Inspection Department CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: `l ' Contractor Name: ?es 7-CM Permit #: " 33 Property Address: I�� �i��"fl,�`5 E Z--n Legal Description: Improvements to the above-described property have been completed in accordance with the terms of the permit and are certified to be ready for occupancy as: n Single-Family Residence �� 0 0 Commercial F-j Other: �7 Lowest Floor Elevation: Required As Built The following must be completed before issuing Certificate of Occupancy: Department Date Notified Date Approved Approved By Fire pt. Public Works 7• / l -v Planning Dept. Building Dept. Final Survey with FFE s No All Re-Inspect Fees Paid 'Die, No �1 Graham Shirle From: Clemons, Malcolm Sent: Wednesday, June 13, 2007 12:03 PM To: Kaluzniak, Donna Cc: Graham Shirley Subject: RE: Final co inspection 751 Paradise Ln Backflow installed,OK. Malcolm From: Kaluzniak,Donna Sent: Wednesday,June 13,2007 10:41 AM To: Clemons,Malcolm Subject: FW: Final co inspection 751 Paradise Ln From: Graham Shirley Sent, Wednesday,June 13,2007 10:38 AM To: Carper,Rick;Walker,Chris; Kaluzniak,Donna; Deming,James;Nodine, Phil Cc: Hufsteder,David; Matthews,Carlene;Lanier,Joyce Subject: Final co inspection 751 Paradise Ln Bestcon has requested a final co inspection for 751 Paradise lane 6.14.07 Their#is 246 3747 Shirley L. Graham Building Permits Clerk Atlantic Beach, FL sgraham@coab.us building-dept@coab.us i Graham Shirley From: Carper, Rick Sent: Wednesday, June 13, 2007 10:44 AM To: Deming, James; Nodine, Phil; Paul Nichols(Bestcon) Cc: Hufstetler, David; Graham Shirley Subject: RE: Final co inspection 751 Paradise Ln As-built survey documenting cut off swale at rear of property required. Rick Ricky L. Carper, P.E. Director of Public Works/City Engineer City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper@coab.us PH: (904)247-5834 Fax: (904)247-5843 From: Graham Shirley Sent: Wednesday,June 13,2007 10:38 AM To: Carper,Rick;Walker,Chris; Kaluzniak,Donna;Deming,James;Nodine,Phil Cc: Hufstetler,David; Matthews,Carlene; Lanier,Joyce Subject: Final co inspection 751 Paradise Ln Bestcon has requested a final co inspection for 751 Paradise lane 6.14.07 Their#is 246 3747 Shirley L. Graham Building Permits Clerk Atlantic Beach, FL sgraham@coab.us building-dept@coab.us 1 Graham Shirley From: Graham Shirley Sent: Wednesday, June 13, 2007 10:38 AM To: Carper, Rick; Walker, Chris; Kaluzniak, Donna; Deming, James; Nodine, Phil Cc: Hufstetler, David; Matthews, Carlene; Lanier, Joyce Subject: Final co inspection 751 Paradise Ln Bestcon has requested a final co inspection for 751 Paradise lane 6.14.07 Their#is 246 3747 Shirley L. Graham Building Permits Clerk Atlantic Beach, FL sgraham@coab.us building-dept@coab.us BP50IU02 CITY OF ATLANTIC BEACH 4/25/07 Inspection Results Entry 16: 16: 59 Apply;►;atlon number, type 06 00034375 ELECTRIC ONLY Structure, permit . . . . . 000 000 ELEC 00 Inspection type, sequence : 23 0001 ELECTRICAL FINAL Property address . . . . . 751 PARADISE LN Request date, time, by . . 3/21/07 17 : 00 SLG Type information, press Enter. Inspector ID (F4) . . . . . . . DH Results date . . . . . . . . . . �3�1 Results status (F4) . . . . . . AP Final insp - flag (F4) . . . . . Y Edit comments . . . . . . . Y Y=Yes Display inspection penalties . . _ Y=Yes Point value . . . . . . . . . . 1 F3=Exit F4=Prompt F7=Request comments F9=Standard comments F12=Cancel 94U HP OMcejet 7410 Log for Personal Printer/Fax/Copier/Scanner Information Systems 904-247-5845 Apr 25 2007 4:24PM Last Transaction Date Time Tie Identification Duration Pages Resuit Apr 25 4:23PM Fax Sent 92467126 0:26 1 OK Graham Shirle From: Graham Shirley Sent: Wednesday, April 25, 2007 4:23 PM To: 'Schweizer, Carol M.' Cc: 'Resos, Mark.'; McKay Cathleen Subject: Final elec paradise In 751 Paradise Ln has passed final inspection 3.21.07 permit#06 34375 Thanks 1 BP502I01 CITY OF ATLANTIC BEACH 4/10/07 Inspection Inquiry 15: 33: 41 RE number . . . . . . . . . . - -29- Property address . . . . . . 751 PARADISE LN Appl, structure nbr . . . . . 06 00034312 000 000 Permit type, seq nbr . . . . MECH 00 MECHANICAL PERMIT Inspection type, seq nbr 34 0001 MECHANICAL FINAL Inspection status, date INSPECTION COMPLETED 4/05/07 Requested date, time, by 4/05/07 17 : 00 CM Override date, time, by . User ID to request, result CMCKAY DHUFSTETLE Phone interface number . . 113993 Inspector assigned . . . . DH DAVID HUFSTETLER Results status, date . . . APPROVED 4/05/07 Final inspection flag . . . . Y Penalty amount . . . . . . . . 00 Inspection request comments final mechanical contact: Paul @ 545-4751 Bottom Press Enter to continue. F3=Exit F5=Land inq F7=Insp result comments F12=Cancel BP501UO2 CITY OF ATLANTIC BEACH 4/10/07 Inspection Results Entry 15: 32 : 04 Application number, type 06 00033978 PLUMBING ONLY Structure, permit . . . . . 000 000 PLBG 00 Inspection type, sequence : 45 0001 PLUMBING FINAL Property address . . . . . 751 PARADISE LN Request date, time, by . . 4/05/07 17 : 00 CM Type information, press Enter. Inspector ID (F4) . . . . . . . DH Results date . . . . . . . . . . T 1 Results status (F4) . . . . . . AP Final insp - flag (F4) . . . . . N Edit comments . . . . . : * I . y Y=YesDisplay inspection penalties . . Y=Yes Point value . . . . . . . . . . 1 F3=Exit F4=Prompt F7=Request comments F9=Standard comments F12=Cancel .f; f. 2X4 SYP#2 BLOCKING WITHIN TRUSS MEMBER TOE—NAIL EACH END w/3-12d. 2'-0"x2'-0" 3/4 " PLY GUSSETT BOTH SIDES OF TRUSS. FASTENED TO EACH WEB w/2 ROWS 10d NAILS @ 3" O.C. STAGGERED. ri--�T R U S S K5 REPAIR SK-1 SCALE: 3/8" = 1 '-0" PROJECT PARADISE PRESERVE LOT 41 Lou Pontigo & Associates, Inc. BUILDER Consulting Structural Engineers B E'D T C O N HOMES 496 Osceola Avenue JOB NO SHT. N0. Jacksonville Beach,Florida 32250 Ph.242-0908 Fax.241-9557 �\ 1 CA#8344 DATE 11 . 14. 06 Q_j • x 2X4 SYP#2 BLOCKING WITHIN TRUSS MEMBER TOE—NAIL EACH END w/3-12d. 2'-0"x2'-0" 3/4 " PLY GUSSETT BOTH SIDES OF TRUSS. FASTENED TO EACH WEB w/2 ROWS 10d NAILS @ 3" O.C. STAGGERED. 1 TRUSS K5 REPAIR SK-1 SCALE: 3/8" = 1 '-0" PROJECT PARADISE PRESERVE LOT 41 Lou Pontigo & Associates, Inc. Consulting Structural Engineers BuILDERH E S TC O N HOMES 496 Osceola Avenue JOB N0. SHT. N0. Jacksonville Beach,Florida 32250 Ph.242-0908 Fax.241-9557 (-� �'</ I CA#8344 DATE 11 . 14. 06 r` -JI J CITY OF ATLANTIC BEACH d, .-- ..800 SEMINOLE ROAD ATLANTIC BEACH,FL .32233 INSPECTION PHONE LINE 247-5826 f Application Number 06-00033616 Date 9/11/06 Property Address . . . . 751 PARADISE LN Application type de cription SINGLE FAMILY RESIDENCE Property Zoning . . . . . TO BE UPDATED Application valuati n . . . . 440000 ------------------------------ --------------------- Application desc NEW SINGLE FAMILY RESIDENCE ------------------------------------- Owner Contractor -------------------- ---- ------------------------ BESTCON BESTCON INC 4400 MARSH LANDING BOULEVARD ATLANTIC BEACH FL 32233 SUITE 6 PONTE VEDRA BCH FL 32082 (904) 246-3747 --------------------------------------------------- Permit BUILDING PERMIT Additional desc . Permit Fee . . 1515 . 00 Plan Check Fee 757 .50 Issue Date Valuation 440000 Expiration Date 3/10/07 --- --------- Other Fees . . . . CITY RADON SURCHARGE .54 CAPITAL IMPROVEMENT 325 .00 ST CONSTRUCTION SURCHARGE 13 . 12 AB CONSTRUCTION SURCHARGE 1 .45 STATE RADON SURCHARGE 10 .37 SEWER IMPACT FEES 1250 .00 WATER IMPACT FEE 650.00 WATER CONNECT/METER ONLY 85 . 00 WATER CROSS CONNECTION 35 . 00 ----------------------------------- ----------- Fee summary Charged Paid Credited Due ----- ---------- ---------- ---------- Permit Fee Total 1515 . 00 1515 . 00 . 00 . 00 Plan Check Total 757. 50 757 . 50 . 00 . 00 Other Fee Total 2370 . 48 2370 .48 . 00 . 00 Grand Total 4642 . 98 4642 . 98 . 00 . 00 i PERMIT IS APPROVED ONLY INACCORD CE WrM ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. r g` CITY OF ATLANTIC1 BEACH PERMIT CALCULATION SHEET Date 4=7—Q �Q Permit Number Address Contact Name Phone Heated Square Footage @ $ per sq ft= $ Garage/Shed @ $ per sq ft=$—f Carport/PorchM- Opy @ $ per sgft= $ Deck @ $ per sq ft= $ Patio @ $ per sq ft= $ TOTAL VALUATION: $ Total Valuation 1st $ Remaining Value $ per thousand or portion thereof CONSTRUCTION TYPE: TOTAL BUILDING FEE $ ZONING: + % Filing Fee $_ FLOOD ZONE: ( )Fireplaces @ $35.00 $ 33.C0 IMPERVIOUS SURFACE: AB CONSTRUCTION SURCHARGE o?1AP $ CAPITAL IMPROVEMENT RAD $$— _ CITY ON SURCHARGE o?Ig SECTION H IMPACT FEE $ SEWER IMPACT FEES $ SEWER TAP FEES r ST CONSTRUCTION SURCHARGE $ FILE COPY SATE RADON SURCHARGE $ TER CONNECT/METER ONLY $ WATER CONNECT/rAP& METER $ WATER CROSS CONNECTION $ 114 WATER IMPACT FEE $ OTHER $ GRAND TOTAL DUE: $ 1/13/03 CITY OF ATLANTIC BEACH f PLAN REVIEW SHEET 19 Makowski ' Building Department Public works&Public Utilities Departments ns Jr31� 800 Seminole Road 1200 Sandpiper Lane Atlantic Beach,Florida 32233 Atlantic Beach,Florida 32233 a (904)247-5800 (904)247-5834 P.Kakjzn' (904)247-5845 Fax (904)247-5843 Fax Public Safety PLAN REVIEW COMMENTS n Permit Application# ao _ L(�' Property Address: � Q.►' t .�h Applicant: Project: t n This permit application has been: Approved as noted by the Department. Final application approval must co a from the Building Department. ED Reviewed and the following items need attention: - ?.c,J�Y� s t�2t/I Cts �� �' Com.✓ 2r Please re-submit your application when these items have been completed. r Reviewed By: Date: /g �' �Y4 _ 'L 710 Date Contractor Notified: �U--�'e0� 7/a-G AU 6 � WATER IMPACT FEE WORKSHEET ADDRESS: Pl�'� G DRAINAGE FlXTURE TYPE FIXTURE UNIT VALUE AS LOAD FIXTURES UNITS Automatic clothes washers,commerdal 3 Automatic dbthes washers, residential Bathroom group consisting of water doset, lavatory 2 Bidet, and bathtub or shower 02, Bathtub(with or without overhead shower or whirlpool 6 attachments 2 Bidet 2 . Combination sink and tray 2 Dental lavato 1 Dishwashin machine, domestic 2 Drinkin fountairocemaker Floor drains 2 . Hose bib 1 3 Kitchen sink, domestic Kitchen.sink, domestic with food waste grinder and/or 2 dishwasher 2 Laund tr 1 or 2 co artments 2 Lavato 1 Shower com artment; domestic 2 Sink 2 Urinal r 4 Urinal, 1 allon r flush or less Wash sink circular or multiple)each set of faucets 2 Water closet, flushometer tank, Public or rivate 4 Water closet, mate installation 4 Water doset, bfic installation 6 TOTAL.NUM6ER OF UMTS MULTIFUED X 20 TOTAL S CITY OF ATLANTIC BEACH r BUILDING PERMIT APPLICATION (New/Residential&Commercial) Date: -2to 0(,p Job Address: cJ &AY QLd t Se �nG_;A+1Gr1 1 C 640Ch FL 3Z2,33 Owner's Name: 'hA0yU N i 0_4 t5 Address: L{L4W N QV ISb JAf d i rNA N VCS s1(o al 0; 37XyM Phone: Cqy4 Z 4(p-,3'7 4 7 Contractor: &_S4-con fhC• State License Number: GCSC 15040- Address: 51( 4aAddress: LI qM MaYZI LCM60i ilj vd Sk & -Phone: N) 1 u(o'314-1 City: P61+-c V td ra &,a r t, State:F—Zip:L3W'r52 Fax: ( 9 QW ) Zu Ly- 7 Wp Describe proposed use and work to be done:w e Ute '(4-si dlerl-h at C-i'f1 -e- Total Square Footage 2 Imp 5st r-.L Total Heated Square Footage 2 l's S S!nj f°'F Present use of land or building(s): VOLEan♦ LAS" Valuation of proposed construction:0L Lt 401 C= CSD Is approval of Homeowner's Association or other private entity required? NO If yes,please submit with this Application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5% or more to the original impervious area? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. ❑YES. Approval of the Public Works Department is required prior to issuance of a Building Permit.The Public Works Department is located at 1200 Sandpiper Lane,AB,Telephone#is(904)249- 5834,Rick Carper,Director. PROCEDURE: IN ORDER TO EXPEDITE ISSUANCE OF PERMITS, IT IS RECOMMENDED THAT THE ARCHITECT OR CONTRACTOR OF RECORD COMPLETE THIS CHECKLIST,AS TI IS DETAILED AND TECHNICAL, AS WELL AS CONTAINS LANGUAGE SPECIFIC TC ADOPTED CODES. AN INCOMPLETE APPLICATION AND OMISSION OF INFORMATION WILI CAUSE A DELAY IN THE ISSUANCE OF PERMITS. VERIFY ZONING DESIGNATION AND PROPER SETBACKS FOR THE PROPOSED CONSTRUCTION.IF YOU ARE UNSURE OF THIS INFORMATION,PLEASE CONTACT THE PLANNING AND ZONING DEPARTMENT AT 904-247-5826. BUILDING CONSTRUCTION PLANS 4 SETS OF PLANS STEP 1. PROVIDE STATEMENT OF COMPLIANCE ON ALL PLANS TO READ SUBSTANTIALLY AS FOLLOWS: "THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE,BUILDING,PLUMBING,MECHANICAL,ELECTRIC." 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fax: (904)247-5845 . http://www.coab.us Page 2 Revised 6/06 PUBLIC WORKS AND PUBLIC UTILITIES.FBC 553.79. Address and contact information of person to receive all correspondence regarding this application (please print). Name: cvi l G ISG ,�,,// Mailing Address: U Ni ay L til at FL- 3��2 Telephone: 1-(V- 31 W 1 7 -39 3 Fax: E-Mail: �l I hereby certify that I have read and examined this application and attached documentation and know the same to be true and correct. All provisions of the laws and ordinances governing this type of work will be complied with,whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations,ordinances,or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information being true and correct and that the plans and supporting data have been or shall be provided as required. Signature of Owner: Date: AS TO OWNER- Sworn WNERSworn to and subscribed before me this t day of , C I'LL ,20 State of Fk iida,County of Duval Notary's Si - Personally known � r RENEE GAIL RUSS Produced identification y �s MY COMMISSION#DD448880 Type of identification produced 'Fora°, EXPIRES:July ta2009 Signature off Gontractor: Date: AS TO CONTRACTOR: Sworn to and subscribed before me this day of ,20 . State of Florida,County of Duval Notary's Signatar�! �` rsonally known '-'"'"` E ❑ Produced identification ,g�rN RENEE GAIL RUSS Type of identification produced -AV.- MY COMMISSION#DD44888U ora , (4M 3980189 RwWa Nab"SW14M M 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fax: (904)247-5845 - htti)://www.coab.us Page 4 Revised 6106 CITY OF ATLANTIC BEACH FILE C , yr PLAN REVIEW SHEET t.Makowski Building Department Public Works&Public Utilities Departments s URI�`' 800 Seminole Road 1200 Sandpiper Lane Atlantic Beach,Florida 32233 Atlantic Beach,Florida 32233 a (904)247-5800 (904)247-5834 D. Kaluzn' (904)247-5845 Fax (904)247-5843 Fax Public Safety .CITY A R O C 1p PLAN REVIEW COMMENTS pP �,FacN BUILDING OFFICE Permit Application# 0-0 — (0� � '...-, - ', 06 Property Address: Pard&25h By: z9i Applicant: &e*f Project: -FI This permit application has been: Approved as noted by the Department. Final application approval must come from the Building Department. Reviewed and the following items need attention: �i : a w�vA� OK -8-06 7 old 9-8-oG,T4 /Z�S �crr r ry b-a-b .S acu v 5 =� O< •So6J A n _ Please re-submit your apO an n when these items have been completed. Reviewed By: Date: Z- Date Contractor Notified: r� ''.tr�J , ss1 CITY OF ATLANTIC BEACH . r PLAN REVIEW SHEET -Makowski � Building Department Public Works&Public Utilities Departments s "�JFiI>r 800 Seminole Road 1200 Sandpiper Lane Atlantic Beach,Florida 32233 Atlantic Beach,Florida 32233 (904)247-5800 (904)247-5834 D.Kaluzn' (904)247-5845 Fax (904)247-5843 Fax Public Safety PLAN REVIEW COMMENTS Permit Application# Q Property Address: Paro. .t Lt n C—) Applicant: % Project: (-- 1 n CCj This permit application has been: Approved as noted by the Department. Final application approval must come from the Building Department. 0 Reviewed and the following items need attention: I Please re-submit yoqr application when these items Mbeen.ran I 4/1' Reviewed By: Date: AUC 711 $Y Date Contractor Notified: � ' ` CITY OF ATLANTIC BEACH r} BUILDING PERMIT APPLICATION �r (New/Residential&Commercial) x�r�3��r Date: q—2-C4 - 0(,p Job Address: teach eu 32233 Owner's Name: SCA U ► G Address: ��� MCXY 5'h �.nd+r�A dt Vd X1{0 Phone: G�tS�-tCN1G State License Number: alti 5 1 L4 0 Contractor: Address: 4 LIM May, LaM i;NG i It Sk (1 -Phone: LCIOW Juno- 314-1 City: 'trlYrGl f2,pf2,--h State:-FL LZip:3.0552 Fax: p Describe proposed use and work to be done:mew '(ui d er -r( �"e Total Square Footage 2 01(to 5q t:-L Total Heated Square Footage 2 Is S Ste,t'T Present use of land or building(s): V& n♦ WA- Valuation of proposed construction:3L L{'t}01 C= 00 Is approval of Homeowner's Association or other private entity required? N 0 If yes,please submit with this Application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5%or more to the original impervious area? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. ❑YES. Approval of the Public Works Department is required prior to issuance of a Building Permit. The Public Works Department is located at 1200 Sandpiper Lane,AB,Telephone#is(904)249- 5834,Rick Carper,Director. PROCEDURE: IN ORDER TO EXPEDITE ISSUANCE OF PERMITS, IT IS RECONIMENDEP THAT THE ARCHITECT OR CONTRACTOR OF RECORD COMPLETE THIS CHECKLIST,AS TT IS DETAILED AND TECHNICAL, AS WELL AS CONTAINS LANGUAGE SPECIFIC TO ADOPTED CODES.AN INCOMPLETE APPLICATION AND OMISSION OF INFORMATION WILL CAUSE A DELAY IN THE ISSUANCE OF PERMITS. VERIFY ZONING DESIGNATION AND PROPER SETBACKS FOR THE PROPOSED CONSTRUCTION.IF YOU ARE UNSURE OF THIS INFORMATION,PLEASE CONTACT THE PLANNING AND ZONING DEPARTMENT AT 904-247-5826. BUILDING CONSTRUCTION PLANS 4 SETS OF PLANS STEP 1. PROVIDE STATEMENT OF COMPLIANCE ON ALL PLANS TO READ SUBSTANTIALLY AS FOLLOWS: "THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE,BUILDING,PLUMBING,MECHANICAL,ELECTRIC." 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fax: (904)247-5845 • httu://www.coab.us Revised 6106 Page 2 PUBLIC WORKS AND PUBLIC UTILITIES.FBC 553.79. Address and contact information of person to receive all correspondence regarding this application (please print). Name: � Qtr1 G k- (sw _ Mailing Address: t-} mar dl FL- 32-09Z Telephone: _2,91v- b 14 -) ? -39 3 Fax: 1W0,7124 E-mail: C-0I I hereby certify that I have read and examined this application and attached documentation and know the same to be true and correct. All provisions of the laws and ordinances governing this type of work will be complied with,whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations,ordinances,or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information being true and correct and that the plans and supporting data have been or shall be provided as required. Signature of Owner. Date: AS TO OWNER Sworn to and subscribed before me this 10-� day of State of F1rida,County of Duval 'i Notary's Sign e: Personally known �` r =EXPIRES: RUSS Produced identification DD448Es80 Type of identification produced '���° 0,2009 Signature afGuatractor: Date: AS TO CONTRACTOR: Sworn to and subscribed before me this day of� 20 . State of Florida,County of Duval Notary's Signaiale `Personally known El Produced identification ,per°�, RENEE GAIL RUSS Type of identification produced -A aLAPIRES.ittlY 1%2W MY COMMISSION#DD448880 sort 398-0153 P"kin Nalmy SWAMOOM 800 Seminole Road Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fag: (904)247-5845 • http://www.coab.us Page 4 Revised 6/06 FORM 60OA-2004 EnergyGauge®4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Bestcon Homes, Porpoise Key G Pp Builder. Bestcon Homes Address: ­75 �C( ract I W Lafl e Permitting Office: City, State: 19+1 oil h'C &arh f Ft ,327-33 Permit Number: Owner: Jurisdiction Number: Climate Zone: North 1. New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:36.0 kBtu/hr - 3. Number of units,if multi-family 1 - SEER: 13.00 - 4. Number of Bedrooms 4 - b. Central Unit Cap: 18.0 kBtu/hr - 5. Is this a worst case? Yes - SEER: 13.00 - 6. Conditioned floor area(ft2) 2145 ft2 _ c. N/A - 7. Glass type and area:(Label regd.by 13-104.4.5 if not default) - a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a.(Dble Default)293.0 ft2 - a. Electric Heat Pump Cap:36.0 kBtu/hr - b. SHGC: HSPF:7.90 - (or Clear or Tint DEFAULT) 7b. (Clear)293.0 ft2 _ b. Electric Heat Pump Cap: 18.0 kBtu/hr - 8. Floor types HSPF:7.70 - a. Slab-On-Grade Edge Insulation R=0.0,179.0 ft2 - c. N/A - b. Raised Wood,Adjacent R=19.0,125.0 ft2 - - c. 1 Others R' 19 70.0 ft2 - 14. Hot water systems 9. Wall types a. Electric Resistance Cap:50.0 gallons - a. Frame,Wood,Exterior R=11.0,1775.0 ft2 - EF:0.91 - b. Frame,Wood,Adjacent R=11.0,270.0 ft2 - b.N/A - c. N/A - - d. N/A _ c. Conservation credits _ e. N/A - (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1749.0 ft2 15. HVAC credits - b. Under Attic R=19.0,456.0 ft2 _ (CF-Ceiling fan,CV-Cross ventilation, c. N/A - HF-Whole house fan, 11. Ducts _ PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH(Sealed):Garage Sup.R=6.0, 130.0 ft MZ-C-Multizone cooling, b. Sup:Unc. Ret:Unc. AH(Sealed):Attic Sup.R=6.0,,80.0 ft - MZ-H-Multizone heating) Glass/Floor Area: 0.14 Total as-built points: 32274 PASS Total base points: 33244 I hereby certify that the plans and specifications covered by FReview of the plans and Z8 E S this calculation are in compliance with the Florida Energy specifications covered by this yy�4 _T9T�0 Code. Ct-4-'�2V✓ t C l 1 i S calculation indicates compliance PREPARED B with the Florida Energy Code. Before construction is completed v DATE: )ha this building will be inspected for a I hereby certify that this building, asesigned, is in compliance compliance with Section 553.908 ft, yt with the Florida Energy C �AygGfn MI Ck�ISCh Florida Statutes. cOD WF OWNER/AGENT: V�----- BUILDING OFFICIAL: DATE: DATE: 1 Predominant glass type. For actual glass type and areas,see Summer&Winter Glass output on pages 2&4. EnergyGauge®(Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , ,~]5( araGl I Qn C lQn fi C 1j(L7C 3aa, 'ERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM XSOF= Points .18 2145.0 20.04 7737.4 Double,Clear SE 12.0 8.0 13.0 42.75 0.43 240.5 Double,Clear SE 6.7 8.0 36.0 42.75 0.53 809.0 Double,Clear NE 1.3 5.0 6.0 29.56 0.91 162.1 Double,Clear NE 1.1 6.0 16.0 29.56 0.96 455.6 Double,Clear NW 1.3 12.0 36.0 25.97 1.00 931.8 Double,Clear NW 1.3 8.0 36.0 25.97 0.98 912.7 Double,Clear NW 10.5 12.0 40.0 25.97 0.66 686.4 Double,Clear SW 1.3 16.0 36.0 40.16 1.00 1443.4 Double,Clear SE 1.3 10.5 30.0 42.75 1.00 1276.7 Double,Clear SE 1.3 5.0 8.0 42.75 0.87 298.7 Double,Clear NE 1.3 12.5 30.0 29.56 1.00 883.5 Double,Clear NW 1.3 4.0 6.0 25.97 0.88 137.0 As-Built Total: 293.0 8237.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 270.0 0.70 189.0 Frame,Wood,Exterior 11.0 1775.0 1.70 3017.5 Exterior 1775.0 1.70 3017.5 Frame,Wood,Adjacent 11.0 270.0 0.70 189.0 Base Total: 2045.0 3206.5 As-Built Total: 2045.0 3206.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.1 2.40 43.4 Exterior Wood 20.1 6.10 122.6 Exterior 20.1 6.10 122.6 Adjacent Wood 18.1 2.40 43.4 Base Total: 38.2 166.0 As-Built Total: 38.2 166.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1657.0 1.73 2866.6 Under Attic 30.0 1749.0 1.73 X 1.00 3025.8 Under Attic 19.0 456.0 2.34 X 1.00 1067.0 Base Total: 1657.0 2866.6 As-Built Total: 2205.0 4092.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 179.0(p) -37.0 -6623.0 Slab-On-Grade Edge Insulation 0.0 179.0(p -41.20 -7374.8 Raised 195.0 -3.99 -778.0 Raised Wood,Post or Pier 19.0 70.0 0.77 53.6 Raised Wood,Adjacent 19.0 125.0 0.40 50.0 Base Total: -7401.0 As-Built Total: 374.0 -7271.2 EnergyGauge®DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details A_( nticOCA ) M #: ADDRESS 'ls( CGne IT BASE AS-BUILT INFILTRATION Area X BSPM Points Area X SPM = Points 2145.0 10.21 21900.4 2145.0 10.21 21900.4 Summer Base Points: 28476.0 Summer As-Built Points: 30332.1 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1:Central Unit 36000 btuh,SEER/EFF(13.0)Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 30332 0.67 (1.09 x 1.147 x 0.95) 0.263 1.000 6569.7 (sys 2:Central Unit 18000 btuh,SEER/EFF(13.0)Duets:Unc(S),Unc(R),Att(AH),R6.0(INS) 30332 0.33 (1.09 x 1.147 x 1.05) 0.263 1.000 3284.9 28476.0 0.4266 12147.9 30332.1 1.00 1.237 0.263 1.000 9854.6 EnergyGaugeTA4 DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: SSI 6hrQ d be Lori 2 3 PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF= Point .18 2145.0 12.74 4918.9 Double,Clear SE 12.0 8.0 13.0 14.71 2.28 436.7 Double,Clear SE 6.7 8.0 36.0 14.71 1.78 944.3 Double,Clear NE 1.3 5.0 6.0 23.57 1.01 142.4 Double,Clear NE 1.1 6.0 16.0 23.57 1.00 377.7 Double,Clear NW 1.3 12.0 36.0 24.30 1.00 873.7 Double,Clear NW 1.3 8.0 36.0 24.30 1.00 874.6 Double,Clear NW 10.5 12.0 40.0 24.30 1.02 994.1 Double,Clear SW 1.3 16.0 36.0 16.74 1.00 604.9 Double,Clear SE 1.3 10.5 30.0 14.71 1.02 448.2 Double,Clear SE 1.3 5.0 8.0 14.71 1.10 129.9 Double,Clear NE 1.3 12.5 30.0 23.57 1.00 706.1 Double,Clear NW 1.3 4.0 6.0 24.30 1.01 146.7 As-Built Total: 293.0 6679.4 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 270.0 3.60 972.0 Frame,Wood,Exterior 11.0 1775.0 3.70 6567.5 Exterior 1775.0 3.70 6567.5 Frame,Wood,Adjacent 11.0 270.0 3.60 972.0 Base Total: 2045.0 7539.5 As-Built Total: 2045.0 7539.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.1 11.50 208.0 Exterior Wood 20.1 12.30 247.2 Exterior 20.1 12.30 247.2 Adjacent Wood 18.1 11.50 208.0 Base Total: 38.2 455.3 As-Built Total: 38.2 455.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1657.0 2.05 3396.8 Under Attic 30.0 1749.0 2.05 X 1.00 3585.4 Under Attic 19.0 456.0 2.70 X 1.00 1231.2 Base Total: 1657.0 3396.8 As-Built Total: 2205.0 4816.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 179.0(p) 8.9 1593.1 Slab-On-Grade Edge Insulation 0.0 179.0(p 18.80 3365.2 Raised 195.0 0.96 187.2 Raised Wood, Post or Pier 19.0 70.0 0.88 61.3 Raised Wood,Adjacent 19.0 125.0 2.20 275.0 Base Total: 1780.3 1 As-Built Total: 374.0 3701.5 EnergyGauge®DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:-7s 61"3e— L'aviP PERMIT#: BASE AS-BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2145.0 -0.59 -1265.5 2145.0 -0.59 -1265.5 Winter Base Points: 16825.3 Winter As-Built Points: 21926.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1:Electric Heat Pump 36000 btuh ,EFF(7.9)Ducts:Unc(S),Unc(R),Gar(AH),R6.0 21926.7 0.667 (1.069 x 1.169 x 0.95) 0.432 1.000 7776.1 (sys 2:Electric Heat Pump 18000 btuh ,EFF(7.7)Ducts:Unc(S),Unc(R),Att(AH),R6.0 21926.7 0.333 (1.069 x 1.169 x 1.05) 0.443 1.000 3989.1 16825.3 0.6274 10556.2 1 21926.7 1.00 1.232 0.435 1.000 11763.5 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: -751 1,201r, 3ad_23 PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2635.00 10540.0 50.0 0.91 4 1.00 2663.96 1.00 10655.8 As-Built Total: 10655.8 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water - Total Points Points Points Points Points Points Points Points 12148 10556 10540 33244 9855 11763 10656 32274 PASS O4T8E S0 � 7!111 liy 'ti'6 11 MoD WE EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 k Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 3 233 PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST SECTION REQUIREMENTS FOR EACH PRACTICE CHECK COMPONENTS �.. Exterior Windows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft.window area; .5 cfm/sq.ft.door area. Exterior&Adjacent Walls 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at corners;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from,and is sealed to,the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter,penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, tr- soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and seams. Recessed Lighting Fixtures 606A.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation;or Type IC rated with<2.0 cfm from conditioned space,tested. Multi-story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, v have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES(must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2.Switch or clearly marked cir breaker(electric)or cutoff(gas)must be provided.External or built-in heat trap required. Swimming Pools&Spas 612.1 Spas&heated pools must have covers(except solar heated). Non-commercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. �-- Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically `-- attached,sealed,insulated,and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. �-�- Insulation 604.1,602.1 Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 both sides. Common ceiling&floors R-11. EnergyGauge""" DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* =83.5 The higher the score,the more efficient the home. 1. New construction or existing New - 12. Cooling systems Single family a. Central Unit Cap:36.0 kBtu/hr - 2. Single family or multi-family g y - SEER: 13.00 - 3. Number of units,if multi-family I - 4 b. Central Unit Cap: 18.0 kBtu/hr - 4. Number of Bedrooms - SEER: 13.00 5. Is this a worst case? Yes - - 6. Conditioned floor area(W) 2145 ft2 - c. N/A - 7. Glass types and area:(Label regd.by 13-104.4.5 if not default) - a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a.(Dble Default)293.0 ft2 - a. Electric Heat Pump Cap:36.0 - HSPF:7.90.90 _ b. SHGC: Ca 18.0 kBtu/hr (or Clear or Tint DEFAULT) 7b. (Clear)293.0 ft2 - b. Electric Heat Pump P - HSPF:7.70 - 8. Floor types a. Slab-On-Grade Edge Insulation R=0.0, 179.0 ft2 - c. N/A - b. Raised Wood,Adjacent R=19.0,125.0 ft2 - - c. l Others 70.0 ft2 - 14. Hot water systems 9. Wall types a. Electric Resistance Cap:50.0 gallons - EF:0.91 a. Frame,Wood,Exterior R=11.0, 1775.0 ft2 - - b. Frame,Wood,Adjacent R=I 1.0,270.0 ft2 - b.N/A - c. N/A - d. N/A - c. Conservation credits - e. N/A - (HR-Heat recovery,Solar 10. Ceiling types DHP-Dedicated heat pump) 15. H a. Under Attic R=30.0,1749.0 ft2 - VAC credits - b. Under Attic R=19.0,456.0 ft2 - (CF-Ceiling fan,CV-Cross ventilation, c. N/A - HF-Whole house fan, 11. Ducts PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH(Sealed):Garage Sup.R=6.0, 130.0 ft - MZ-C-Multizone cooling, b. Sup:Unc. Ret:Unc. AH(Sealed):Attic Sup.R=6.0,80.0 ft - MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building 04'V%E STq?� Construction throuPode ve nergy saving features which will be installed(or exceeded) _ _` 0 in this home beforc ion.Otherw' ,a new EPL Display Card will be completed, ��., _ ;.�;,'° based on installedp is tt t f ` S. Builder Signature: Date: a Address of New Home: -751 {?Qr041 City/FL Zip: 4eacl\ ,3�a3 r�c0 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPA/DOE EnergyStarT"designation), your home may qualify,for energy efficiency mortgage(EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/4871824. I Predominant glass type.For actual glass type and areas RnergyGauge®(Ve sion:FLRC! v4.0) RIGHT-J LOAD AND EQUIPMENT SUMMARY First Floor Energy Design Systems .lob: 1112108 1085 Oak Vale Rd,Jacksonville,FI 32259 Phone:904287-5339 Fax:904287-1258 Emall:energydesignsystemsftmail.com Project • • For: Bestcon Homes, Porpoise Key 5 I Pa l'-,5,,d g< L,,q n FI Prf is o h c etacl, K 2aa33 Notes: -Design Information Weather: Jacksonville, Int'I Airport, FL , US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 72 OF Inside db 72 OF Design TD 40 OF Design TD 21 OF Daily range M Relative humidity 50 % Moisture difference 56 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 28979 Btuh Structure 24583 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 28979 Btuh Use mfg,data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 24091 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 920 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 3970 Btuh Area(ftz) 1462 1462 Total latent equip. load 4890 Btuh Volume(fl') 13158 13158 Air changes/hour 0.83 0.47 Total equipment load 28982 Btuh Equiv.AVF(cfm) 181 104 Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 OF Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr10Htsoft Rlght-Suite Residential' 5.0.88 RSR29784 2008-Jan-12 18;50:12 AC A C:1Documents and Settingslcustomerwy DocumentslWnghtsoRlBestcon Homes,Porpoise Key.rsr Page 1 a RIGHT-J LOAD AND EQUIPMENT SUMMARY 1° Second Floor Energy Design Systems Job: 1/12/06 1065 Oak Vale Rd,Jacksonville,Fl 32259 Phone:904-287-5339 Fax:904-287-1258 Email:energydesignsystems@gmail.com Project • • For: Bestcon Homes, Porpoise Key �S I >Parc<d se Lane FI A+00)IC teachl FT 3L�a33 Notes: Design Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 72 OF Inside db 72 OF Design TD 40 OF Design TD 21 OF Daily range M Relative humidity 50 % Moisture difference 56 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 8943 Btuh Structure 10030 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 8943 Btuh Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 9829 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 690 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 1143 Btuh Area(ft-) 683 683 Total latent equip. load 1833 Btuh Volume(ft') 6830 6830 Air changes/hour 0.46 0.26 Total equipment load 11662 Btuh Equiv.AVF (cfm) 52 30 Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating Input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 OF Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,-Qa. wrigh>Itsoft Right-Suite Residential'"5.0.66 RSR29784 2006-Jan-12 16:56:49 ACCK amocuments and Settings\customer\My Documents\Wrightsoft\Bestcon Homes,Porpoise Key.rsr Page 1 s Equipment Summary Sheet Address:T oy Builder: Equipment Brand*, TYD�,r, I5f �l o�✓ Air Handler Model Number-- ATEC S V 3.6 Condenser Model Number: `-�-��� j�o �� p _ Total Cooling Capacity in BTU • P4 D n b Sensible Load in BTUs: �� o a Latent Load in BTUs: -,) c) Total Heating Capacity in BTUs: -$ ab Seer I S Equipment Brand*: Tr r,r Air Handler Model Number__�T F-C Z 19, p j Condenser Model Number: -- 17 u)Q- 4_j 9 A Total Cooling Capacity in BTU --1-'S o n Sensible Load in BTUs:—. , 11'-D n Latent Load in BTUs: I q 0 Total Heating Capacity in BTUs: ° n 1 Seer 13 *Or Equal: Equipment equal in size and efficiencies may be substituted as per Bulletin G-15-03 dated May 23, 2003. Equipment Su nmary Sheet.Doc FORM 60OA-2004 EnergyGauge®4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Bestcon Homes, Porpoise Key iaq pp-) Builder: Bestcon Homes Address: -751 19c(r c c(i be (an a Permitting Office: City, State: 19+/0/1 t7'C L9>faC'h , Fc 327-33 Permit Number: Owner: Jurisdiction Number: Climate Zone: North 1. New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:36.0 kBtu/hr _ 3. Number of units,if multi-family 1 - SEER: 13.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 18.0 kBtu/hr _ 5. is this a worst case? Yes - SEER: 13.00 _ 6. Conditioned floor area(ft2) 2145 ft2 _ c. N/A _ 7. Glass type and area:(Label regd.by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a.(Dble Default)293.0 ft2 _ a. Electric Heat Pump Cap:36.0 kBtu/hr _ b. SHGC: HSPF:7.90 _ (or Clear or Tint DEFAULT) 7b. (Clear)293.0 ft2 _ b. Electric Heat Pump Cap: 18.0 kBtu/hr _ 8. Floor types HSPF:7.70 _ a. Slab-On-Grade Edge Insulation R=0.0, 179.0 ft2 _ c. N/A b. Raised Wood,Adjacent R=19.0,125.0 ft2 _ c. 1 Others R= 19 70.0 ft2 - 14. Hot water systems 9. Wall types a. Electric Resistance Cap:50.0 gallons _ a. Frame,Wood,Exterior R=I 1.0,1775.0 W - EF:0.91 _ b. Frame,Wood,Adjacent R=I 1.0,270.0 ft2 _ b.N/A c. N/A - d. N/A _ c. Conservation credits e. N/A - (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1749.0 ft2 15. HVAC credits b. Under Attic R=19.0,45 6.0 ft2 - (CF-Ceiling fan,CV-Cross ventilation, c. N/A _ HF-Whole house fan, 11. Ducts - PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH(Sealed):Garage Sup.R=6.0, 130.0 ft MZ-C-Multizone cooling, b. Sup:Unc. Ret: Unc. AH(Sealed):Attic Sup.R=6.0,80.0 ft _ MZ-H-Multizone heating) Glass/Floor Area: 0.14 Total as-built points: 32274 PASS Total base points: 33244 I hereby certify that the plans and specifications covered by [Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this .yO,fliE sTgT� Code. (:LkQ-ye yy t c I�,$ calculation indicates compliance PREPARED BY: fl. with the Florida Energy Code. t: l- DATE: 1/a. ou Before construction is completed a this building will be inspected for � I hereby certify that this building, as designed, is in compliance with the Florida Energy e. �[""y9G►n /�1i C (Sq.,� compliance with Section 553.908 Florida Statutes. c0D � OWNER/AGENT:-_f44BUILDING OFFICIAL: DATE: DATE: I Predominant glass type.For actual glass type and areas,see Summer&Winter Glass output on pages 2&4. EnergyGauge®(Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , ,-75( orad t �f- Lanc I RHQnh'c JS(QCh 3aaLVEIIMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF= Points .18 2145.0 20.04 7737.4 Double,Clear SE 12.0 8.0 13.0 42.75 0.43 240.5 Double,Clear SE 6.7 8.0 36.0 42.75 0.53 809.0 Double,Clear NE 1.3 5.0 6.0 29.56 0.91 162.1 Double,Clear NE 1.1 6.0 16.0 29.56 0.96 455.6 Double,Clear NW 1.3 12.0 36.0 25.97 1.00 931.8 Double,Clear NW 1.3 8.0 36.0 25.97 0.98 912.7 Double,Clear NW 10.5 12.0 40.0 25.97 0.66 686.4 Double,Clear SW 1.3 16.0 36.0 40.16 1.00 1443.4 Double,Clear SE 1.3 10.5 30.0 42.75 1.00 1276.7 Double,Clear SE 1.3 5.0 8.0 42.75 0.87 298.7 Double,Clear NE 1.3 12.5 30.0 29.56 1.00 883.5 Double,Clear NW 1.3 4.0 6.0 25.97 0.88 137.0 As-Built Total: 293.0 8237.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 270.0 0.70 189.0 Frame,Wood,Exterior 11.0 1775.0 1.70 3017.5 Exterior 1775.0 1.70 3017.5 Frame,Wood,Adjacent 11.0 270.0 0.70 189.0 Base Total: 2045.0 3206.5 As-Built Total: 2045.0 3206.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.1 2.40 43.4 Exterior Wood 20.1 6.10 122.6 Exterior 20.1 6.10 122.6 Adjacent Wood 18.1 2.40 43.4 Base Total: 38.2 166.0 As-Built Total: 38.2 166.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1657.0 1.73 2866.6 Under Attic 30.0 1749.0 1.73 X 1.00 3025.8 Under Attic 19.0 456.0 2.34 X 1.00 1067.0 Base Total: 1657.0 2866.6 As-Built Total: 2205.0 4092.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 179.0(p) -37.0 -6623.0 Slab-On-Grade Edge Insulation 0.0 179.0(p -41.20 -7374.8 Raised 195.0 -3.99 -778.0 Raised Wood, Post or Pier 19.0 70.0 0.77 53.6 Raised Wood,Adjacent 19.0 125.0 0.40 50.0 Base Total: -7401.0 1 As-Built Total: 374.0 _7271.2 EnergyGauge®DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: -751 {brach%c Lone A_�lanf C OCA 3da33 PERMIT* BASE AS-BUILT INFILTRATION Area X BSPM Points Area X SPM = Points 2145.0 10.21 21900.4 2145.0 10.21 21900.4 Summer Base Points: 28476.0 Summer As-Built Points: 30332.1 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1:Central Unit 36000 btuh,SEER/EFF(13.0)Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 30332 0.67 (1.09 x 1.147 x 0.95) 0.263 1.000 6569.7 (sys 2:Central Unit 18000 btuh,SEER/EFF(l3.0)Ducts:Unc(S),Unc(R),Att(AH),R6.0(INS) 30332 0.33 (1.09 x 1.147 x 1.05) 0.263 1.000 3284.9 28476.0 0.4266 12147.911 30332.1 1.00 1.237 0.263 1.000 9854.6 EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: �v-od j Se I.un{j A-6 Ft- golm PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF= Point .18 2145.0 12.74 4918.9 Double,Clear SE 12.0 8.0 13.0 14.71 2.28 436.7 Double,Clear SE 6.7 8.0 36.0 14.71 1.78 944.3 Double,Clear NE 1.3 5.0 6.0 23.57 1.01 142.4 Double,Clear NE 1.1 6.0 16.0 23.57 1.00 377.7 Double,Clear NW 1.3 12.0 36.0 24.30 1.00 873.7 Double,Clear NW 1.3 8.0 36.0 24.30 1.00 874.6 Double,Clear NW 10.5 12.0 40.0 24.30 1.02 994.1 Double,Clear SW 1.3 16.0 36.0 16.74 1.00 604.9 Double,Clear SE 1.3 10.5 30.0 14.71 1.02 448.2 Double,Clear SE 1.3 5.0 8.0 14.71 1.10 129.9 Double,Clear NE 1.3 12.5 30.0 23.57 1.00 706.1 Double,Clear NW 1.3 4.0 6.0 24.30 1.01 146.7 As-Built Total: 293.0 6679.4 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 270.0 3.60 972.0 Frame,Wood,Exterior 11.0 1775.0 3.70 6567.5 Exterior 1775.0 3.70 6567.5 Frame,Wood,Adjacent 11.0 270.0 3.60 972.0 Base Total: 2045.0 7539.5 As-Built Total: 2045.0 7539.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.1 11.50 208.0 Exterior Wood 20.1 12.30 247.2 Exterior 20.1 12.30 247.2 Adjacent Wood 18.1 11.50 208.0 Base Total: 38.2 455.3 As-Built Total: 38.2 455.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1657.0 2.05 3396.8 Under Attic 30.0 1749.0 2.05 X 1.00 3585.4 Under Attic 19.0 456.0 2.70 X 1.00 1231.2 Base Total: 1657.0 3396.8 As-Built Total: 2205.0 4816.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 179.0(p) 8.9 1593.1 Slab-On-Grade Edge Insulation 0.0 179.0(p 18.80 3365.2 Raised 195.0 0.96 187.2 Raised Wood,Post or Pier 19.0 70.0 0.88 61.3 Raised Wood,Adjacent 19.0 125.0 2.20 275.0 Base Total: 1780.3 1 As-Built Total: 374.0 3701.5 EnergyGaugeS DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: -7sl PGrQC1,' e.. (�e'►� p �(, 3�� 33 PERMIT#: BASE AS-BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2145.0 -0.59 -1265.5 2145.0 -0.59 -1265.5 Winter Base Points: 16825.3 Winter As-Built Points: 21926.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 36000 btuh ,EFF(7.9)Ducts:Unc(S),Unc(R),Gar(AH),R6.0 21926.7 0.667 (1.069 x 1.169 x 0.95) 0.432 1.000 7776.1 (sys 2:Electric Heat Pump 18000 btuh ,EFF(7.7)Ducts:Unc(S),Unc(R),Att(AH),R6.0 21926.7 0.333 (1.069 x 1.169 x 1.05) 0.443 1.000 3989.1 16825.3 0.6274 10556.2 21926.7 1.00 1.232 0.435 1.000 11763.5 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: -751 GraGf( n{ 6A Fi- 3� 23 PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2635.00 10540.0 50.0 0.91 4 1.00 2663.96 1.00 10655.8 As-Built Total: 10655.8 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 12148 10556 10540 33244 9855 11763 10656 32274 PASS __ ,e 11112 Sr EnergyGauge- DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 'zj( ea r rt .3 2 2 3 PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft.window area; .5 cfm/sq.ft.door area. c� Exterior&Adjacent Walls 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; c. foundation&wall sole or sill plate;joints between exterior wall panels at comers;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from,and is sealed to,the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter,penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, c r soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation;or Type IC rated with<2.0 cfm from conditioned space,tested. Multi-story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES(must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2.Switch or clearly marked cir c - breaker(electric)or cutoff(gas)must be provided. External or built-in heat trap required. Swimming Pools&Spas 612.1 Spas&heated pools must have covers(except solar heated).Non-commercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically �-- attached,sealed, insulated,and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1,602.1 Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 both sides. - Common ceiling&floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* =83.5 The higher the score,the more efficient the home. 1. New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:36.0 kBtu/hr _ 3. Number of units,if multi-family 1 - SEER: 13.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 18.0 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 13.00 _ 6. Conditioned floor area(ft2) 2145 ft2 _ c. N/A 7. Glass type I and area:(Label regd.by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a.(Dble Default)293.0 ft2 _ a. Electric Heat Pump Cap:36.0 kBtu/hr _ b. SHGC: HSPF:7.90 _ (or Clear or Tint DEFAULT) 7b. (Clear)293.0 112 _ b. Electric Heat Pump Cap: 18.0 kBtu/hr _ 8. Floor types HSPF:7.70 _ a. Slab-On-Grade Edge Insulation R=0.0, 179.0 ft2 _ c. N/A b. Raised Wood,Adjacent R=19.0, 125.0 ft2 _ c. 1 Others 70.0 ft2 _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap:50.0 gallons _ a. Frame,Wood,Exterior R=11.0, 1775.0 ft2 _ EF:0.91 _ b. Frame,Wood,Adjacent R=11.0,270.0 ft2 _ b.N/A c. N/A - d. N/A _ c. Conservation credits _ e. N/A _ (HR-Heat recovery,Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=30.0, 1749.0 ft2 _ 15. HVAC credits b. Under Attic R=19.0,456.0 ft2 _ (CF-Ceiling fan,CV-Cross ventilation, c. N/A _ HF-Whole house fan, 11. Ducts PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH(Sealed):Garage Sup.R=6.0, 130.0 ft _ MZ-C-Multizone cooling, b. Sup:Unc. Ret:Unc. AH(Sealed):Attic Sup.R=6.0,80.0 ft _ MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through a' ve energy saving features which will be installed(or exceeded) O�SST9T� in this home before nal ins on.Otherwis -a new EPL Display Card will be completedo'� based on installed de c ant fea Builder Signature: W Date: Address of New Home: -751 r60i,`f. lan L City/FL Zip: fl!tJnn f 1 C gPGCA ,3xa3 we *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may quay for energy efficiency mortgage(EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. 1 Predominant glass type.For actual glass type and areas see Summer&Winter Glass outut on ages 2&4. EnergyGauge®(Version:FFRC9 v4.0) RIGHT-J LOAD AND EQUIPMENT SUMMARY First Floor Energy Design Systems Job: 1112106 1085 Oak Vale Rd,Jacksonville,FI 32259 Phone:904-287-5339 Fax:904-287-1258 Email:energydesignsystems(agmall.com Project • • For: Bestcon Homes, Porpoise Key S t Pa r-adisrt La n A-t la n h c ► ach Ft 3da33 Notes: Desiqn Information Weather: Jacksonville, Int'I Airport, FL , US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 °F Inside db 72 OF Inside db 72 OF Design TD 40 OF Design TD 21 OF Daily range M Relative humidity 50 % Moisture difference 56 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Buildino heat loss 28979 Btuh Structure 24583 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 28979 Btuh Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 24091 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 920 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 3970 Btuh Area(ft2) 1462 1462 Total latent equip. load 4890 Btuh Volume(fts) 13158 13158 Air changes/hour 0.83 0.47 Total equipment load 28982 Btuh Equiv. AVF(cfm) 181 104 Heating Equipment Summary Cooling.Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a Efficiency n/a Efficiency Heating Input ciency n/a Heating output0 Btuh Sensible cooling 0 Btuh Heating temp rise 0 OF Latent cooling 0 Btuh Actual heating fan 0 cfm Total cooling 0 Btuh Heating air flow factor 0.000 cfm/Btuh Actual cooling w factor fan 0 cfm Cooling 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 oda Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Wr1ghtsoft Right-Sulte ResidentialTM 5.•.N RSR29784 A C:IDOCument9 and SettingslcustomerlMy DocumentsMrightsottleestoon Homes,Porpoise Key.rsr 2005-Jan-1218:50:12 Page 1 a RIGHT-J LOAD AND EQUIPMENT SUMMARY Second Floor Energy Design Systems Job: 1/12/06 1065 Oak Vale Rd,Jacksonville,FI 32259 Phone:904-287-5339 Fax:904-287-1258 Email:energydesignsystems@gmail.com Project • • For: Bestcon Homes, Porpoise Key 51 10af0I St Lane FI 1 -lanfiic eeachl FT Notes: Design Information Weather: Jacksonville, Int'I Airport, FL , US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 72 OF Inside db 72 OF Design TD 40 OF Design TD 21 OF Daily range M Relative humidity 50 % Moisture difference 56 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 8943 Btuh Structure 10030 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 8943 Btuh Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 9829 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 690 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 1143 Btuh Area(ftz) 683 683 Total latent equip. load 1833 Btuh Volume(ft3) 6830 6830 Air changes/hour 0.46 0.26 Total equipment load 11662 Btuh Equiv.AVF(cfm) 52 30 Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 OF Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Aiwrightsoft Right-Suite ResidentiaiTM 5.0.66 RSR29784 ACCK C:\Documents and Settings\customer\My Documents\Wrightsoft\Bestcon Homes,Porpoise Key.rsr Page 2006-Jan-12 16:56 age1 1 Address:Y" Equipment Summary Sheet oy Builder: Equipment Brand*• Y lsf �)DD✓ .Air Handler Model Number ; T ci Condenser Model Number: --.!W-rLQ Total Cooling Capacity in BTU-&= D e n Sensible Load in BTUs: 4 per_ Latent Load in BTUs: Total Heating Capacity in BTUs: Q n� Seer J Equipment Brand`-,�. Air Handler Model Number t).T F C � Condenser Model Number: 1 49 vn a Total Cooling Capacity in BTUs: _LL S o Sensible Load in BTUs: Latent Load in BTUs: Total Heating Capacity in BTUs: Seer 13 *Or Equal: Equipment equal in size and efficiencies may be substituted as Bulletin G-15-03 dated May 23, 2003_ per Equipment Summary Sheet.Doc CITY OF ATLANTIC BEACH . ? PLAN REVIEW SHEET d .Makowski Building Department Public Works&Public Utilities Departments s 800 Seminole Road 1200 Sandpiper Lane Atlantic Beach,Florida 32233 Atlantic Beach,Florida 32233 a (904)247-5800 (904)247-5834 t D. Kaluzn' (904)247-5845 Fax (904)247-5843 Fax Public Safety PLAN REVIEW COMMENTS Permit Application# UQ Property Address: ( kr Applicant: &end Project: This permit application has been: lla �Approved as noted by the Department. Final application approval must co htk from the Building Department. 0 Reviewed and the following items need attention: Please re-subnot your application when these items have been completed. Reviewed ��- -- �3 d By' Date: Date Contractor Notified: CITY OF ATLANTIC BEACH ' fs' BUILDING PERMIT APPLICATION } (New/Residential& Commercial) xI Milt r Date: Job Address: -151 QCAV-a {i 52an"c F eoc--h Owner's Name: �t) V • Ni G4n6 ls Address: LALQQ MaN Gln d SKa P4Q 32MPhone: (4104)24(P-3-14-1 : �CS�t.ain G• State License Number: C CxC 151 L-B4 0 Contractor Address: � �aY�,^ 1 nnn!�;nc f�lsl� S4+G �e _Phone: �y �r1y4) 7 u(0" 31y1 C Qt�-#� C' rGt ash State:�—.,Zip:.32t2 Fax: � clf)t! � 21U(0-112(.0 city: l Describe proposed use and work to be done: Q>� '(ztsi dt'i'Y•�1 Total Square Footage 201( ` Total Heated Square Footage IA Present use of land or building(s): Glc4n♦ ��" Valuation of proposed construction: 40 Is approval of Homeowner's Association or other private entity required? NO If yes,please submit with this Application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5%or more to the original impervious area? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will he used on this project. ❑YES. Approval of the Public Works Department is required prior to issuance of a Building Permit.The Public Works Department is located at 1200 Sandpiper Lane,AB,Telephone#is(904)249- 5834,Rick Carper,Director. PROCEDURE: IN ORDER TO EXPEDITE ISSUANCE OF PERMITS, IT IS RECOMMENDED THAT THE ARCHITECT OR CONTRACTOR OF RECORD COMPLETE THIS CHECKLIST,AS rl AINS LANGUAGE SPECIFIC T0 IS DETAILED AND TECHNICAL, P WELL N AND OMIISSION OF INFORMATION WILL ADOPTED CODES. AN INCOMPLETE CAUSE A DELAY IN THE ISSUANCE OF PERMITS' VERIFY ZONING DESIGNATION AND PROPER SETBACKS FOR THE PROPOSED CONSTRUCTION.IF YOU ARE UNSURE OF THIS INFORMATION,PLEASE CONTACT THE PLANNING AND ZONING DEPARTMENT AT 904447-5826. BUILDING CONSTRUCTION PLANS 4 SETS OF PLANS STEP 1. PROVIDE STATEMENT OF COMPLIANCE ON ALL PLANS TO READ SUBSTANTIALLY AS FOLLOWS: "THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE,BUILDING,PLUMBING,MECHANICAL,ELECTRIC." 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fag: (904)247-5845 . httn•J/www.coab.us Revue 6106 Page 2 PUBLIC WORKS AND PUBLIC UTILITIES.FBC 553.79. Address and contact information of person to receive all correspondence regarding this application (please print). Name: cian i C tSG►('1 Mailing Address: t 1{'1 Telephone: L(V- 6 1 y '11-7142-39 3 Fax: E-Mail: C.LA t I hereby certify that I have read and examined this application and attached documentation and know the same to be true and correct All provisions of the laws and ordinances governing this type of work will be complied with,whether specified herein or not The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations,ordinances,or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information being true and correct and that the plans and supporting data have been or gall be provided as required. Signature of Owner. Date: AS TO OWNER- Sworn WNERSworn to and subscribed before me this 1 day of_ _,20 t J4C� State of!Fk ida,County of Duval - ':: • - Notary's Si e:fl�g '_1?ersonally known +Fr RENEE GAIL RUSS �tj MY COMMISSION*DD448W Produced identification 7`P Type of identification produced EXPIRES.1o1y10,z009 Signature of GoRusotor: Date: AS TO CONTRACTOR: Sworn to and subscribed before me this day of —,20 . State of Florida,County of Duval f Notary's Signatur 74-Personally known Produced identification RENEE GAIL RUSS F1 Type of identification produced MY COMMISSION#DD448881i JJF 0 ' (407) 63 FWWa Nay SCO"' 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5826 Fag: (904)247-5845 • http://www.coab.us Page 4 Revised 6/06 05/10/2006 09: 41 9043962633 CLARSON & ASSOCIATES PAGE 02/02 IAP SHOWING PLOT PLAN OF LOT 29 AS SHOWN ON .SAP OF PARADISE PRESERVE AS RECORDED IN PLAT BOOK 57, PAGES 31 THROUGH 34 OF THE CUURENT PUBLIC RECORDS OF DUVAL COUNTY. FLORIDA. BEARING REFERENCE- BEARING SHOWN ON RIGHT—OF—WAY LINE HEREON IS THE SAME AS SHOWN ON THE ABOVE MENTIONED PLAT. NOTE. THE PROPERTY SURVEYED HEREON APPEARS TO LIE WITHIN FLOOD ZONE'X" AS SCALED FROM THE FLOOD INSURANCE RATE MAPS, COMMUNITY PANEL NO. 120075-0001 D, DATED 4-17—e9. -•-••• ELEVATIONS SHOWN THUS. ( ) REFER TO THE NATIONAL GEODETIC VERTICAL DATUM LE&AWD. TREE LEGEND. . FOUND 1/2' IRON (AS NOTED) OAK O SET 1/2" IRON (LB 1704) PC POINT OF CURVATURE QTV4N OAK PI POINT OF INTERSECTION UVE OAK F.F. ELEV. FINISHED FLOOR ELEVATION 9RL BUILDING RESTRICTION LINE 1-07 .AREA: 5,610 SQUARE FEET 1.0' SQUARE COLUMN AT RESIDENCE IMPERVIOUS AREA: 2647 SQUARE FEET ® COVERED FRONT ENTRY AND AT CoyEKD REAR PATIO L/NPLA TIED PART OF SECTION 78 TOWNSHIP 2 SOUTH, RANG' 29 EAST II FERCEPTOZ 5WAL& 9 R S77'08'39 "El 5.00` 0 LOT 29 ({ O O I 14.T' p COVERED I N N I - 12.3 .w� O O �I 12.9 JW X ti Ros�oN /sEa�M��rr PIAN "PORPOISE KEY" Cp/.ITRR4 $ILT J�LFJvG� .7I 1. GARAGE LEFT" � (T"YP►GA� ) F.F. ELEV.-(10.20) LOT 28 (6 '� .1' LOT 26 A/c 12 R �tlyg CITE' OF ATLANTIC BEACH `` BUILDING 'HERMIT APPLICATION (New/ Residential &.Co=ercial) Date: �—('� Job Address: QQ� Owner's Name: AddressJ4 LIQU LAW014V Phone: Legal Description: Block Number: Lot Number: 29 Zoning District: Contractor: �jreS�Q�YI 1"1C State License Number: C C�1 ,5 bq y 0 Address: QC) Var Lor A,Vd Phone: 2, 16-37LI 1 City: 11CUM State: Zip: S20YZ Fax: 2,q(,Q ^] 2(p Describe proposed use and work to be done: i— Present use of land or building(s): V062r1-�- t6lI Valuation of proposed construction:143q i 00 Is approval of Homeowner's Association or other private entity required? NO If yes, please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material or the removal of any trees? ®. applicant certifies that no change in site grade or fill material will be used on this project. ❑ YES. See Step 2 below. Approval of the Public Works department is required prior to issuance of a Building Permit. �• Applicant ce:•tifies that no trees will be removed for this project. ❑VES. Removal of'frees will be rewired for this project. TREE REMOVAL PERMIT IS REQUIRED. 'free Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. S'T'EP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required.(If not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone: (904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor,and four(4) complete sets of construction plans to the Building Department,which is located at the Atlantic Beach City Hall,300 Seminole Road,Atlantic Beach,FL 32233 Telephone: (904)247-5826 800 Seminole Road Atlantic Beach,Florida 32233-5445 Page 2 Phone: (904)247-5800 Fax: (904) 247-5845 http://Www.ci.atlantle-beacli.fl.lis Revised 1/04 r In addition to construction and engineering detail, plans must contain the following information as appropriate for the type of work being performed. Scale of drawings should be sufficient to depict all required information in a clear and legible manner. I. Current survey showing the property boundary with bearings and distances and the legal description. 2. Location of all structures, temporary and permanent, including setbacks, building height, number of stories and square footage. Identify any existing structures and uses. 3. If required by the Department of Public Works,a pre-construction topographical survey. 4. Any significant environmental features,including any jurisdictional wetlands, CCCL,natural water bodies. 5. Impervious Surface area calculations. Include driveways, sidewalks,patios and other Impervious Surfaces. Swimming pools may be excluded from total Impervious Surface. 6. Provide drainage plans. 7. Provide erosion and sediment control plan. 8. Any other documents r ed by Building Dept.,Planning Dept.,Public Works and Public Utilities_ I hereby certify that all i formatio p ded with this a "ation is correct. Signature of Owner: Date: D �Q I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of the laws and ordinances governing this type of work will be complied with, whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations,ordinances, or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information being tru nd co ect and that the plans and supporting data have been or shall be provided as required. li✓ �ra �- G Signature of Contractor: Date: D K Address and contact information of person to receive all correspondence regarding this application(please print). Name: C Mailing Address: aV O y` L Phone: l�;0- e I`t / Fax: E-Mail: AS TO OWNER: Sworn to and subscribed before me this day of � 20� State of Flcnda,County of Duval Notary's Signa re: Rersonally known +FT°u� RENEE GAIL RUSS Produced identification MY COMMISSION#DD448880 Type of identification produced ? oeQ EXPIRES:July 10,2009 AS TO CONTRACTOR: (407)398-0153 Florida Notary Service.com Sworn to and subscribed before me this — day of 2 . State of Florida,County of Duval Notary's Signature: ersonally known *pv.ci.atA1antic- ❑ Produced identificatio ...Type of identificationEE GAIL RUSS N#DD44ggg0IRES:July 10,2009 800 Seminole Road Atlantic Keach,FloddeNoteryServlce,�m Phone: (904)247-5800 Fax: (904) 247-50845 htic- eac . Page 3 � Revised 1/04 ,r>F CITY OF ATLANTIC BEACH OWNER/BUILDER AFFIDAVIT Date: Job Address: 9(,ry- , lanHc ch 92-L33 CHAPTER 489,FLORIDA STATUTES,PART I "CONSTRUCTION CONTRACTING"REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489.103(7),FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT 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- OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF $25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR 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 IT FOR SALE OR LEASE,WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. ORDINANCES ALSO ALLOW AN OWNER TO IMPROVE THEIR OWN PROPERTY WHEN IT IS FOR PERSONAL OR FAMILY USE, AND LIKEWISE REQUIRE ALL WORK(EXCEPT MAINTENANCE UNDER$2,000)BE UNDER A BUILDING PERMIT AND PASS ALL NORMAL INSPECTIONS. THE ORDINANCE STATES OWNERS MAY PHYSICALLY DO WORK THEMSELVES;OR MAY HIRE UNLICENSED WORKERS PROVIDED SUCH WORKERS BE UNDER"DIRECT SUPERVISION OF THE OWNER,WHO MUST BE ON THE JOB AT ALL TIMES WHILE WORK IS IN PROGRESS BY UNLICENSED TRADES PEOPLE." THIS DOES NOT ALLOW USE OF UNLICENSED CONTRACTORS. SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE, THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED UNDER THE HOMEOWNERS INSURANCE POLICY TO CLEARLY PROTECT THE OWNER. OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES OWNERS BEING SUBJECT TO $5,000 PENALTY UNDER FLORIDA STATUTE NO. 455-228(1). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY"CERTIFICATE OF COMPETENCY"OR THE FLORIDA "CONTRACTORS CERTIFICATE" TO ASCERTAIN IF A PERSON 1S A LICENSED CONTRACTOR. TELEPHONE THE BUILDING DEPARTMENT(247-5826)1F 1N DOUBT. I HEREBY ACKNOWLEDGE THAT I HAVE READ THE OVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUA E 0 N O NER-BUILDER PERMIT. PROPE Y OWNER/BUILDER SWORN TO AND SUBSCRIBED BEFORE ME THIS OFA 20� OTGAIL RUSS MY CO W EISSION DD448880 NOTE: PHRASES UNDERLINED ABOVE. ��OF4�o! EXPIRES.July 10,2009 (407)398-0153 Florida Notary SeMae.com Special Information for Owner/Builders DISCLOSURE STATEMENT for Section 489.103(7),Florida Statutes: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THE LAW. The exemption allows you as the owner of your property,to act as your own contractor even through you do not have a license. You must supervise the construction yourself. You may build or improve a one-family or two-family residence or a farm outbuilding. You may also build or improve a commercial building at a cost of$25,000 or less. The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease more than one building you have built yourself within one(1)year after the construction is complete,the law will presume that you built it for sale or lease,which is a violation of this exemption. You may not hire an un-licensed person as your contractor. Your construction must be done according to building codes and zoning regulations. It is your responsibility to make sure that the people employed by you have licenses required by state law and by county or municipal licensing ordinances. In addition,the owner must supervise construction and becomes liable and responsible for the employees he/she hires. This responsibility includes,but may not be limited to: 1. Workers Compensation, for workers injured on the job. 2. Social Security Tax must be deducted from employee's wages and matched with owner's funds. 3. Federal Withholding. Since owners must be liable for injuries to workers they hire,the Building Division suggests Workers Compensation Insurance be purchased unless the homeowners insurance policy clearly protects the owner. Owners hiring workers become employers and should also observe IRS withholding tax Form 1099 requirements on the workers they employ on their improvement work. Un-licensed contractors cannot be employed under any circumstances Owners are subject to a$5,000 penalty under Florida Statute#455.288(1)instigated via Building Division citations. An Occupational License is not adequate. The owner should physically see the county Certificate of Competency or the Florida Contractors Certificate to ascertain a person is a licensed contractor. Telephone the building Division(:247-5826�f in doubt. I her y ac o dge thatI have re and understand all the above on this�Day of, . � t� qqW AM r [a �n 61 Vd Yk fvg w2 Owner Builder Signature Address to n1%cjw i (qoq) Print ame Telephone Number STATE OF FLORIDA: COUNTY OF DUVAL i 4 Before me personally appeared to me well known to be the individual and owner builder described in and who executed this instrument and severally acknowledged the execution thereof to be his own free act and deed as such owner builder hereunto authorized. WITNESS my'ianru and official seal this day of4VA. atAt i Beach_ County d e aforesaid. 77-NOTARY P LIC, MTE OF FLORIDA Print Name: P� MMISSION EXP eli;oonally Known RENEE��' ' � ❑Identification: MY COMMISSION#DD448880 OFM1% EXPIRES:My 10,MM (407)398-0153 Florida Notary Service.com NO L 8Z:0 9Z 6191726 lugs xel Wd65:Z VZ BnV 11ROU 336e'd uo eina U01 .1 add awll Sled uoga uollse1 Wd69:Z 9002 tZ BnV 9"9-LVZ-1706 swelsAS uogeuuolul JauueoS/jaldoo/xed/j9;uud leuosj9d Jo4 Bob 0 IQ 3efGOWO dH r - �`' CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 06-00034375 Date 12/06/06 Property Address . . . . . . 751 PARADISE LN Application type description ELECTRIC ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc NEW SERVICE 200 AMPS 240 VOLTS ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BESTCON DYNAMIC ELECTRIC COMPANY PO BOX 16351 ATLANTIC BEACH FL 32233 JACKSONVILLE FL 32245 (904) 726-8144 ---------------------------------------------------------------------------- Permit ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 105 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 6/04/07 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 105 . 00 105 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 105 . 00 105 . 00 . 00 . 00 PERAUT IS APPROVED ONLY IN ACCORDANCE WYM ALL CTTY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BU LDING CODES_ CITY OF ATLANTIC BEACH ELECTRICAL PERMIT APPLICATION Date- Property Address: Owner: Telephone m: A54( Contractor: Telephone #: 7,59-044D Contractor AddrC33: Fax of pervilit given for doing the work as ciestaribed in the above st-&-tatnent, we hereby agree trienomr work in `z(>O'dunce with the attached plans and specifications itandards of Ons which Am & PaM hereof and in smordance witi, the 8cuh PrIacum 1i3ted therein. ou, mg: I - — Bui mg Type: I railer ers Ncw I S -3r4-- If r crnttn,crnn is -j Residenct Tem,,,) wirig done 0 Commercial a S, Or Ve, J;.4 the bVI J Luing ZI Re-w:.re Ions Increase Permit numbw u Addition Sq, Ft. 0 Repair C.nct I—t—clh�a7,- �—QPPER j I RACE T I Bruker AWS PH v Size \1 RACE OLW T i AY__1 Feeders: _ SIZE NO SIZE NO SIZE 7l gltting .—_—-------------11-- CONCEALED OPEN Receptules CONCEALED OPEN �Switches Incandescent ____ M,V, Fixed ; BELL Air TRANSF� A fiances ton n—A I FiU—TTTC—, -- H.P. RATrN'G -4'R COKP. MOTOR CEILLNG I KW-BEAT OTHER MOTORS AMPS HEAT O� 0-I H.P. VOLTAGE PH v ER I H.P. .�D)1&60 V q_ rinsfi�rmers NO. 0. KVA No.Ne n-l"ruisll I Pboat: (904)247.5800 F&j: (904)247-580 http-,'/Www.ci.atiantic-beach,fl.uv Building, Planning & Zoning Inspection CITY OF ATLANTIC BEACH Department CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: ,2, QS-• 6 7 Contractor Name: f?i S7 Com Permit #: Q 6 • 33o 9 Zd 2 Property Address: W Paz x O�i'S� 2--;n Legal Description: P-6-22 d,7- Ao_L. 7317- 31,P 3 Improvements to the above-described property have been completed in accordance with the to of the permit and are certified to be ready for occupancy as: Single-Family Residence ❑ Commercial Cfi ❑ Other: Lowest Floor Elevation: Required As Built The following must be completed before issuing Certificate of Occupancy.- Department ccupancy:Department Date Noted Date Approved Approved By Fir-e� PGS- o -7 • Public Works -0 -7 Planning Dept. Building Dept. Final Survey with FFE Yes ❑ No All Re-Inspect Fees Paid C�Yes ❑ No P e� � ,ab Graham Shirley From: Graham Shirley Sent: Tuesday, February 13, 2007 4:52 PM To: Carper, Rick; Kaluzniak, Donna; Walker, Chris; Nodine, Phil; Deming, James Cc: Matthews, Carlene; Lanier, Joyce Subject: Co inspection 2/15/07 Bestcon has requested a final co inspection 2.15.07 781 Paradise Lane 06 33099 Contact Paul 742 3983 Shirley 1 Graham Shirley From: Carper, Rick Sent: Wednesday, February 14, 2007 7:27 AM To: Graham Shirley; Kaluzniak, Donna; Nodine, Phil; Deming, James Cc: Hufstetler, David Subject: RE: Co inspection 2/15/07 This property backs to the wetlands and is supposed to have a V interceptor swale at the rear- I called Bestcon to tell them an As Built survey documenting the swale was required before PW could sign off. Rick From: Graham Shirley Sent: Tuesday, February 13, 2007 4:52 PM To: Carper,Rick; Kaluzniak,Donna;Walker,Chris; Nodine,Phil;Deming,James Cc: Matthews,Carlene; Lanier,Joyce Subject: Co inspection 2/15/07 Bestcon has requested a final co inspection 2.15.07 781 Paradise Lane 06 33099 Contact Paul 742 3983 Shirley 1 Graham Shirley From: Carper, Rick Sent: Tuesday, February 20, 2007 10:23 AM To: Graham Shirley Cc: Deming, James Subject: RE: Co inspection Post development survey documenting rear cutoff/treatment swale not received (requested last week). Rick From: Graham Shirley Sent: Tuesday,February 20,2007 9:52 AM To: Carper,Rick; Kaluzniak,Donna;Deming,James;Walker,Chris; Nodine,Phil Cc: Matthews,Carlene; Lanier,Joyce Subject: Co inspection Bestcon has requested a final co for 781 Paradise Ln for Thurs 2.22.07 06 33099 contact is Reagan 246 3747 Thanks Shirley Graham Shirley From: Walker, Chris Sent: Wednesday, February 21, 2007 1:33 PM To: Graham Shirley Subject: RE: Co inspection Everything is good here. From: Graham Shirley Sent: Tuesday, February 20,2007 9:52 AM To: Carper, Rick; Kaluzniak,Donna; Deming,James;Walker,Chris; Nodine,Phil Cc: Matthews,Carlene; Lanier,Joyce Subject: Co inspection Bestcon has requested a final co for 781 Paradise Ln for Thurs 2.22.07 06 33099 contact is Reagan 246 3747 Thanks Shirley 1 r- w W $ � �g� F .� v a a o a ° c p N �i •m/ r O O O$¢J. a LL It J N y e 5Fg I.W ' W a _Z K R 4 r as 1n CUU� 8 � QQ'1 agoWu � UZ Tw¢ap ga 9�S d C360, i gwO IE DEC 00- on WW ................ .............t 'd LM'ON NOOIS38 Wdtg:Z l coon 'a i ' unr MAP SHOWING PLOT PLAN OF LOT 26 AS SHOWN ON MAP OF PARADISE PRESERVE AS RECORDED IN PLAT BOOK 57, PAGES 31 THROUGH 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. BEARING REFERENCE: BEARING SHOWN ON RIGHT-OF-WAY LINE HEREON IS THE SAME AS SHOWN ON THE ABOVE MENTIONED PLAT. NOTE: THE PROPERTY SURVEYED HEREON APPEARS TO LIE WITHIN FLOOD ZONE"X" AS SCALED FROM THE FLOOD INSURANCE RATE MAPS, COMMUNITY PANEL NO. 120075-0001 D, DATED 4-17-89. ELEVATIONS SHOWN THUS: ( ) REFER TO THE NATIONAL GEODETIC VERTICAL DATUM LEGEND: LEGEND: PC POINT OF CURVATURE OAK HACKBERRY PT POINT OF TANGENCY F.F. ELEV. FINISHED FLOOR ELEVATION 2 TWIN OAK L� LIVE OAK SWEET GUM BRL BUILDING RESTRICTION LINE MAGNOLIA JWPINE UNP LA TTED P AT OF TALLOW PALM TOWNSHIP 2 SOUTH, RANGET29N18, CAMPHOR MYRTLE EAST S TWIN MYRTLE ;;�•O8 p CHERRY LAUR 3 op Zo TRIPLE MYRTLE 0Ca a, 2�. ` ' N89.3650"E ,,V„ � SHAPED LOT 26 28.46 INTERCEPTOR SWALE LOT AREA (14”) — — 6,278 SQUARE FEET IMPERVIOUS AREA (6") s�Ps 2,911 SQUARE FEET 3' 16.0• 15_BRL 4„) — Cooeo (8” EROSION/SEDIMENT O so, 15 PAr10 s CONTROL SILT FENCE (8') [TYPICAL] r� CAR 8 8 0 LOT 27 6.. �. FF E NN LEFT o ¢. so•IAJ (10.2) I �►J 3S• LOT 26 1 9I5 J�/ N 0 3.. � 0 m/ 9.81 coo (3 •� 4 Co (6 ) iLOT 25 N C � rRY'IV c -"n M I"! N s7EPs j O O 21.91 ` ORIVE-W4 Y (4") (4•' 5 () zD' BRL 10 40, 5 PC �8. ( ) (7 (5") (3,") (6 )(5") 2 8„) (3y) (3„) �$ (4 130.00' 3.09• PI 9.36'5 PT 40.30 [VARAIABLE WIDTH RIGHT OF WAY] 5 CITY OF ATLANTIC BEACH 800 SEDAINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 06-00033099 Date 7/19/06 Property Address . . . . . . 781 PARADISE IN Tenant nbr, name . . . . . . NEW SINGLE FAMILY RES Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 384900 Owner Contractor ---------------- -------------- ---------- BESTCON INC 4400 MARSH LANDING BOULEVARD SUITE 6 PONTE VEDRA BCH FL 32082 (904) 246-3747 --------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . 657.50 Permit Fee . . . . 1350 . 00 Plan Check Fee . . 384900 Issue Date . . Valuation --------- ----------- -------------------- Other Fees • CITY RADON SURCHARGE .48 CAPITAL IMPROVEMENT 325.00 ST CONSTRUCTION SURCHARGE 12.51 AB CONSTRUCTION SURCHARGE 1.39 STATE RADON SURCHARGE 9.23 SEWER IMPACT FEES 1250.00 WATER IMPACT FEE 530.00 WATER CONNECT/METER ONLY 85.00 WATER CROSS CONNECTION 35.00 Fee summary Charged Paid Credited ----Due--- ----------------- ---------- ---- Permit Fee Total 1350 .00 1350 .00 . 00 .00 Plan Check Total 657 .50 657.50 . 00 .00 Other Fee Total 2248. 61 2248.61 . 00 .00 Grand Total 4256 . 11 4256. 11 . 00 .00 PERMIT IS APPROVED ONLY M ACCORDANCE WITH ALL CTT"OF ATLANTIC BEACH ORD~CES AND THE FLORIDA BUILDING CODES. t s�1r CITY OF ATLANTIC BEACH 1; — BUILDING PERMIT APPLICATION (New/Residential onunnen tl) Jiil�f C" Date: n C Job Address: ��/�C`h 1 w�U`CT 3 Owner's Name: El >> � l t&- 1cJ - Address: -��'�� C, t, l Ia` , �� `f' �C Phone: G Legal Description: Block Number: `"�-- Lot Number: �- Zoning District: fir' - f ; State License Number: Contractor: t ti - l R ,(-;: '��' l Y'< �-, 11i vt" (. j Phone: i f�G ' �1 Address: �-1 c L( 4, 1 _, .1 fi '( j �'� �� State: RL Zip: -Fax:? "4L" ' ��. City: -1 1��' ` - Describe proposed use and work to be done: C .je '�..`` Present use of land or buildings}: �� r� Valuation of proposed construction: �JIJ Is approval of Homeowner's Association or other private entity required? If yes,please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material, addition of 5% or more to the original impervious area or the removal of any trees? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. ES. e required for th Removal Permits to beRemoval of Trees will ne reviewed by the Tree Conservation Boa d,which m etsVAL sttwo timIT IS es REQUIRED. month. Procedure: In order to expedite issuance of permits,please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required,written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor,and four(4)complete sets of construction plans to the Building Department,which is located at the Atlantic Beach City Hall,800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(904)247-5826 p 800 Seminole Road -Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 - Fax: (904)247-5845 • http://www.ei.atlantic-beach.fl.us Revised 8/04 Page 2 Page 13 of 15 NER-707 Table 1-Wood I-Beam WI Series Joist Design Properties 1,3 Allowable.Reactions 1.1 Mornent 2 Shear 1=nd'` Intennediatc C WI Series Joist- 1.314"Br .I_nth. 4"lir .lath. 3-1/2"Brg.Lgth. 5-114'Car ,Lgth. 00`'ll-Ibs Depth 16501 1.5E 1650f-1.511: Br,.Stiffeners 11r .Surfeuers Br g.Stiffeners Brp.Stiflcners /inch) No Yes No Yes No Yes No Yes (s 10"in.--Ibs) (f)-Ihs) (lbs.) (ihs.) (IhsJ (Ibs.) (lb (Ibs.) (tbs,) (lbs.) (tbs,) W'1 40-9.5" 193 2,765 1.200 1,110 1,200 2,350 2,500 2,575 3,150 0,412 Wl 40-11.875" 3.10 3,585 1,460 1,225 1.460 2.575 2.645 2.720 3.175 0.515 W140-14" 482 4,315 1.715 1.250 1.715 2.610 2.790 2,830 3,200 0.607 WI 40-i6" 657 5,005 1,990 1,235 1.500 1.675 1,990 2.650 2,935 2.950 3.225 0,693 -1650f-1.5E flanges use a proprietary set of design values Table 2-Wood I-Beam WI Series Joist Design Properties 1,3 Allowable Reactions'' El Moment 2 Shear End' intermediate C Wl Series Joist- 1-3/4"Brg..L gth. 4"Brg.I, tlt. 3-1/2"Brg.L th. 5-114"Brg.I, th. (10"ft-lbs Depth 1.81: 1Slirg.Stitlners Br" Stirfenes f3rr.StiTenets Br Stiflcters /inch) No Yes No Yes No Yes No Yes (x 101'in.3-tbs) 01-1 S) jibs.) (lbs.) (Ibs.) (lbs.) (Ibs.) (lbs.) (tbs.) (tbs.) (tbs.) Wl 60-9.5" - 231 3,805 1,210 1.1111 1.210 2..175 2,645 2.6(10 3.175 0.412 W160-11.875" 396 4.930 1,495 1,230 1,495 2.590 2.745 2.740 3.200 0.515 W160-14" 584 5,935 1,740 1,335 1.740 - 2.625 2.845 2,860 3,225 0,607 W160-16" 799 6.885 2,000 1,345 1.575 1.675 2,000 2.675 2.945 2,980 3,250 0.693 Wl 80-11.875" - 547 6,975 1,555 1 1.290 - 1.555 - 2,880 4,025 3.475 4,085 0.515 WI 80-14" - 802 8.400 1.800 1 1.335 - 1.800 - 3.040 4.225 3.575 4.475 0,607 W180-16" - 1.092 9,740 2,060 1 1.345 1.770 1,710 1 2.060 3100 4,420 3.6175 4,725 0.693 W180A-I8" - 1.430 10.930 1200 - 2.00() - 2.200 - 4.610 - 5.000 0.780 W1 80A-20" - 1.820 12,095 2:280 2.2251 - 2.280 - 4.800 - 5,400 0.867 Wi 80A-9.5" 337 1 - 5.635 - 1,270 1.185 - 1 1,270 - 3.175 3,750 3.650 3.900 0.412 Wl 8OA-1 1.875" 573 7.305 1.555 1.305 1,555 - 3.225 4.200 3,650 4,225 0.515 Wl80A-14" 842 - 8.800 1.800 1.410 1,800 - 3.400 4.400 3,650 4.475 0.607 Wl80A-16" 1„148 - 10,205 2,060 1.505 1.7701 1.710 2.060 3.600 4.650 3.750 4,725 0.693 W180-18" 1.507 - 11,610 2.200 - 2.000 - 2.200 - 4.875 - 5,000 0.780 Wl 80-20" 1.920 - 131015 2.280 - 2.225 - 2.280 - 5.075 - 5.400 0.867 Wl 85-11.25"`' 504 - 6.780 1,675 1,480 1.520 1,600 1.675 3,290 4.100 3,340 4.125 0.649 WI 85-22" 2.419 - 14,230 2.640 2.300 - 2.640 5.395 - 5.495 1.236 W185-24" 2.9(12 - 15.615 2,825 - 2.375 2.825 - 5.640 - 5,750 1.346 __-[)SS(Dense Select Structural)is Southern Yellow Pine w--=llni4imn load(lbslli ot) Approximate deflection(inches)from uniform Toad= 22.5 tVl_4 t wwC L=Effective span(feet) F1 C El=Modulus of elasticity times moment or inertia Approximate deflection(inches)at center span from concentrated load= 36 pL' + 2111, C=Shear deflection c(vi'1`scicnt 41 C I'Concentrated load(lbs) Constants have been adjusted to maintain unit consistency. Notes to Tables I and 2: 1.I)csign properties are for dry conditions of use where in-service I110i51W$`content does not exceed 16 percent. 2.Allowable moment capacity cannot be increased in repetitive member applications. 3.Allowable moment and shear are for normal duration loading. Adjustments for other durations shall be in accordance with AF NA NDS-2001 or with the code. 4.For WI 85. 11-1/4".use 1465 pounds for allowable end reaction design at 1-1/2"bearing length. 5.interpolation of the end reaction between 1-3/4"and 4"bearing is permitted. 6.Reactions may be further limited by the allow=able bearing su•ess on the supporting,member. Page 14 of 15 NER-707 Table 3 - Allowable Floor Spans for WI 40 and Wl 60 Joists Geor is f ticific - 'il 130][11BBAM WI"-' 40 and 60 Series Joists - Residential Floor Spans 40 psf Live Load + 10 psf Dead Load, L/480 Simple Span Multiple Span Series I Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 1 16" oc 19.2" oc 24" oc W140 9-1/2" 18'-00" 16'-06" 15"-07" 14'-07" 19'-08" 18'-00" 16'-05" 14'-08" WI 40 11-7/8" 21'-06" 19'-08" 18"-07" 16'-09" 23"-06" 20'-06" 18'-09" 16-09" W140 14" 24'-04" 227-03" 20'-08" 18'-05" 26-01" 22'-06" 20'-07" 18'-04" W140 16" 27'-00" 24'-04" 22'-03" 19'-10" 28'-01" 24'-03" 22'-02" 19'-09" 40 psf Live Load + 10 psf Dead Load, L/480 Simple Span Multiple Span Series Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc W160 9-1/2" 19'-00" 17'-04" 16-04" 15-03" 20'-09" 19"-00" 17'-11" 16-09" Wil 60 11-7/8" 22'-08" 20'-08" 19'•06" 18'-03" 24'-09" 22'-08" 21'-05" 19'-08" W160 14" 25'-09" 23'-06" 1 22'-02" 20'-08" 1 28'-02" 25'-09" 24'-02 20'-09" WI 60 16" 28'-07" 26-01" 124'47" 22'-11" 31'-04" 28'-06" 26-00" 21'-02" Span Tables Notes; 1. These span tables are based on uniform loads as shown. Live load deflection is limited to 0480. 2. GP suggests floor spans for GPI series joist be limited based on U480 live load deflection (one-third stiffer than required by code). 3. U480 deflection criteria is based on composite action with glued-nailed RPA Rated Sheathing or Sturd-I-Floor of minimum thickness 19132" (40/20 or 20" oc)for joist spaced 19.2" or less or 23/32" (48/24 or 24" oc)for a joist spacing of 24". 4. Adhesive must meet APA AFG-01 or ASTM D3498. If sheathing is nailed only(not recommended) reduce spans by 12". 5. Maximum spans shown above are clear distances between supports. 6. Minimum end bearing length is 1-3/4". Minimum intermediate bearing length is 3-1/2". 7. End spans of multiple-span joists must be at least 40% of adjacent spans. 8. For loading other than that shown above determine allowable span based on calculations using design values in Tables 1 and 2. NER-707 Page 15 of 15 Table 4 - Allowable Floor Spans for WI 80, W1 80A and W1 85 Joists Georgia-Pacific WOOD=BBAM` Wl`g` 80, 80A and 85 Series Joists - Residential Floor Spans 40 psf Live Load + 12 sf Dead Load, L/480"2 Simple Span Multiple Span Series I Depth 1 12" oc 1 16" oc 119.21. oc 24" oc 1 12" oc 16" oc 19.2" oc 24" oc W180 11-718"1 24"-11" 22'-08" 21'-05" 1 19'-11" 27'-03" 24'-10" 23'-05" 21'-10" WI 8014" 28'-03" 25'-09" 24'-03" 22'-07" 31'-00" 28'-03" 26'-08'" 23'-02.. W180 16" 31'-04" 28'-06" Sam 4" 31'-04" 29'-06" 24'-05" W180 18"' 34'-10" 31'-08" 02'" 34'-09" 32'-10" 29'-08" WI 804 20" 37'-09" 34'-04" 05" 37'-09" 35`-02" 40 psf Live Load + 12 sf Dead Load, L/480`'2 Simple Span Multiple Span r8e Depth 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc 9-1/2" 21'-02" 19'-04" 18'-02" 16'-11" 23'-02" 21'-02" 19'-11" 18'-07" W1 80A 11-7/8" 25'-03" 23'-00" 21'-08" 20'-02" 27"-08" 25-03" 23'-09" 22'-02" 14" 28'-08" 26'-02" 24'-07" 22'-11" 31'-05" 28'-08 27'-00" 25'-02"15" 31'-10" 29'-00" 27'-04" 25'-05" 34'-10" 31'-O9" 29'-11" 27'-06" WI SDA 18" 34'-03" 31'-03" 29'-05" 27'-05" 37'-07'" 34'-03" 32'-02" WI 80A 20" 37'-02" 33'-10"' 31'-11" 29'-08" 40'_09" 37'_01" 30'-03" 40 Psf Live Load + 12 psf Dead Load, L/480"' Simple Span Multiple Span Series Depth 1 12" oc 1 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24"oc W185 11-114" 24'-04" 22'-03" 21'-00"t 9'-07" 26'-08" 24'-04" 23'-00" 21'-05" WI 85 22" 41'-00" 37'-04'" 35'-03" 2'-10" 44'-11" 40'-04" 36'-09" 32'-10" WI 85 24" 43"-1 O" 40'-00" 37'-08" 4'-06" 48'-00" 42'-03" 38'-06 34-05" Span Table Notes: 1. These span tables are based on uniform loads as shown. Live load deflection is limited to U480. 2. GP suggests floor spans for GPI series joist be limited based on U480 live load deflection(one-third stiffer than required by code). 3. 0480 deflection criteria is based on composite action with glued-nailed APA Rated Sheathing or Sturd-1-Floor of minimum thickness 19/32"(40/20 or 20"oc)for joist spaced 19.2" or less or 23/32"(48/24 or 24" oc)for a joist spacing of 24". 4. Adhesive must meet APA AFG-01 or ASTM D3498. If sheathing is nailed only(not recommended) reduce spans by 12". 5. Maximum spans shown above are clear distances between supports. 6. Minimum end bearing length is 1-3/4". Minimum intermediate bearing length is 3-1/2". 7. End spans of multiple-span joists must be at least 40%of adjacent spans. 8. For loading other than that shown above determine allowable span based on calculations using design values in Tables 1 and 2. A P A The Engineered Vvood Association Borjen("B.J.")Yeh,Ph.D.,P.E. Director Technical Services Division August 2, 2005 Mohammed Madani Department of Community Affairs ` 2555 Shumard Oak Blvd. s � Tallahassee, FL 32399 �4('^ iAl-, INA Re: Certification of Indep� "� '.I Pacific Corp. a � ': mak+ " s Dear Mr. Madani: This is to certify in accordan szaartment of Community Affairs - Florida Association, as a FBC-certifie' �� � z �� assurance agency(QUA2521), and valid _. ��i '' it intend to acquire or will acquire a financt `k � wb`rij� a, orgia. Furthermore, APA-The Engine << , a; ;�a ;. ,a..Jociation, which is not owned, operated, o► t G �� ,��anta, Georgia. Please contact me if there are an w2,61 ming this certification of independence. Sincerely, Borjen ("B.J.") Yeh, Ph.D., P.E. Director Technical Services Division E-mail: bor'en.yeh(a-apawood.org 7011 South 19th Street,Tacoma,WA 98466 Phone: (253)565-6600• Fax: (253)565-7265• Internet Address: http:/Iwww.apawood.org - Engineered Lumber MOD BEAM insta anon ui e I- W I D E M A T T E R S'" Guira de insta cmi G=P LAM® with FiberGuard'" p k A FiberStrong, BoardRim ='Y u t 4 Engineered Lumber Installation Guide Build on the Safety Warnings and Installation Notes . . . . . . . . . 2 strength of . sts Wood I Beam- Wo olJ engineered Floor Span Charts . . . . . . . . . . . . .3 lumbers Typical Framing . . . . . . . . . . . . . . .4 Floor Details .5-8 Cantilever Details . . . . . . . . . . . . .9 Proper installation of Georgia-Pacific PlumbingDetails 10 Engineered Lumber products is critical to total system performance, and this guide Roof Details . . . . . . . . . . . . . .11-12 provides the necessary guidelines to follow. Hole Location Charts . . . . . . .13-14 Framers, plumbers, mechanical and electrical Installation installers should refer to the details and Dos and Don'ts 15 charts in this guide for proper installation and modification recommendations. G-P Lam® LUL Bearing Details . . . . . . . . . . . . . .16 Fastening Recommendations . . . . . . . . .17-18 Allowable Holes and Connectors . . . . . . . . . . . . . .19 �r. r y�gg _ The Georgia-Pacific family of engineered lumber products includes. •GP Wood I Beam-ioists •FiberStrongm rim board •G-P Lam®LVL Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide _ • System Performance The ultimate goal in the design of a floor or roof system is the and users safety and satisfaction, deflection between adjacent joists and increase load sharing.For increased floor stiffness, ' Although joists used at spans indicated in this guide meet or exceed minimum code crlteria we recommend gluing the subfloor to the joists before nailing or screwing rather than and will safely support the loads imposed on them,judgement must be used to adequately meet nailing alone.For additional stiffness,glue tongue and groove joints.Surfaces must be clean user expectation levels.These expectations may vary from one userto another. and dry before gluing. •The specifier should consider the meaning of a given deflection limit in terms of allowable •As with any construction,it is essential to follow proper installation procedures.Joists must deflection and the effects this could have on the system.For example,L/360(span/360)for a be plumb and anchored securely to supports before system sheathing is attached.Supports 30'span is 1"of deflection.U240 would be 1-1/2"and U180 would be 2"of deflection. for multiple span joists must be level.To minimize settlement when using hangers,joists Consideration might also be given to cases in which a joist with a long span parallels a short should be firmly seated in the hanger bottoms.Leave a VI6"gap between joist and and span or a foundation end wall.For example,a 30'span with up to 1"of allowable live load header. deflection could be adjacent to an end wall with no deflection,causing a noticeable •Vibrations may occur in floor systems with very little dead load,as in large empty rooms.A difference in floor levels under full design load. ceiling attached to the bottom of the joists will generally dampen vibration as will interior •A stiffer floor will result from using a live load deflection limit of L/480 versus the code partition walls running perpendicular to the joists.If a ceiling will not be attached to the minimum U360.A roof system with less total load deflection than the code required U180 bottom of the joists,vibration can be minimized by nailing a continuous 2 x 4 perpendicular to may be achieved by using a criterion of U240. the bottom of the joists at midspan running from end wall to end wall.Where future finishing •In addition to more stringent deflection limits,several other factors may improve overall floor of the ceiling is likely,x-bridging or Wood I Beam blocking panels may be used in place of performance.Reducing joist spacing and/or increasing the subfloor thickness will lessen the 2 x 4. GPI and WI Series Joists—Residential Floor Span Charts Span SimpleSpans Multiple Spans Illustrations1, _777 T7__ H, (see note 4) 40 PSF Live Load+10 PSF Dead Load Improved Performance'(1.1480) Joist Joist Spacing(Simple Span) Spacing(Multiple Span) Depth 12'o.c. I 16"O.C. 192"o.c. 24"o.c. 12'o.c. 16"o.c. 192"o.c. 24"o.c. GPI 20 911" 17'-01" 15'-07" 14'-09" 13'-10' 18'-07" 17'-01" 16'-02" 14'-05" 111w, 20'-05" 18'-08 17'-08" 16'-W, 22'-03" 20'-05" 18'-09' 16'-09' 9�k" 18'-00" 16'-06" 15'-07" 14'-06" 19'-08" 18'-00" 16'-06" 14'-09" GPI 40 117W 21'-06" 19'-08" 18'-07" 17'-01" 23'-06" 20'-10" 19'-00" 17'-W' 14" 24'-04" 22'-03" 21'-00" 18'-11" 26'-08" 23'-01" 21'-01" 18'-1O" 117W 23'-03" 21'-03' 20'-00" 18'-08" 25'-06" 23'-03' 21'-11" 20'-W' GPI 65 14" 26'-05" 24'-07' 22'-09" 21'-03' 29'-00" 26'-05" 25'-00" 20'-08" 16" 29'-04" 26'-09' 25'-03" 23'-01" 32'-02" 29'-04" 25'-11" 20'-OB" 9w, 18'-00" 16'-06" 15'-07" 14'-01" 19'-07" 17'-02" 15'-08" 14'-00' WI 40 117W 21'-06" 19'-07" 18'-02" 16'-03" 23'-00" 19'-11" 18'-02" 16'-07' 14" 24'-04" 22'-01" 20'-02" 18'-00' 25'-06" 22'-01" 20'-01" 18'-00' 1IW, 22'-08" 20'-08" 19'-06" 18'-03' 24'-08" 22'-06" 21'-02" 19'-01" WI 60 14" 25'-09" 23'-06" 22'-02" 20'-09' 28'-Ot25'-07" 23'-01r' 19'-09' 16" 28'-07" 26'-01" 24'-07" 23'-00" 31'-02"" 28'-01" 24'-09' 19'-09' IM, 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 23'-03" 21'-09' WI80 14" 28'-03" 25'-09' 24'-03" 22'-08" 30'-10" 28'-00" 26'-05" 23'-11" 16" 31'-04" 28'-O6" 1 26'-11" 1 25'-01" 34'-02" 31'-01" 29'-03" 23'-11" 40 PSF Live Load+20 PSF Dead Load Improved Performance'(L/480) Joist Joist Spacing(Simple Span) Spacing(Multiple Span) Depth 12"o.c. 16"o.c. 192"o.c. 24"o.c. 12"o.c. 16"O.C. 192"O.C. 24"o.c. GPI 20 9�h" 17'-01" 15'-07" 14'-09" 13'-03' 18'-07" 16'-02" 14'-09" 13'-07' 1114" 20'-05" 18'-08" 17'-07' 15'-04" 21'-08" 18'-09' 17'-01" 15'-03" 9'k" 18'-00" 16'-06" 15'-01" 13'-06" 19'-01" 16'-06" 15'-00" 13'-05" GPI 40 1174" 21'-06" 19'-01" 17'-05" 15'-07" 22'-00" 19'-00" 17'-04" 15'-06" 14" 24'-04" 21'-02" 19'-03" 17'-03' 24'-04" 21'-01" 19'-03" 17'-01" 117w 23'-03" 21'-03" 20'-00" 181-08" 25'-06" 23'-03" 21'-06" 17'-07' GPI 65 14" 26'-05" 24'-07' 22'-09" 21'-03' 29'-00" 25'-11" 21'-06" 17'-07' 16" 29'-04" 26'-09' 25'-03" 22'-03" 32'-07' 25'-11" 21'-06" 17'-07' 9'h" 18'-00" 15'-09' 14'-04" 12'-10" 1s'-Ot" 15'-08" 14'-03" 12'-09" WI 40 117" 21'-00" 18'-02" 16'-07" 14'-10" 21'-00" 18'-02" 16'-06" 14'-09' 14" 23'-04" 20'-07' 18'-05" 16'-05" 23'-03" 20'-01" 18'-04" 16'-04" 117" 22'-08" 20'-09, 19'-06" 17'-05" 24'-08" 21'-04" 19'-05" 16'-05" WI 60 14" 25'-09' 23'-06" 21'-08" 19'-04" 27'-04" 23'-08" 20'-07" 16'-05" 16" 28'-07" 25'-09' 23'-06" 19'-10' 29'-08" 24'-09' 20'-07" 16'-05" 111" 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 22'-09" 18'-02" WI 80 14" 28'-03" 25'-09' 24'-03" 21'-02" 30'-10" 28'-00" 24'-11" 19'-11" 16" 31'-04" 28'-06" 26'-06" 21'-02" 34'-02" 30'-00" 24'-11" 19'-11" NOTES: 1.These span charts are based on uniform loads,as noted above;live load deflection is limited joist spacing of 19.2"or less,or 23/32"(48/24 or 24 oc)for a joist spacing of 24".Adhesive to U480 for better performance.Floor performance is greatly influenced by the stiffness of the must meet APA AFG-01 or ASTM D3498.Apply a continuous line of glue(about 1/4"diameter) floor joists.Experience has shown that joists designed to the code minimum live lead to top flange of joists.All surfaces must be clean and dry. If sheathing is nailed only(not deflection(V360)will result in a floor which may not meet the expectations of some end recommended),reduce spans by 12" users.GP strongly recommends floor spans for Wood I Beam joists be limited to those given 3.Minimum end bearing length is 1-3/4." Minimum intermediate bearing length is 3.1/2 above,which are based on U480 live load deflection.(One-third stifferthan required by code.) 4.End spans of multiple-span joists must be at least 40%of the adjacent span. 2.Spans are clear distances between supports,and are based on composite action with glued- 5.For loading other than that shown above,contact your GP Engineered Lumber Products nailed APA Rated Sheathing or Sturd-I-Floor of minimum thickness 19/32"(40/20 or 20 oc)for supplier. 3 Georgia-Pacific Corporation,September 2003 r3 0 L Ii►►. oplop r it �►� ;ice I III ,f P. I Engineered Lumber Installation Guide Floor Details F� ATTACHMENT AT END BEARING F2 BrtOaKINGoad t'rPsAtNEer=Z EXTERIOR plf max. One 10d box or sinker nail each side at bearing, typical for all wood bearings. Woad I Beam" blacking panel r^ r� yl I r 1 3/4"minimum and bearing length et all floor and roof details To avoid splitting flange,start nails at least 1.1/2"from and. 8d nails at 6"o.c.(or per design Drive nails at an angle to prevent splitting of bearing plate. professional's specs.,but camp)y�'ng with Installation Nate D,page 2.1 F3 WOOD I BEAM'"RIM JOIST O SQUASH BLOCKS SINGLE RIM Vertical load transfer=2000 plf max. F4 Vertical load transfer=200 00 plf max. y along load bearing wall based on bearing stress of 390 psi. �e 23/32"48/24 APAm rated sheathing Wood I Beam- rim joist rxr:; (g si Squash Blocks x (2x4 minimum) } 1. Forsiding use backer s�a block per F13. Minimum 1.3/4" joist bearing at wall --1 ltd nails at 6"o.c.(or per } 8d nails design professional's specs., L 1/16" but complying with Installation Note D,page 2.) Toe-nail rim joistto top flange See detail F7 for blocking requirements. of joist with 10d nail Check local building code for appropriate detail in areas of high lateral load. F5 F6 FIBERSTRONG®RIM CLOSURE AND DECK ATTACHMENT Vertical load transfer of rim board=4850 pif 2x_PT ledger attached with 1/2"diameter Siding through-bolts with Weather Barrier washers and nuts or 1/2" Optional blocking for lag screws with a Sheathing diaphragm nailing. nominal length of 4"or \ more.350#s per bolt. rim boarStrong® Bolt/leg screw sppacing rim board to be determined by design vertical and r lateral load.Lower Starter o fastener may alternately joist be located in wall plate. 2-4 galvanized Use high quality coulkto or stainless steel fill holes and between washers for spacers. d nails r spacers and flashing. top and bottoms• flange 1/2"sheathing with weather barrier Extend flashinbelow 2xg GPFiberStrong® Metal flashing.Underweather edger and rim board barrier attop,overweather over siding. GP FiberStrang® barrier at bottom rim board 3.8d nails ltd nails at 6"on center CAUTION:The lag screw should be inserted in a at corners toe-nail to plate,typical lead hole by turning with a wrench,not by driving with hammer.Over-torquing can significantly reduce the lateral resistance of the screw and therefore should be avoided. 5 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide ' Floor Details F7 BLOCKING PANELS USED FOR BRACING F$ BEVEL CUT JOIST Do not bevel cut joist beyond inside face of support. Single layer 23/32"rated sheathing(plywood or OSB) I\ rim provides 1000 plf vertical load transfer(two layers=2000 plf).23/32"plywood or OSB rim allowed I only with joist depths up to 11-7/8"unless used I w with 2 x 4 min.squash blocks as shown in detail F4. I I` �1 f 1 1 ' Blocking panels installed for minimum of 4'at each budding corner end at least 4'every 25'of wall Ion gth.Attach Note: Wood I Beam" to plate with ad nails at 6"o.c. blocking or x-bridging required at bearing for lateral support. Check local building code for appropriate detail in areas of high lateral load. Check local building code for appropriate detail in areas of high lateral land. F9 BLOCKING PANEL,INTERIOR F10 SQUASH BLOCKS AT INTERIOR BEARING Vertical load transfer=2000 plf max.along load bearing wall. Vertical load transfer=2000 plf max along load bearing wall. Load bearing wall must stack over Load bearing wall must stack over squash blocks and wall or beam below.* blocking and wall or beam below.* When two joists meet over wall, provide 1-3/4"minimum bearing for each joist and install blocking panel to support both joists. Attach joist with one 10d box or sinker nail Blocking panels not required when on each side of bearing. joists are continuous over wall and no load bearing wall exists above. 1 *N king Squash hlcck ad nails 8d nails et 6"o.c.(or per wells require (2x4 minimum) design professional's specs„ addhisin.1 Required only if load but sign p oflying with Installation consideration. bearing wall exists above. Note D,see page 2.) �—' Bearing wall,G-P Lem®LVL or glulam beam *Non-stacking walls require additional consideration. Check local building code for appropriate detail in areas of high lateral load. S DOUBLE JOIST CONSTRUCTION Joist Joist Regular Filler Blocking Full-depth Filler Blocking Depth Use in details F12,C4&R7 Use in details F13&F14 k `o GPI 20 2x6 2 x 6 1 Y! 11'/a" 2x6 2 x g Filler blocking k GPI 40 8'/z° 2 x 6+1/e'OSB/plywood 2 x 6+Y/e'OSB/plywood 2Vid' 11'/s" 2 x 6+%"OSB/plywood 2x8+Y8"OSB/plywood 1/8"gap I •' + 14" 2 x 8+3%`OSB/plywood 2 x 10+�/e'OSB/plywood GPI65 g'/2" 2x6+5/e"OSB/plywood 2x6+6/e"OSB/plywood W140 11'/e" 2 x 6+%"OSB/plywood 2x8+5/e"OSB/plywood WI 60 14" 2 x 8+s/e'OSB/plywood 2 x 10+%"OSB/plywood 2'/i' 16" 2x8+fiWOSB/plywood 2x12+%"OSB/plywood II'N' (2)2x8 1212x8 WI 80 14" (2)2x8 (2)2x10 3�/i 16" 1 (2)2x8 1 (2)2x12 1.Support back of web during nailing to prevent damage to web-flange connection. 2.Leave Ma"gap between top of filler blocking and bottom of top flange. 3.Block solid between joists.Filler need not be one continuous length,but must extend the entire length of span. 4.Place joists together and nail from each side with 2 rows of 10d nails at 12"o.c.,clinched when possible.Stagger rows from opposite sides by 6" Georgia-Pacific Corporation,September 2003 6 Engineered Lumber Installation Guide Floor Details 8 FLOOR OPENING,TOP MOUNT HANGERS / Becker Blocks• / / k Assemble double Joist M14" Materiel Depth / ° oist per detail F11. GPI 20 %I' 5W, / / / iregulerfiller) GPI 40 %" 6" ,�„ 7Y„ .,... GPI 65, YI+Y" 6" W140,W160 W,+Y", 7 Y" W180 2x8 *Block must be long enough to permit required nailing without splitting. s 71, Backer Block(use H hanger load exceeds 250 His.) Before installing a backerto a double joist,drive an additional(3)10d nails into the web where the backer will fit.Clinch when possible.Install backer tight to top flange.Use(10)10d nails,clinched when possible. Assemble double joist per F13 FLOOR OPENING,FACE MOUNT HANGERS detail FII.(full-depthfilled / Backer block Before installing a backer to a double joist, / Bearing stiffeners may drive en additional W 10d nails into the web / be required at hangers. where the backer will fit.Clinch when passible. (See detail F18) Install backer tight to top flange.Use(10)10d r s; nails,clinched when possible. r Backer Blocks* / ' Backer blocks Joist Joist Depth Material DepthI w i rg bath sides of web. o' GPI 20 9Y",1P6" fid' BY' GPI 40 9Y",116 14" 6" 61/4",86',10/." GPI 65, 96",116",IV,16" YP+YP 6Y..",II%",IOW,121/4" WI 40,W160 a WI 80 116',IN',16' 16"net 8Y',10Y",12Y" " / 9 � "Block must be long enough to permit required nailing without splitting. Backer depth to equal joist depth minus 31/4". F14 STRINGER TO JOIST CONNECTION Double Wood I Beam"construction per detail F11(full deppth filler).Backer blocking size and installation per detail F13. { sr Hangers for Nailing Requirement 14'(max)Stringer ' United Steel Products MSH 216 Minimum(12)10d nails into double joists or OR single or double LVL header.Minimum Simpson Strong-Tie®THA 218 (4)10d x 1Y"nails into stringer. For stringers longer than 14'or stringer reaction greater than 700 lbs.,call GP. 7 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Floor Details F15 JOIST TO BEAM CONNECTION F16 JOIST TO BEAM CONNECTION,STEP DOWN G-P Lam*LVL or AGlulam Beam Bearing stiffeners may be required Bearing plate.Plate at hengers.(See must be flush with Face mount hanger detail F18) ns'do face of steel Note:Bearing stiffeners beam. may he required (see detail F18). * Top mount hangers* r o, Top mount hangers* } Ledger for / floor e sheathing attachment Steel Beam *Appropriate face B G-P Lam'LVL or mount hangers may Note:Solid wood blocking ofthe steel Glulam Beam he substituted. beam required for face mount hangers on steel beam. F17 JOIST TO BEAM CONNECTION,STEP DOWN F18 BEARING STIFFENERS Gap 1 � l Bearing stiffeners may 23/32"48/24 be required at hangers. 2.,* Clinch nails when passible APA*rated (Sea detail F18) ' sheathing or GP approved rim. Joist Stiffener Size Nails j Plywood,OSB,or 20 stiffeners each Bid nails GPI 20 W x2%d' (3)10d side at GPI 40 A"+Yi'x 2°r/o' (3)10d ,3 � Hangers with side GPI 65 Az'+/r x 2Yd' (3)10d nailing Hangers with sides WI 40 A"+A"x 2°b/e (3)10d ,"'. not containing top G-P Lam*LVL WI 60 Yf+Yr"x2°/e" (3)1& flange atJoists. orGlulem Birdsmouthcuts Beam WI80 1A"x2r/e" (3)12d � ` Minimum stiffener width is 2%r" r APA*rated sheathing or Sturd-l-Floor* See detail F7 for blocking 1 ---Tight fit requirements. Hanger F19 SQUASH BLOCKS AT CONCENTRATED LOADS 1/18 gap F20 WEB STIFFENERS Concentrated load from above f Use when concentrated loads exceed the values in the chart below.Install stiffeners per detail F18 but tight against top flange and gap at bottom. Verify adequacy of joist to 1/4"gap carry concentrated load. Joist Depth Web stiffeners required if all series concentrated load exceeds 1120lbs. 11'6" 1420 lbs. Solid block all posts to bearing below 14" 1500 lbs. with equal number of squash blocks 16" 1500 lbs. Georgia-Pacific Corporation,September 2003 8 Engineered Lumber Installation Guide Cantilever Details C1 CANTILEVER,UNREINFORCED X-bridging or Wood I Beam" C2 CANTILEVER,REINFORCED blocking panels(see detail Single Sheathing(Option 1) For allowable wall/roof loads on F2)required at cantilevers cantilever,use chart to left,use and continuing for 4'on each X-bridging or Wood I Beam blocking panels(sea FASTBeam-software or contact side of cantilevered area. detail F2)required at cantilevers and continuing Georgie-Pacific. for 4'on each side of cantilevered area. �m i 2,-0., "Cantilever length may not 23/32"APA- exceed 1/4 the adjacent span(L). 23/32"APA® a{_ In addition: rated sheathing rated sheathing dam 0rFiberStrong- or FiberStrong- \ A)If and of cantilever supports wall/roof loads, rim board. 2'-0"max rim board. max.cantilever length is 2'-0". \f Note: Wood I Beam joists B)If no loads are placed on and of cantilever, shall be protected max.cantilever length is 4'-0". Note:FibsrStrong-rim board or 48/24APA-rated sheathing(face grain horizontal)required one side from the weather. For other conditions contact Georgia-Pacific. of joist.Depth must match the full depth of the joist.Nail to joist flange with ad nails at 6"o.c. C3 CANTILEVER,REINFORCED DOUBLE REINFORCEMENT NAILING PATTERN Double Sheathing(Option II) X-bridging or Wood I Beam blocking panels(see detail F2)required at cantilevers and continuing for 4'on each side of cantilevered area. Nail with ad nails at 6"o.c.Offset nailing on opposite side of flange to avoid splitting. r Z,i 23/32"APA- rated sheathing u s ��r or FiberStrong 2'-0"max - 'X rim board. Note:FiberStrong-rim board or 48/24 APA-rated sheathing(face grain horizontal)required both sides of joist.Depth must match the full depth of the joist.Nail to joistflanges with 8d nails at 6"ox.Offset nailing on opposite sides of flange to avoid splitting. C4 CANTILEVER,REINFORCEDC5 CANTILEVER,DROPPED Backer block depth(detail F13)to match that of full-depth Double Joist(Option III) filler blocking(detail F11). X-bridging or Wood I Beam blocking panels(see Install backertightto bottom detail F2)required at cantilevers and continuing X-bridging or Wood I Beam blocking panels flange.Nail with 2 rows of 10d for 4'on each side of cantilevered area. (see detail F2)required at cantilevers and nails at 6"o.c.&clinch. continuing for 4'on each side of cantilevered area. t Load bearing wall f not allowed. f 3' 4,-0„ 23/32"APA-rated oot1 :•0'* sheathing or FiberStrong- 12" Jc4o�` rim board. 2'-0"max Note:Block together full length with full-depth filler blocking.See detail F71 forfiller size.Use 2 rows 2x8 min.(designed by others) m' of 10d nails at 12"o.c.from each side;offset opposite side nailing by 6."For flange widths nailed to backer block&web \ a� greater than 21/4'use 3 rows of 10d nails at 12"o.c.from each side;offset opposite side nailing by with 2 rows of IOd nails at 8"o.c. 6"o.c.Clinch nails when possible. &clinched when possible. 9 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide i Plumbing Details P1 JOIST SPACING BELOW PLUMBING WALL Parallel to wall Joist Spacing Joist 2x4Wall 2x6Wall GP120 5Z" 7X" 40,60 and 65 Series 6" 8" Non-load WI 80 7" 9" bearing only /o II Y � Chartdlmanslon Every third joist may be shifted up to T to avoid plumbing interference. P2 JOIST SPACING BELOW PLUMBING I 0 0 Tub above Everythird joist may be shifted up to 3" to avoid plumbing interference. Georgia-Pacific Corporation,September 2003 10 Engineered Lumber Installation Guide 0 Roof Details R1 RIDGE-JOIST CONNECTION R2 UPPER END,BEARING ON WALL 12112 maximum slope Wood I Beam'"blocking panel,x•bridging,23/32" KANT-SAG®LSTA21 or 46/24 APA®rated sheathing,or proper depth of SIMPSON LSTA21 strap* FiberStrong®rim board as continuous closure. with(16)10d x 1-1/2"nails See details F2,F5 and F7. Adjustable / slope hanger .I ii ii Beveled bearing stiffener each side (see detail F76) Ridge beam (G-P Lam®LVL or Glulam) Follow detail F1 for nailing Follow detail F1 for nailing to bearing plate.Additional *Strap required for 16"joist depth or members Beveled plate or to bearing plate.Additional uplift connections maybe with slope of 7/12 or greater. variable slope connector uplift connections may be required. P required. R3 JOISTS ABOVE RIDGE SUPPORT BEAM R4 BIRDSMOUTH CUT Low and of joist only. 3/4"x 2'-0"plywood gusset(face grain horizontal)each side with(12)Bd nails clinched or strap with(16)10d x 1-1/2"nails applied to top flange per detail R1. e' Wood I Beam blocking panel Bearing stiffener (see detail F2) each side • (See detail R6) t Doublebeveled Optional overhang wood plate. i 2'-0"(max) Follow detail F1 for nailing Wood I Beam to bearing plate. G-P Lem LVL or blocking panel Fallow detail Ft for nailing Additional uplift or x•bridging to bearinglate.Additional uplift connections may be glulam support (see detail F2) P required. beam. connections may be required. (ull Notch Wood I Beam toottomf provide bearingR5 JOISTS ON BEVELED PLATE R6 BIRDSMOUTH CUT Low end of joist only Bearing stiffener each side (see detail R8) Wood I Beam blocking panel or x-bridging(see detail F2). l tea+ 2x4 block to attach fascia X-bridging or Wood I Beam Cantilever length may not exceed a-k Continuous Fallow detail F1 for nailingblocking panels.Validate use of 1/4 of the adjacent span(L). aF beveled late x-bridging with local code. 1 P � P to bearing plate. Follow detail F1 for nailing to I / or variable pitch Additional uplift 2'-0"max. bearing plate.Additional uplift f connector. connections may be connections may he required. *Not to exceed 4'4' required. 11 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Roof Details R7 ROOF OPENING,FACE MOUNT HANGERS R8 BEVELED CUT BEARING STIFFENER Bevel cut bearing stiffenerto match roof slope.See detail F18 for attachment information. Face mount hanger Bearing stiffeners may he required.(see detail F18) r 1-joist or G-P Lam'LLVL Beveled backer 1 block(see I detail F13) Adjustable G-P Lam°LVL Follow detail F1 for nailing I to bearing plate.Additional le 7'oist Follow detail Ft for nailing slopor doub hanger e (see detail F11) uplift connections may be to bearing plate. required. Additional uplift connections may he required. R10 OPTIONAL OVERHANG EXTENSIONSR11 OVERHANG PARALLELTO JOIST May be used with detail R4,R5,and RB(Low end only.) 2x4 nailed to side of top flange with 10d box nails at 8"o.c.Place L 20 cripple stud at plate,under 2x4 overhang.Bevel cut to When L exceeds joist spacing, ti Follow detail F1 match roof slope. double joist may be required. L 12'-0"max.) for nailing to bearing plate. Bearing stiffens Additional uplift eachside. i connections may (see detail FIB be required. O: 20 cripple 20 outrigger notched around top flange of A Stop Wood I Beam"joist\ ay Wood I Beam joist. at wall line and extend top flange tia 8d toe-nail to plate with 2x4.Support extension with and top flange. 2x4 nailed to web of joist with 2 rows of 8d nails at 8"o.c.clinched. 1 b, X-bridging or Wood I Beam Follow detail F1 for nailing Gable end wall Fasten flange extension to 20 ma+ blocking panels.Validate use to bearing plate.Additional uplift support with 8d nails at B"o.c. I of x-bridging with local code. connections may be required. Up-the-Slope Spans & Cutting Lengths for Sloped Roofs Joist Depth Slope 91/2' 11'/d' 14" 16" Sloe Factor Amourd to Increase Length for Plumb Cut(Lp in feet) OP 2'/in 12 1.02 0.17 0.21 0.24 0.28 4 1-- N 3 in 12 1.03 0.20 0.25 0.29 0.33 9�Oe �r 3f in 12 1.04 0.23 0.29 0.34 0.39 4 in 12 1.05 0.26 0.33 0.39 0.44 4:4 in 12 1.07 0.30 0.37 0.44 0.50 5 in 12 1.08 0.33 1 0.41 0.49 0.56 6 in 12 1.12 0.40 0.50 0.58 0.67 Lh 7 in 12 1.16 0.46 0.58 0.68 0.78 L=Lh x SLOPE FACTOR+Lp(in Ft.) Bin 12 1.20 0.53 0.66 0.78 0.89 9 in 12 1.25 0.59 0.74 0.88 1.00 EXAMPLE: 10 in 12 1.30 0.66 0.83 0.97 1.11 7/12 slope and 20'-0"horizontal span,2'-0"overhang(horizontal)one end 11 in 12 1.36 0.73 11 0.91 1.07 1.22 22'x 1.16=25.52'up-the-slope 12 in 12 1.41 0.79 0.99 1,17 1.33 If a 14"joist will be used,add 0.68 feet. 25.52+.68=26.20' 2 x 12"=2.4"or approximately 21/2': L=26'-21/2" Georgia-Pacific Corporation,September 2003 12 Engineered Lumber Installation Guide A Hole Location for GPI Joists Simple or Multiple Span Do not drill or cut flanges. { D w i Ei l char) See chart dlmenslon j-,—note 114— , j< — onsion-7 Chart dimension is minimum distance from inside face of support to nearest edge of hole. Joist Joist Round Hole Diameter Depth Clear Span 2" 3" 4" 5" 6" 6'/1' 7" 11" 8'/.' 9" 10" 11" 12" 13" 10' 0'-6" 0'-6" 1'-0" 2'4" 3'-0" 3'4" 12' 0'-6" 1'-0" 2'-0" 3'.6" 4'-6" 5'4' 9%" 14' 1'-0" 2'-0" 3'-0" 4'-6" 5'-6" 6'-6" 16' 1'-0" 2'-0" 3'-6" 5'-0" 6'-6" 7'-0" 18' l'-6" 3'0" 4'-6" 6'-0" 7'-6" 8'-6" 20' 0'-6" 0'-6" 1'-0" 3'-0" 5'4" 7'-0" 12' 0'4" 0'-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 5'-0" , e 14' 0'-6" 0'-6" 1'-0" 2'-0" 3'-0" 3'-6" 4'-0" 5'4" 6'4" 16' 0'-6" 1'-0" 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-6" 7'-6" QQ� 11%" 18' 0'-6" 0'-6" 1'-6" 3'-0" 4'-0" 5'-0" 5'-6" 7'4" 8'-6" 20' 0'-6" 1'-6" 3'-0" 4'-0" 5'-6" 6'-6" 7'-0" 9'-0" `�► 22' 0'-6" 0'-6" 1'-6" 3'-0" T-0" 5'-6" 6'-6" 8'-6" 10'-0" 24' 0'-6" 0'-6" 1'-0" 14" 3'-0" 4'-0" 5'-0" 7'-6" 9'4" Example below 10' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 3'-6" 12' 0'-6" 0'-6" 1'-0" 1'-0" l'-0" 1'-0" 1'-0" 1'-6" 2'-6" 2'-6" 3-4, 5'4" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-6" 2'-0" 3'-0" 3'4" 4'-0" 5'-0" 64" 16' 0'-6" 0,-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 5'-0" 5'-0" 6'-6" 18' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 4'-6" 5'-6" 5'-6" 7'-0" 8'4" 14" 20' 0'-6" 0'-6" 1'4" 1'-6" 3'-0" 3'-6" 4'4" 5'-6" 6'-6" 7'-0" 8'-6" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'4" 2'4" 3'-0" 5'-0" 6'-0" 6'-6" 8'-6" 10'4" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 3'-6" 4'-6" 6'-0" 7'-6" 8'-0" 10'-0" 26' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" 3'-6" 5'4" 7'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 014" 1'-0" 1'-0" 1'-0" 2'-0" 3'-0" 5'-6" 7'4" 7'-6" 10'-0" 12'-6" 14' 0'4" 0'4" 1'-0" 1'-0" l'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3'-6" 5'-0" 6'-0" 16' 0'.6" 0'-6" 1'-0" 1'-0" 1'.0" 1'-0" 1'-0" 2'-0" 2'-6" 2'-6" 4'-0" 5'4" 6'-6" 7'-6" 18' 0'-6" 0'-6" V-0" 1'0" UO" 1'-0" 1'-0" 1'-6" 2'-6" 2-4' 4'-0" 5'4" 7'-0" 8'6" 20' 0'-6" 0'-6" 1'-0" 1'0" 1'-0" 1'-0" 1'-6" 3'-0" 3'-6" 4'-0" 5'4" 7'-0" 8'-6" 16" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 4'-6" 6'-6" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" l'-0" 2'-6" 4'4" 4'4" 6'-0" 8'-0" 10'4" 26' 0'-6" 0'4" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'4" 3'-0" 5'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'4" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'-6" 6'-6" 9'4" 11'-0" 30' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'4" 6'4" 9'-0" 11'4" 14'-0" 32' 0'-6" 0'4" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-6" 5'-0" 5'-6" 8'-0" 10'-0" 12'-6" 164" NOTES: 5.A group of round holes at approximately the same location shall be permitted if they 1.Hole locations are based on worst case of simple and multiple span meet the requirements for a single round hole circumscribed around them. conditions with uniform floor loads of 40 PSF live load and 10 or 20 PSF dead load, 6.For joists with more than one span,use the longest span to determine hole location spans from page 3. in either span. 2 Holes not greater than 1.5"in diameter can be placed anywhere in the web,but the 7.All holes shown on this chart may be located vertically anywhere within the web;a hole must be spaced a minimum horizontal clear distance of 2times its diameter(but clear distance of at least/e"must be maintained from the hole edge to the inner not less than 1'l from any adjacent hole. surface of the closest flange. 3.For holes greater than 1.5"diameter,minimum clear distance between EXAMPLE: a)two round holes is 2times the diameter of the larger hole Determine the allowable location of a 9"round hole in a 14"deep GPI joist b)a round hole and a rectangular hole is the larger of 2times the hole which spans 20'. diameter or twice the rectangular hole width Enter the chart in the left column and find 14"joist depth,move to the right and 4.For multiple holes:The clear distance between the holes must equal or exceed twice find 20'in the joist span column and move across the chartto intersect the 9" the diameter ofthe largest hole,ortwice the longest side of a rectangular hole. round hole column.The nearest allowable location to either bearing is 7'-0". 13 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide } , Hole Location for W1 Joists Simple or Multiple Span Do not drill or cut flanges. o t s; char) See chart dimension note#4 dimension—= Chart dimension is minimum distance from inside face of support to nearest edge of hole. Joist Joist Round Hole Diameter Depth Clear Span 2" 3" 4" 5" 61/4' 7" 8" BY 9" 10" 12" WWI 10' 0''-6" 1'-0" 1'-6" 2'-6" 3'6" 12' 0'--6" 1'-6" 24" 3'6" 5'0" 14' 2'0" 3'0" 44" 5'-0" 6'-0" 9%" 16' 2'0" 3''-0" 4'-0" 5'0" 64" 18' 2'0" 3'0" 44" 5'6" 7101, 20' 1'-0" 2'V 44" 5'6" 716" 12' 0'6" 1'-0" 1'-0" 1'-6" 24' 3'0" 4=0" 4=6" Ae 14' 0,6" 1'-0" 1'-6" 2L6" 36" 4,6" 5'-6" 6'-0" w`Q� 16' 0'6" 1'-6" 2'6" 3'6" 510" 5'6" 6'-6" 7=0" 18' 2'0" 3'0" 44" 54" 6'0" 7'0" 8'0" 8'6" 11'/" 20' 24" 3'0" 4'-0" 5'0" 6'6" 7'0" 810" 94" 22' 2'0" 3-6" 4.6" 54" 7 6„ 6,0" 9-6„ 10-6„ 24, 2'-6" 4'-0" 5'-0" 6'-0" 6-0" W-6" 10L0" 11'-011 26' 1'-6" 3''-0" 4'0" 5'6" 7'-6" 8'-6" 10,0" 11'-0" 28' O'6" 1'-0" 2'0" 4'0" 6'-6" 74" 9'6" 11'-0" Example below 12' O6" 1'-0" 1'-0" l'-6" l'-6" 1'-6" 1'-6" 2'-6" 2'6" 3L6" 4L6" 14' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 2'-0" 3'0" 3-6„ 4'0" 5'0" 6'0" 16' 0'6" 1'-0" 1'-0" 1'-6" 2'6" 3'0" 4'0" 5'0" 5'0" 6'0" 7'0" 18' 0'6" 1'-0" 1'-6" 2'6" 3'6" 4'-6" 5'6" 6'-0" 6'6" 7'-6" 8'6" 20' 0'6" 1'4" 1'-6" 24" 3'6" 4'-6" 5'6" 64" 6'6" 7'6" 8'6" 14" 22' 0'6" l'-0" 1'-6" 2'6" 4'0" 5'-0" 6'6" 7'6" 7'6" 910" 101-0" 24' 0'6" 1'-6" 2'6" 4'0" 5'-6" 6'6" 74" 8'6" 94" 10'0" 11'-6" 26' 0'6" 2'0" 3'0" 4'6" 6'0" 7'0" 8'6" 910" 9'-6" 11'-0" 12'0" 28' 016" 1'-0" 2'6" 4'4" 6'0" 7=0" 8=6" 9=6" 10=0" 11=6" 13'-0" 30' 0''-6" 1'-0" 1'-0" 1'-6" 3'6" 4'6" 6'-6" 8=0" 9'-0" 11'-0" 124" 32' 0'-6" 1'-0" 1'-0" 1'-6" 4'-0" 54" 7'6" 6-6„ 94' 11-6„ 13-0„ 14, 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 1'-6" 1'-6" 24" 3.0" 3'-6" 41L0" 510" 6'0" 16' 0,6" 1'-0" 1'-0" 1'-6" 1'-6" 1'-6" 2,0" 3,0" 34' 4-0" 5'O" 5'-0" 64" 74" 18' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3'4" 4-0" 4'-6" 54' 6'0" 64" 7�6" 8�6" 20, 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" 2'-6" 3L6" 44' 4'6" 5'6" 6'-0" 6'6" 7'6" 8'-6" 16" 22' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 2'6" 4'0" 4'6" 5'0" 6'6" 7'6" 7'6" 9'0" 10'0" 24' 0'6" 1'-0" 1'-0" 1'-6" 3'0" 3'6" 5'-0" 6'0" 6'6" 7'-6" 84" 910" 10'0" 11'6" 26' 0'6" 1'-0" 1'-0" 1'-6" 3'6" 4'6" 5'-6" 6'6" 7'0" 8'0" 910" 9'6" 10'6" 12'0" 28' 0'6" 1'-0" 1'-0" 1'-6" 3'-0" 4'0" 5'6" 6'6" 7'-0" 8'-6" 9'6" 10'0" 11-6„ 13'0" 30' 0'6" 1'•0" 1'-0" 2'-0" 4=0" 54" 6=6" 8=0" 8'0" 10=0" 11'-0" 11'-6" 13=0" 14=6" 32' 0'6" 1'-0" 1'-0" 1'-6" 1'-6" l'-6" 4'0" 5'0" 6'0" 8'0" 9L6" 10'0" 12,0" 13-6" 34' 1 0'6" 1'-0" 1'-0" 1'-6" 1'-6" 3'0" 510" 6'6" 7'-0" 9=0" 11'-0" 11'-0" 13=0" 15=0" NOTES: 5.A group of round holes at approximately the same location shall be permitted if they 1.Hole locations are based on worst case of simple and multiple span meet the requirements for a single round hole circumscribed around them. conditions with uniform floor loads of 40 PSF live load and 10 or 20 PSF dead load, 6.For joists with more than one span,use the longest span to determine hole location in spans from page 3. either span. 2.Holes not greaterthan 1.5"in diameter can be placed anywhere in the web,butthe 7.All holes shown on this chart may be located vertically anywhere within the web;a hole must be spaced a minimum horizontal clear distance of 2 times its diameter(but clear distance of at least/8"must be maintained from the hole edge to the inner not less than l")from any adjacent hole. surface of the closestflange. 3.For holes greater than 1.5"diameter,minimum clear distance between EXAMPLE: a)two round holes is 2times the diameter of the larger hole Determine the allowable location of a 9"round hole in a 14"deep WI joist which has b)a round hole and a rectangular hole is the larger of 2times the hale multiple spans of 16'and 20'. diameter or twice the rectangular hole width Enter the chart in the left column and find 14"joist depth,move to the right and find 20'in 4.For multiple holes:The clear distance between the holes must equal or exceed twice the joist span column and move across the chartto intersectthe 9"round hole column. the diameter of the largest hole,ortwice the longest side of a rectangular hole. The nearest allowable location to either bearing is 6'-6" Georgia-Pacific Corporation,September 2003 14 Engineered Lumber Installation Guide s Installation Do's and Don'ts DO NOT DO Do not cut or notchflanges (except birdsmouth cuts in roof details R4&R6.) DO NOT DO Do not violate hole chart rules. 7 (See Hole Charts on ► pages 13&14) DO NOT DO Do not birdsmouth cut bottom Hang at high end of rafter. i. Continuous wedge or approved fastener Support beam Support beam Wood I Beamlm Wood I Beam (Refer to detail R2.) DO NOT DO or DO .r. Do not hang Wood I Beam Rim ;r: Hanger j' joist by top flange or web. Board .j. DO NOT DO or DO __ _ Rafter Qa�ot E#and floor sheathing 9B4er to outside face of wall. Do not bevel cut joist heyond inside face of wall. WoodI Beam blocking or FiberStrong® rim board required at bearing for lateral support Hanger 15 Georgia-Pacific Corporation,September 2003 3 Engineered Lumber Installation Guide . . G-P Lam® LVL Bearing Details Beam-to-Beam Bearing on Bearing on Connection Wood Column Steel Column e� o� a ' oa Make sure hanger capacity is Verify the required bearing area and the ability of the supporting column appropriate for each application. member to provide adequate strength.Side plates may be required.Consult Hangers must be properly installed designer of record.See chart on page 19 for column cap suggestions. to achieve full capacity. Beam Pocket in Bearing on Bearing for Door Masonry Wall Exterior Wall or Window Header Y J+^ Prevent direct contact of G-P Lam LVL Prevent direct contact of G-P Lam®LVL with concrete.Consult local building with concrete.Consult local building code for requirements. code for requirements. Low End Hip Bearing High End Hip Bearing Seat Cut/Notching 11 i1 11 F✓� 11 i> Hip beam must bear completely on Hip beam must bear on post or in Seat cut must not extend past inside plate or post.Seat cut must not extend properly designed hanger or other face of bearing.Do not notch beams past inside face of bearing. connection. at bearing. For fastening recommendations for multiple-piece G-P Lam LVL members,see pages 17&18. Georgia-Pacific Corporation,September 2003 16 Engineered Lumber Installation Guide A General Notes for Multiple-Piece G-P Lam° LUL Members 1.Top and bottom rows of connectors should be 2"from edge. 2. Bolt holes are to be the same diameter as the bolt.Every bolt must extend through the full thickness of the member.Use washers under head and nut.Carriage bolts may be used,but the outermost portion of the head may not be drawn in beyond flush with the outside face of the LVL member. 3. For three-piece members attached with nails or screws,specified attachment is from each side.Stagger fasteners from opposite sides by half the fastener spacing to avoid splitting. 4.To minimize rotation,T'wide members should only be used when loads are applied to both sides,or completely across the top of the member. 5. T'wide members,regardless of depth,must be attached using bolts or screws. Fastening Recommendations for Top-Loaded, Multiple-Piece Members Connection reference(A,B,C,etc.)refers to the fastening pattern on page 18. Member Depth 3'/2"—5'/4"Wide Multiple Piece Member 7"Wide Multiple Piece Member 9'/4"—1 V/8" 2 rows 16d nails at 12"o.c. 2 rows 1/2"bolts at 24"o.c. (pattern A) (pattern C) or 14"-18" 3 rows 16d nails at 12"o.c. 2 rows 1/4"x 6"wood screws at 24"o.c. (pattern B) (see note 3 on page 18) k F i Wall of same thickness as multiple-piece G-P Lam LVL and centered Joist bearing completely across over beam.Multiple-piece LVL beam should not be placed directly top of multiple-piece beam below plumbing walls.LVL beams are not to be notched or drilled except as noted on pages 16 and 19. Top-loaded conditions may result from I-joist details similar to F9,F10 and R3. In details F9 and F10,the supporting wall may be replaced with properly sized multiple-piece G-P Lam LVL. 17 Georgia-Pacific Corporation,September 2003 Engineered Lumber Installation Guide Fastening Recommendations for Side-Loaded, Multiple-Piece Members Refer to General Notes on page 17. Floor joists must be attached with approved metal hangers.Concentrated side loads from beam-to-beam connections may require additional consideration,contact your GP Engineered Lumber Products supplier. Fastening Pattern Nails Bolts Screws' A B C' D E2,' P 2 rows 3 rows 2 rows 2 rows 2 rows 2 rows 16d common 16d common 'h°bolts at M'o.c. 'h"bolts %W'x3%i'screws at 'W'x3�V screws at at 12"o.c. at 12"o.c. staggered at 12"o.c. 24"o.c.staggered 12"o.c. 1. Screws are United Steel Products WS Series or Simpson Strong-Tie SDS Series installed per manufacturer's recommendations. 2. Stagger each row of fasteners by 12". 3.When screws are used in attaching members to form a 7"thick beam: a)specified attachment is from each side(stagger screws from opposite sides by half the fastener spacing to avoid splitting),and b)screws must be 6"long,unless the center member is 3'h"thick. Nails Bolts Screws 0?) 00 A(Nails)or F(Screws)= B(Nails)= C(Bolts)or E(Screws)= Two Rows 12"O.C. Three Rows 12"O.C. Two Rows 24"O.C. .-1 7L- .-12L . ®. 24'=:® Concentrated side loads may require Side loaded multiple-piece G-P Lam LVL. Side loaded conditions may result from additional bolting.For more 1-joist details similar to F15A,F16,F17 or R1. information contact your local GP Engineered Lumber supplier. Georgia-Pacific Corporation,September 2003 18 Guia de instalacion de madera aserrada construida Advertencias de seguridad • Edifique sobre y notas de instalacibn . . . . . . . . . . 2 la fortaleza de la Vig as Wood I Beam- madera aserrada Tablas de tramos para piso . . . . . .3 Enmarcado t(pico . . . . . . . . . . . . . .4 construida. Detalles de piso . . . . . . . . . . . . .5-8 Detalles de vigas voladas . . . . . . . .9 La instalacion apropiada de productos de Detalles de plomeria . . . . . . . . . .10 madera aserrada construida Georgia-Pacific Detalles de techos . . . . . . . . . .11-12 es critica para el desempefio total del sistema, Tablas de localizacibn y este folleto suministra los lineamientos de orificios13-14 . . . . . . . . . . . . . . . necesarios para realizarla. Enmarcadores, plomeros, instaladores mecanicos y electricos e debe y no se debe hateerren deben acudir a las figuras y tablas de esta hala instalacibn . . . . . . . . .15 guia para conocer las recomendaciones apropiadas de instalacion y modificacion. Lamina G-P Lam® LVL Detalles de soporte . . . . . . . . . . .16 Recomendaciones de sujecibn . . . . . . . . . . . . . . .17-18 Orificios y conectores _ permitidos . . . . . . . . . . . . . . . . . .19 ,p y �k S r$ jn La familia Georgia-Pacific de produdos de madera aserrada construida incluye; •Vigas GP Wood I BeamT M •Tablero de borde FiberStrong® •G-P Lam®LVL Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida ' Almacenamiento y manej o Notas de instalacion • Las vigas Wood I Beam,la lamina G-P Lam LVL y el tablero de A. La madera construida no debe instalarse en contacto directo con borde FiberStrong no deben almacenarse en contacto directo con el construcci6n de concreto o masoneria y debe utilizarse solamente suelo y deben protegerse contra la intemperie.Proporcione en condiciones de use Seco cubierto. circulaci6n de aire bajo las cubiertas y alrededor de las pilar de B. Excepto para el corte longitudinal,los rebordes superior a inferior materiales. de las vigas Wood I Beam no deben cortarse,perforarse o tajarse. • Los paquetes deben almacenarse nivelados. C. Las cargos concentradas s6lo deben aplicarse a la superficie • No abra los paquetes hasta el momento de su instalaci6n.Tenga superior del reborde de arriba,no suspenderse del reborde cuidado cuando maneje paquetes y componentes individuales para inferior.Contacte a GP para las excepciones. evitar lesiones a quienes los manejan o dano por parte de D. Cuando clave revestimiento at reborde superior,siga las recomendaciones de clavado del fabricante del revestimiento, montacargas o gruas. para mantenga el espaciado dentro de los margenes presentados • Almacene y maneje las vigas Wood I Beam en posici6n vertical. abajo: Almacene y maneje la lamina G-P Lam LVL y el tablero de borde FiberStrong de forma plana. aegaisitoa de espaciado pare clava de ieMo GPI 40, GPI20 GPI 40, WI 40,WI 60, Tama6o GPI 65 W18o • Retorcer las vigas,o aplicar cargas a la viga cuando estA plana dal clava Mtn. mix. Mln, mix. Min. Mix. puede daiiarla. Caja de 8d,clavo com6n 8d 3" 16" 2" 24" C 24" Cala de 10d,caja de 12d 3" 16" 2" 24" 4" 24" • No se deben usar productos estropeados. Clavo com6n 10d,clavo com6n 12d 4112" 16" 3" 24" V 24° NOTAS: Advertencia de seguridad 1.Si se requiere mAs de una fila de clavas,las filas deben compensarse por to menos 1/2"(3/4"para vigas WI)y escalonarse. Las vigas Wood I BeamTM no sostendran a trabajadores u otras cargas hasta que esten instaladas y aseguradas apropiadamente.Para 2.Las grapas de calibre 14 pueden sustituirse por clavos 8d si las minimizar el riesgo de lesi6n,cada viga Wood I Beam debe asegurarse grapas penetran la viga por to menos 1". apropiadamente al er uirla.Se deben instalar y adherir a'ustadores 3.No use clavos mss largos que aquellos presentados arriba cuando continuos y/o panel de bloqueo antes de instalar piso o revestimiento adhiera revestimiento a los rebordes de las vigas Wood I BeamTM. de piso.Se debe establecer restricci6n lateral,como una tarima Ejemplo:Cuando use clavos Comunes 8d y vigas de la serie GPI 20, no los Separe menos de 3"(min.)e.C.y no mss de de 16"(m5x.)e.C. emstente o una pared de extremo asegurada en los extremos del intercolumnio.Alternativamente,se puede clever una tarima temporal E. Los clavos instalados en la cara angosta de una lamina G-P Lam o permanente(revestimiento)a los 4 primeros pies de vigas at final del LVL no deben espaciarse menos de 4"(clavos Comunes 10d)o 3" intercolumnio.Las filas de apoyos temporales en angulos rectos a las (clavos comunes 8d). vigas deben estar aseguradas con un minimo de dos clavos 8d(clavos de caja 10d si el grosor neto de apoyo excede 1")a la superficie F. El extrema qua soporta el largo de las vigas Wood I Beam debe superior de cada viga paralela y to restricci6n lateral establecida.El ser de por to menos 1-3/4".Los soportes intermedios de vigas apoyo debe ser mfnimo de 1x4 y por to menos de 8 pies de largo con de tramos multiples deben ser de por to menos 3-1/4". espaciado en el centro sin exceder 10 pies.Los extremos del apoyo G. La longitud minima de soporte para las vigas y tizones G-P adyacente deben traslapar por to menos dos vigas.Apile materiales de Lam LVL:soporte de extremo 1-1/2",soporte intermedio 3". construcci6n s6lo sobre vigas principales o paredes. El almacenamiento o instalaci6n inapropiada,el dejar de seguir H. Las vigas Wood I Beam deben restringirse contra la rotaci6n en sus extremos mediante el use de border de viga,paneles de c6digos aplicables de construcci6n,el dejar de seguir las tablas apropiadas de carga,el dejar de usar tamanos y ubicaciones aceptables bloqueo, e m debe et sopo. a reborde superior de una viga Wood I Beam debe ser soportadc,lateralmente y mantenido de agujeros,o el dejar de usar refuerzos de soporte cuando se requiere derecho dentro de un alineamiento verdadero de 1/2".La base puede resultar en accidentes serios.Las notas de instalaci6n deben de piso de madera contrachapada o lamina de fibra orientada seguirse cuidadosamente. (OSB)clavada at reborde superior es adecuada para proveer soporte lateral. �h I. Ademas,deben suministrarse vigas de borde,paneles de bloqueo o bloques de presi6n bajo todas las paredes exteriores y paredes interiores de soporte para transferir la carga de arriba hacia la pared o el cimiento de abajo. J. Los extremos de las vigas y tizones G-P Lam LVL deben restringirse contra to rotaci6n y la parte superior(u orilla de compresi6n)debe estar lateralmente apoyada por enmarcado o No permita trabajadores o cargas Apile materiales de construcci6n s6lo refuerzo perpendicular a 24" en el centro o mos cerca. sobre las vigas Wood I BeamTM sobre vigas principales o paredes K. Las vigas G-P Lam LUL de 1-3/4"x 16"y mos profundas s6lo hasta que est6n apropiadamente deben usarse en elementos de piezas multiples. instaladas y apoyadas seg6n se detalla arriba 2 Georgia-Pacific Corporation,septiembre 2003 Guiia Residencial para Madera Aserrada Construida Desempeno del sistema La meta fundamental on at disefio de un sistema de pian o techo as Is seguridad y satisfacci6n del usuario del pian,nosotros recomendamos engomor el subsuelo a las vigas antes de clever o atornillar on vez final.Aunque les vigas usadas come tramos indicadas on sets gale cumplon o exceden los criterios de clever solamente.Para firmeza adicional,engome Is ensambladure de ranura y IengOeta.Les minlmos de c6digo y soportar6n de manere segure las cargos quo se les impongan,so dabs user buen superficies deben ester limpias y secas antes de ongomar. jufcfo pare cumplir de manere adecuade con los niveles de expectative del usuario.Estes expectativas puedon varier de un usuario a otro. •(luien realize las especificaciones dabs considerer el significado de una desviaci6n dmerminada an •Al igual quo on cualquier construcct6n,as esencial seguir los procedimientos apropiados de t6rminos de Is desviaci6n permisible y los efectos quo esto podrla toner an el sistema.Par ejemplo, instalaci6n.Las vigas deben ester verticales y sujetadas con seguridad a los soportes antes de quo se U360(tramo/360)para un trams de 30 pies as 1"de desviaci6n.U240 saris 1-1/2 pigs.y U180 sorts 2" adhiera at sistema de revestimiento.Los soportes de las vigas de tramo m6biple deben @star niveledos. de desviaci6n.Se podrla considerartambidn casos an los quo una viga con un tramo grande esth Para minimizer at asentamiento cuando as usan colgantes,las vigas deben ester asentedas firmemente peralela a un tramo pequefio o a una pared final de cimiemo.Por ejemplo,un tramo de 30 pies con una an Is parte inferior de los colgantes.Deja una brecha de 1/16"entre el extremo de Is viga y at tiz6n. desviaci6n viva permisible de cargo de hosts 1"podrla ester adyacente a una pared de cimiento sin desviaci6n,causando una diferencia notoria an los niveles del piso bajo Is cargo complete del disefio. •Pueden ocurrir vibreciones on siatemaa da pians con may pots carpe muerta,coma on grandee •Un pian mbs firms resultorb de user un limits de desviaci6n de la cargo viva de U480 a diferencia del cuartos desocupados.Un cielorraso adjunto a Is parte inferior de las vigas generalmente suprimir6 Is mSximo de c6digo de U360.Un sistema de techo con una desviecidntotal de Is carne manor al U180 vibraci6n,est como to har4n las parades interiores de partici6n quo vayan perpendiculares a las vigas. requerida por at c6digo puede lograrse usando un criterio de 0240. Si un cielorraso no ve a ester adherido a to parte inferior de las vigas,Is vibracibn puede minimizarse •Adem6s de Ilmites de desviaci6n m6s rigurosos,verios otros factures pueden mejorar at desompeno clavando un madam continuo de 2x4 perpendicular a Is parte inferior de las vigas on at trema medio general del pian.Beducir al especiado de Is viga y/o eumentar e1 grosor del subsuelo disminuirb Is yendo de extremo a extremo de Is pared.Donde hays probabilidad de quo se termine at cielorraso,se desviaci6n entre vigas adyacentes y aumerdarb Is repartici6n de Is cargo.Para firmeza aumentoda pueden user puenteo-x(x-bringing)o pansies de btoqueo Wood I Beam an lugar del 2x4. Vigas de las series GPI y WI — tablas de tramo para piso residencial I Ilustraciones de Tromossimples Tramosm6ltiplea tramos I­i•nota a Carga viva de 40 LPC(Libras por pie cuadrado)+Cargo muerta de 10 LPC Desempeno mejorado'(U480) Vigo Prolundidad Espacisdo(Tremo simple) Espaciado(Trema mftltiple) de Is viga 12"D.C. I 16"D.C. 192"D.C. 24"o.c. 12"D.C. 1 16"D.C. 192"D.C. 24"o.c. GPI 20 91h° 17'-01" 15'-07" 14'-09" 13'-10' 18'-07" 1T-01" 16'-02" 14'-05" 11w" 20'-05" 18'-08' 11'-08" 16AIT' 22'-03" 20'•05" 18'-09" 16'-05' Th" 18'-00" 16'-06" 15'-07" 14'•06" 19'-08" 18'-00" 16'-06" 14'-09" GPI 40 110/ 21'-06" 19'-08' 18'-07" 17'-01" 23'-06" 20'-10" 19'-00" 17'-W' 14" 24'-04" 22'-03" 21'•00" 18'-11" 26'-08" 23'-01" 21'-01" 18'-1(Y' iIm" 23'-03" 21'-03" 201-00" 18'-08' 25'-06" 23'-03" 21'•11" 20'-06" GPI 65 14" 26'-05" 24'-02' 22'-09" 21'-03" 29'-00" 26'•05" 251-00" 20'-08" 16" 29'-04" 26'•09" 25'-03" 23'-07" 32'-02" 29'•04" 25'-11" 20'-05' 91h" 18'-00" 16'•06" 15'-07" 14'-011" 19'-07" 17'-02" 15'-08" 14'-00" WI 40 110/ 21'-06" 19'-07" 18'-02" 16'-03" 23'-00" 19'-11" 18'-02" 16'-02" 14" 24'-04" 22'-01" 20'-02" 18'-00' 25'-06" 22'-01" 20'-01" 18'-00' 1v 22'-OB" 201•08" 19'-06" 18'•03 24'-08" 22'-06" 21'-02" 19'-01" WI 60 14" 25'-05' 23'-06" 22'-02" 20'-05' 28'-01" 25'-07" 23'-08" 19'-05' 16" 28'-07" 26'•01" 24'-07" 23'-00" 31'-02" 28'-01" 24'-05' 19'-09" 11114" 24'-11" 22'-08" 21'-04" 19'-11" 27'-01" 24'-08" 23'-03" 21'-08" W180 14" 28'-03" 25'-09" 24'-03" 22'-OS" 30'-10" 28'-00" 26'-05" 23'-11" 16" 31'-04" 28'•06" 26'-11" 25'-01" 31'-Ot" 29'-03" 23'-11" Cargo viva de 40 LPC(Libras por pie cuadrado)+Carga muerta de 20 LPC Desempeno mejorado'(L/480) Viga Profundidad Espociedo(Tremo simple) Espociado(Tremo mfiltiple) de Is viga 12"D.C. 16'D.C. 192"o.c. 1 24"o.c. 12"D.C. 16"D.C. 192"D.C. I 24"o.c. GPI 20 91h„ 17'-01" 15'-07" 14'-09" 13'-03" 18'-07" 16'-02" 14'-09" 13'-02' 114" 20'•05" 18'-OB' 17'-02" 1 15'•04" 21'-08" 18'-05' 17'-01" 15'-03" 91h" 18'-00" 16'-06" 15'-01" 13'-06" 19'-01" 16'-06" 15'-00" 13'-05" GPI 40 11 W, 21'-06" 19'-01" 17'-05" 15'-07" 22'-00" 19'-00" 17'-04" 15'-06" 14" 24'•04" 21'-02" 15-03" 17'-OB' 24'-04" 21'-01" 19'-03" 1741" 1iW, 23'-03" 21'-03" 20'-00" 18'-08' 25'-06" 23'•03" 1 21'-06" 17'•02' GPI 65 14" 26'-05" 24'•02' 22'-09" 21'•03" 29'-00" 25'•11" 21'-06" 17'-02' 16" 29'-04" 26'-05' 25'-03" 22'•03" 32'-02" 25'-11" 1 21'-06" 17'-G2' 91h" 18'-00" 15'-05' 14'-04" 12'-10" 181•01" 15'-08" 14'-03" 12'-09" WI 40 11W, 21'-00" 18'-02" 16'-07 14'•10" 21'-00" 18'•02" 16'-06" 14'-05' 14" 23'-04" 20'-02" 18'-05" 16'-05" 23'-03" 20'•01' 18'-04" 16'-04" 111w, 22'-08" 20'-09' 19'-06" 17'-05" 24'-08" 21'•04" 19'-05" 16'-05" WI 60 14" 25'-09" 23'-O6" 21'-08" 19'-04" 27'-04" 23'-08" 20'-07" 16'-05" 16" 28'-07" 25'-05' DAM" 19'-19, 29'-08" 24'-05' 20'•07" 161-05" 117i4" 24'-11" 22'-09" 21'-04" 19'-11" 27'-01" 24'-08" 22'-09" 18'•02" WI 80 14" 28'-03" 25'-05' 24'-03" 21'-02' 30'-10" 28'-00" 16" 31'-04" 28'-O6" 26'•06" 21'-02" 34'-02" 30'-00" 24'-11" 19'-11" NOTU adhesivo dabs cumplir con las regulaciones AFG-01 de APA o D3498 de ASTM.Aplique una Imes de adheslvo 1.Estas tables de trema estSn hasadas on cargos undormes,sogOn se anota arriba;Is desviaci6n de Is cargo continua(de mbs o mens 1/4"de di6metro)at reborde de las vigas.Todes las superficies deben astar ' viva estS Itmitada a U480 para un major desempefio.EI desempoho del piso esta influenciado an gran manors limpias y secas.Si el revestimiento s6lo se clave(Io qua no se recomienda),reduzca los tramos por 12" por Is firmeza de las vigas del piso.La experiencia he demostrado quo las vigas disefiadas bajo la desviaci6n 3.EI largo minima de soporte de extremo as 13/4"EI largo minima de soporte irdemtedia as 3.1/2". minima de cargo viva del c6digo(L/360)resuaark on un piso quo podria no cumplir con las expectativas de algunos usuartos finales.Georgia Pacific(G-P)recomienda con vehemencia quo los tramos de piso para 4.Lostramos de extrema de las vigas detramo m6itiple deben ser porlo menos 40%deltramo adyacente. vigas Wood I Beam se limits a aquellos presentados anteriormeme,los cuates ast6n basados an una 5.Para cargo d'dereme de Is presentada arriba,contacts at suministrador de productos de madera aserada desviaci6n de cargo viva de U480.(Untercio m6sfirmes qua to requerido por at c6digo.) construida GP. 2.Lostramos son las distancias vactas entre soportes,y ast$n basados an acci6n compuests con 6.No todos los productos es[Sn disponibles an todos los centras de dis[ribuci6n;contacts a G-P para conocer revestimiento tasado por APA o Sturd-1-Floor ongomado-clavado de grosor mtnimo de 19/32"(40/20 a 20 e.c.) Para espaciado de vigas de 192"o menos,o 20/32"(48/24 o 24 a.c.)para espaciado de vigas de 24".EI Is disponibilidad. Georgia-Pacific Corporation,septiembre 2003 3 AN 'i 7VI d t x i ar i �� , T, �`t°. Air 4 t47 '41h ti �v. 4'p, "W:, Yi Iw i►�� i ���� II a 11 it ' = a p ®1 Iil ��'�► / Ali ® ® FM` ,,; .� kk �i �;►'�.�� � it®. III � � ' Oil ► �,,-, � ..I it o �i Guia Residencial para Madera Aserrada Construida Detalles de piso F1 ADHES16N EN EL SOPORTE DE EXTREMO F2 PANEL DE BLOQUEO,EXTERIOR Transferencie de cargo vertical=mhxima de 2000Ip1. Un clavo 10d a de penetraci6n a code lado del soporte,tlpico para todos los soportes de madere. Panel de bloqueo Woad I Beam" ,.i Largo minima de soporte de extremo `— de 1.3/4"an todos los detalles de peso y techo Para eviler rajar el rebarde,comience a clever por to mends a Clavos 8d a 6"1-.c.(o segfin las 1-1/2"del extremo.Martille los clavos an 6ngulo para evitar especificacianes del profesional de rajor Is 16mina do soporte. disefio,peroqus cumplan con Is Nota de Instalaci6n D,p6gina 2.) F3 VIGA DE BORDE WOOD I BEAM O BLOO.UES DE PRESI6N y BORDE SENCILLO = F4 Transferencia de cargo vertical=M6xima de 2000 Ipl Transferencie da cargo vertical MSxima de 20001 I. a to largo de le pared de sopporte de cargo besade P x en un esfuerzo de soporte de 390 ppc(por pulgads cuadrada). Revestimiento de 23/32"48/24 Vigo de horde tasedo por APA* Woad I Beam" G Bloques de presi6n (min"no de 2x4) �1 are use on (siding)use bloque Apoyodoviga s ', dorespaldo.1-161 minimo de 1.314"on ; il operate an Is Is pared Figura F13 Clavos 8d a 6"e.c.(o segtin las especificacianes del 1/16" Clavos Bd prafesional de diseflo,Pero gstalaci6n D,p6gina 2.1o cumplen con Is Note de Clave el pie de Is v go de horde Vea Is Figura F7 pare los requisitos de bloquea. el rebarde superior de la viga con un clava 10d Verifiyue con el c6digo local de construcci6n para loo detalles epropiados on Sreas de alta cargo lateral. F5 F6 CIERRE DE BORDE Y ADHES16N Untraveseilo PT de 2x_ DE PUENTE FIBERSTRONGO adherido con tornillos de Transferencie de targe vertical de tables de horde=48501p1 atravessr de 1/2"de di6metro con arandelas y tuercas a 1/2"pernos de A artadero dilataci6n con una longitud P nominal de 4"a m6s.350d Barrera clim6tice Bloqueo optional ppor penia para clavado de Espaciado del porno/ Revestimiento diafragma. tornilla de dilataci6n a ser \ determinado por Is targe Teblero\\\ horde disefiadeverticelylaterel. GP FiberStStrong® EI cerrojo As baja podrfa estar Iocalizado Viga de u afternativamente sabre is inicio lamina de pared.Use 2-4 arandelas // calefateo de aha calidad galvanizadas a de para rellenar los agujeros y acero inoxidable C d p entre espaciadores y como espaciadores. • rabordas�- 16mina met6lica. odor a inferior 1/2"revestimiento Extiende le con barrera clim6tica 16mina methlica J Rpor debajo del Tables de bonds L6mina met6lica.Debajo de Is travesafio de 2x_ FiberStrong® barrera clim6tica encima,sobrey sabre el Teblero de bonds Is barrera cllm6tica abajo. epartad aro. GP FiberStrong® 3 clavas 8d an Clavos 8d a 6"on el centro PRECAUCI6N:EI porno de dilateci6n debe insertarse las esquinas inferior-clavadas a Is an un agujero gufa enrosc6ndolo con una Have,no 16mina,tipico martill6ndolo.EI enroscamiento excesivo puede disminuir significativaments Is resistencia lateral del tornillo y por esta raz6n dabs evitarse. Georgia-Pacific Corporation,septiernbre 2003 5 Gula Residencial para Madera Aserrada Construida Detalles de piso F7 PANELES DE BLOQUEO USADOS PARA REFUERZO F$ VIGA DE CORTE SESGADO No torte con sesgo Is viga m6s alis de Is cera interior del EI borde de revestimiento tasado de caps sencilla de apoyo. 23/32" (madera contrachapada o (Amina de fibre I\ orients da) suministra una transferencia de carga vertical do 1000lpl(dos capas=2000lpl)•Elbordedo I 23/32"de madera contrachapada o limine de fibra orientoda permitido s6lo con profundidades de viga de haste 11-7/8" l a menos qua se use can bloques I 1 de presi6n de 2 x 4 min., segGn se muestra an Is Figura F4. I ' Panales de bloqueo instalados a un minimal de 4'an coda esquina de Is 1 construcci6n y por to menos a V codaNote: Se requiere hlalquso de 25'de longhud de pared.Use Clavos 8d Wood I Beam"o e 6"ex. puenteo-x an el soporte para apoyo lateral. Verifique al c6digo local de conslrucci6n para los detalles opropiados on Areas de site cargo lateral. Verifique el c6digo local de construcci6n pare los detalles opropiados on Areas de she cargo lateral F9 PANEL DE BLOQUEO,INTERIOR F10 BLOQUES DE PRESI6N EN EL SOPORTE INTERIOR Transferential de cargo vertical=Mkima de 2000lpl a to largo de Transferencia de cargo vertical=MAxima de 2000 Ipl a to largo de Is pared de soporte la pared do soporte de cargo• de cargo. La pared de soporte de cargo dobe apilarse sobre el La pared de soporte de cargo dabs apilarse entire bloqueo y Is pared o la viga de abajo' el bloqueo y Is pared o Is viga de abajo." Cuando dos viges se encuentran on Is pared,suministre un soporte mfnimo de 1-3/4"pare cede viga a Instate Panel de 1/16„ bloqueo para soportar ambas viges. Adhiera Is viga con un clava 10d o de No se requieren paneles de bloqueo perforaci6n a code lado cuando las viges son continues sabre Is del soporte. pared y arribe no wdste pared de soporte de cargo. (s 'Las parades quo no se apilan Bloque de presi6n(2x4 Clavos 8d Clavos Bd a 8"o.c.(a segGn requleren mfnimo).Requerid0 a"'si las especificaciones del considereci6n arriba exists pared de profesional de diseho,peril,, adicional. soporte de cargo. quo cumplen con Is Nota de Instalaci6n 0,p6gina 2.) Pared de soporte,Amina G-P Lam®LVL to viga glulam *Las parades quo no se apilan requieren considereci6n adicional. Verifique al c6digo local de consaucciAn pare los detalles sprapiados en Anes de alta cargo lateral. F11 CONSTRUCC16N DE VIGA DOBLE Vigo Profundidad Bloqueo regular de relleno Bloqueo do relleno de prelundidad complain ' do In viga Osese en las Figures F12,C4 y R7 Osese an les Figures F13 y F14 # a GPI 20 9 K" 2x6 2 x 6 Bloqueo derelleno } 1W" 11W" 24 2x6 GPI 40 9W, 2x6+W"LFO/madera contrachapede 2x6+W"LFO/madere contrachapada BrecherI 11%" 2x6+%"LFO/maderecontrachapede 2x8+W"LFO/madera contrachapada dol/P 2�" 1 IV 2x8+%"LFO/maderecontrachapede 2x10+%"LF0/madera contrachapede I GPI 65 9K" 2 x 6+%"LFO/madera contrachapada 2x6+W"LFO/madera contrachapada W140 11%" 2x6+WLFO/madere contrachapada 2x8+W'LFO/madera contrachapada WI60 IV 2x8+W"LFO/madera contrachapada 2x10+%"LFO/madere contrachapada 2K" 16' 2x8+IS'LFO/maderecontrachapede 2 x 12+K"LFO/madera contrachapede 11%" (2)2x8 (2)2x8 W180 14' (2)2x8 (2)2x10 3 K 16' (2)2 x 8 1 (2)2 x 12 1, soporte Is parte posterior de Is membrane durante el clavado pare evitar dafio a la conexi6n de Is membrana y al reborde. 2. Deis una brecha de 1/8"entre Is parte superior del bloquso de relleno y Is parte inferior del reborde superior. 3. Bloqueo s6lido entre vigas pare Is longitud complete del tramo. 4. Coloque las viges juntas y clave desde cede lada con 2 files de clavos 10d a 12"e.c., remechados cuando see posible.Escalons las files a 6"desde los lados opuestos 6 Georgia-Pacific Corporation,septiernbre 2003 Gula Residencial para Madera Aserrada Construida 9 Detalles de piso F12 APERTURA DE PISO,COLGADORES DE MONTAJE SUPERIOR / Bloques de respafdo` Ensemble Is viga doble Viga Prolundided do In viga Materiel Profundidad / ° r seggun le FigureFl1. GPI 20 9X,11;6" 2x6 5Y:" / / (relleno regular) GPI 40 9X"14" GPI 65, 8X11 �/'+'/" 6„ WI40,Wl60 11S',IV,16" X"+X" 7'/." W1 80 11 X°,14",16° 2x8 7 X" I o `EI bloque Bebe ser to suficientemente largo para permkir at clavado / requendo sin raierse. Bloque de resppeldo(6sese si to cargo del colggodor excede 250 Ib:1 Antes de Instalarle un respeldo a una viga doble,martille(3)clavos 10d adicionales on Is membrane donde se afustard at respeldo.Remache cuando sea posible.Instals el respafdo hien sjustado a Is parte superior del reborde.Use(101 clavos 10d,remachados cuando sea posible. 8 Ensemble le viga doble APERTURA DEL PISO,COLGADORES DE MONTAJE DE CARA segun le Figure F11.(rellone / de profundidad complete) Blaquea de respeldo Antes de instalar un respeldo a una viga doble, / Podrian requerirse martille(3)clavos 10d adicionales a Is / refuerzos do soporte on membrane donde se ajustar4 at respeldo, los colgedores.Was Is Remache cuando sea posible.Instals el Figure F18) respeldo bion ajustede a Is parts superior del / reborde.Use 110)clavos 10d,remachados r u cuando sea posible. ue do r/ / Bloques de respeldo` I / � / Bllspaldo a ambos Vis Prolund6dad de le vi Materiel Prohmilided " 3 lades de le Vigo 9e � ry��. ��: membrane. GPI 20 9%',11X" %" 6X" GPI 409X",11X",14" X" 6'/,' 8X', 10Y" GPI 65, 9S",I VA",14",16" X"+X" 6X11,8%",101/",1T/" WI 40,WI 60 WI 80 1115,14",16' 1X'net 8-A",10X",12'/" / r' `EI bloque dabs ser to suficientemente largo pare permitir at clavado n requendo sin rejerse.La profundidad del respeldo dabs igualar Is „ profundidad de Is viga menos 3-V4". F14 CONEX16N DE LARGUERO A VIGA Censtruccf6n de Wood I Beam"doble segun Is Figure F11 (relleno de profundidad complete).Temaho de bloqueo del respafdo a mstalaci6n segun Is Figura F13. # ; r Catgaderes pare Requisites de clavado larguero de 14'(maxima) United Steel Products MSH 218 Mfnimo(12)clavos 10d an vigas dobtes o 0 tiz6n LVL sencillo o doble.Mfnimc Simpson Strong-Tie*THA 218 (4)clavos 10d x 142"on at larguero. Pare largueros mayores a 14'o reacci6n de larguero mayor a 7001bs.,Ilame a G-P. Georgia-Pacific Corporation,septiembre 2003 7 Guia Residencial para Madera Aserrada Construida b Detalles de piso F15 CONEX16N DE VIGUETA A VIGA F16 CONEX16N DE VIGUETA A VIGA,PASO BAJO G-P Lam®LVLo viga AGlulam Padden requerirae L6mine de soporte. Colgador de montaje do reluersoa de soporle Le 16mina dabs ester care an los colgadores. pareja con Is care Note:Se podrlan requerir (Vea Is Figure F16) mtenor de Is viga de refuerzos de soporte(vee ecero, Is Figure F18). Colgadores de montaje I superior" / a• Colgadores de montaje Travesaflo ere superior' n el adjunto de recubrimieto de piso "Los colgadores Viga de Acero B apropiedos de G•P Lama LVLo montaje de care Nota:Se requiere bloqueo de madere s6lida viga Glulam puedon susthuirse. dela viga de ecero para colgedares de montaje de cera sabre viga a ecero. 8 CONEX16N VIGUETA A VIGA,PASO BAJO F18 REFUERZOS DE SOPORTE Brecha 11/4":) Padden requerirae Revestimiento refuerzos de soporte on 2„* Remeche los clavas tesado por a los colgadores.(Vea la cuendo sea pasihle APA®23/32" U k, Figure F18) 48/2 G-P 4aprobaa horddo e ITra k�2 Viga Tamego Clavus coaiNechepada, del refuerzo Ifmina de fibre Clavas 8d r s ON 20 a/i'x 2%," ?x4 lads, ludo on: 131 10d GPedores can 165 A"+Y¢"x2%a" 13)10d � clavadolateral G-P Lam"LVL WI 40 '+A"x 2a/4" (3)10d Colgadores con Yi .r ' viga cents qua no o glulam WI 60 Yi'+/i'x2/0' 131 lOd contention rebmde •• �"' a superior de viges. WI 80 IYz'x 2/P(min.) (3)12d Cortes de pion de EI ancho minimo del refuerzo es p6jaro Revestimisnta taaado t de 2-5/16". , APAe o Sturd-I-Floor* 2„ Vee Is Figure F7 iare s de } -�Ajuste opretedo bloqueo. Colgador F19 BLOGUES DE PRESI6N EN CARGAS CONCENTRADAS he do F20 REFUERZOS DE MEMBRANA Cargo concentrads desde arribe Gsess cuendo las cargos concentrades excedan los valores de Is table de ahajo. Instals refuerzos seg6n Is Figura F18 pero apretedos contra el reborda superiory la brecha inferior.Verifique to adecuado de Is viga para ') sohrellovar Is cargo concentrade. Brecha de 1/4" Prefundidad de viga Se requieren refuerms de membrane da lodes les series zi Is cargo concernreda excede gh" 1120 lbs. IN- 14201bs. 14^ 1500 be. Bloqueo de manors s6lida todos los postes el sop orte 16„ 1500 Its. inferior con igual n6mero de bloques de presi6n 8 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida a Detalles de viga volada Se requieren paneles de C1 VIGAVOLADA,SIN REFUERZO bloqueo dopuenteo-x0Wood I C2 VIGAVOLADA,REFORZADA 8Beam"'(vee la Figura F2)an Revestimiento sencillo(Opcibn 1) Para las cargos permisibles de las viges voladas y continuer pared/techo sabre viga volade, par 4'a coda lado del Area de Se requieren paneles de bloqueo de puenteo-x a Wood use to table a Is lzqulerda,use el viga volade. I Beern"(vea Is Figure F2)on las viges voladas y software FASTBeam o contacts continuer por4'a code lado del/area de viga volade. a Georgia-Pacific. ... iii *El largo de � � Is viga volade no ��'�' pu@doexcederl/4 del r �..f���� �2'•0" tramp adyacente(LI. Revesnmiento de Adem6s: Revestimiento de 23/32"tasado par aeJ4 A)Si el extremo of viga volade soporta par t®sada A borde Fib blero de \ a*m g p par o `� cargos do pared/techo,el largo mSximo de tablero de borde M6xima de 2'-0" borde FiherStrong°. \� Is viga volade as 2'•0". FiberStrong° Nota: Lasvigas Woad I B)Si no hay cergas colocadas on al extrema de Is viga Beam^debenNota:Se requiere tablero de borde FiberStrong°o revestimiemo tasado par APA®de 48/24(fibra de care protegerse de Is volade,el largo mfi)dmo de Is viga volade as 4'-0". horizontal)a un lado de Is viga.La profundided dabs igualar Is profundidad complete de Is viga. imemperie. Para otras condiciones cordacte a Georgia-Pacific. Clave el reborde de Is viga con clavos 8d a 6"ex. �3 V1 GA VOLADA,REFORZADA PATRON DE CLAVADO DE REFUERZO DOBLE Revestimiento doble(Opci6n II) Se requieren paneles de bloqueo de puemeo-x a Wood I Beam(vas Is Figure F2)on[asvigas voladas y Clave con clavos 8d a 6"e.c.Compense el cam nuar par 4'a cede lade del Area de viga volade. clavado an el lado opuesto del reborde pare evitar rajaduras. r" �6„- l �iF✓� /\ Rovemiento de 23/32”tasado par �t 6� APA®a tablero de Mbxima de 2'-0" ✓ s1 ` borde FiberStrong°. Note:Se requiere tablero de borde FiberStrang°a revestimiemo tasado APA°48/24(fibre de cera horizontal)an ambos lados de Is viga.Le profundidad dobe igualar la profundidad complete de la viga.Cleve a los rebordes de Is viga con clavas 8d a 6"a.c. Compense el clavado a los lados opuestos del reborde para evhar rajaduras. La profundidad del bloque de C4 VIGA VOLADA,REFORZADA C5 VIGAVOLADA,WDA respeldo(Figure Fl3)debe Vi adoble(0 ci6n111) igualar a Is del bloqueo de 9 P relleno de profundided complete Se requieren paneles de bloqueo de puemeo-x o Wood I Se requieren paneles de bloqueo de (Figure F11).Instale el respeldo Beam(vea Is Figura F2)an las villas voladas y continuer puenteo-x a Wood I Beam(vea Is Figura F2) bien ajustado a Is parte inferior par 4'a cede lads del Area de viga volade. an las villas voladas y cordinuar por4'a code del reborde.Clave can 2 files de lado de Area de viga volade. clavos 10d a 6"a.c.y remachs. x La pared de scporte de 't cargo no estii permbida. i f 3 4'-0" Revestimiento de " 23/32"tasado par ooH �• �o APA*o tablero de 12" amass Atl,m borde FiberStrong°. Nlgxima de 2'-0" Nota:Bloquee juntos el largo completo con la profundided complete del bloqueo de relleno.Vea is Minimo de 2x8(disefiado par Se requieren paneles de bloqueo Figura Fl l pare el tamafio del relleno.Use 2 files de clavos 10d a 12"a.c.desde code lado; otros)clavados al bloque de en las vigas voladas y continuer compense el lado opuesto clavando a 6"e.c.Para anchos de reborde mayores a 212",use 3 respeldo y Is membrana can 2 ° par 4'a coda lado del Area de viga files de clavas 10d a 12"s.c.desde coda lado;compense el lado opuesto del clavado a 6"B.C. files de clavos 10d a 6"e.c.y volada. Remache los clavos cuando sea posible. remachados cuando sea posible. Georgia-Pacific Corporation,septiernbre 2003 9 Guia Residencial para Madera Aserrada Construida e Detalles de plomeria PI ESPACIADO DE VIGA DEBAJO DE LA PARED DE PLOMERIA Paralela a la pared Espaciedo de viga Vigo Pared 2 x 4 Pared 2 x 61 Saporta de GPI 20 5%" 7%" no cargo solaments Series 40,60y65 6" s" W 180 7" 9" Trace dlmensOn Cade tercerviga puede moverse haste 3"para evkar interferencia con Is plomeria Pz LA PLOIADO,DDE VIGA DEBAJO DE II Q 0 MERIA C ba6ere arribe -1---I H Cada tercar viga puede moverse haste 3" para evitar interferencia con la plomeria 10 Georgia-Pacific Corporation,septiembre 2003 Guia Residencial para Madera Aserrada Construida Detalles de techo R1 CONEX16N DE CRESTA A VIGA R2 EXTREMO SUPERIOR,SOPORTE SOBRE PARED Inclinaci6n mhxima de 12/12 Panel de bloquea Wood I Beam",puenteo-x, revestimiento de 23132"48/24tesado par APA°,a Apretadera"KANT-SAG® profundidad apropiada de tablero de bords LST122 a SIMPSON LSTA21 FiberStrong®como cierre continuo.Vea las can(16)clavas 10d x 1-1/2" Figures F2,F5 y F7. Colgador de inclinaci6n ajustable(vea Is p6gina 16) y \I a it Refuerzo sesgado de soporte a coda lado(vee la Figura F18) Viga de cresta (G-P Lam®LVL a Glulam) Siga Is Figura F1 pare at Siga Is Figura F1 para at clavado clavado sabre Is 16mina de sabre Is 16mina de soporte. "Apretadere requerida para viga do 16"de soporte.Padrian requerirse Podrlan requerirse canexiones profundidad o elementos con inclinaci6n de L6mina de madere sesgade a conexiones adicionales de adicionales de levantamiento. 7/12 o mayor. conector de inclinaci6n variable levantamiento. R3 VIGAS SOBRE LA VIGA DE SOPORTE DE CRESTA R4 CORTE DE PICO DE PAJARO S610 an at extrema inferior de Is vige. Cuadrado de madere contrachapada de 3/4"x 2'-0"(colocer Is fibra horizontal)a coda lado con(12)clavas 8d remachados a apretadera con(16)clavos 10d x 1-1/2" aplicados at reborde superior seg6n Is Figura RL Panel de bloqueo Wood I Refuerzo de Beam(vea Is Figure F2). soporte a cad • lado(Vea Is Figura R8) ' r LA mine cable de madere Alera optional de 2'-0"(m6x.) sesgade. Panel de bloquea Siga Is Figure F1 para at Wood I Beam a clavado sabre Is 16mine de G-P Lam LVL o Siga la Figura F1 para el clavado puenteo-x Ives sabre le I6mina de soporte. so arta.Podr(an requerirse viga de soporteTale Is Wood I Beam para suministrar p lulaon. la Figura F2) Podrfan requerirse conexiones canexiones adicionales de g adicionales de(evantamiento. soporte completo at retards de abajo. levantamiento. R5 VIGAS EN LAMINA SESGADA R6 CORTE DE PICO DE PAJARO S610 an at extremo inferior de le vige Refuerzo de soporte a code lado Ives Is Figura 1918) t Panel de bloquea Wood I Beam o puenteo-x(vea Is Figure F2). * ' Y may+ Bloque de 2x4 pare adherirfeche a Puenteo-xopansies de bloquea Wood I Beam. La longitud de viga volada no puede +• L6mina sesgade t� Siga Is Figure F1 para at Verifique el use de puenteo-x exceder 7/4 del trema edyacente(L). JQ continua o clavado sabre Is 16mina de con at c6digo local. Siga Is Figura Fl para e1 clavado sabre Is conector de soporte.Podrfan requerirse 2'4'mbx. ISmina de soporte.Podrlan requerirse altura variable, conexiones adicionales de conexiones adicionales de levantamiento. I "Qua no exceda 4'-0" levantamiento. Georgia-Pacific Corporation,septiembre 2003 �� Gula Residencial para Madera Aserrada Construida s Detalles de techo R7 APERTURA DE TECHO,COLGADORES DE MONTAJE DE CARA R8 REFUERZO DE SOPORTE DE CORTE SESGADO Corte an sesgo el refuerzo de soparte para emparejar Is inclinaci6n del tocho.Vea Is Figgure F18 para informaci6n sobre adhesi6n. Colgador de mortals Podrfan requarirse refuerzos de care de soporte.lvea la Figure F18) z Viga-I o G-P Lamm LVL N Blaque sesgad0 de respalda (vee Is G-P Lam®LVL Siga Is Figura F1 pare al Siga Is Figure F1 para el Figure F13) o viga doble clevedo sobre Is 16mina de clavado sobre Is 16mina de Colgador de (vee le Figura soporte.Podrfan requarirse soparte.Podrfan requarirse inclinaci6n F11) conexiones adicionales de ajustable conexiones adicionales de levantemiento. levantemiento. RO EXTENSIONES OPCIONALES DE ALERO Un 2x4 clevedo al lado del R11 ALERO PARALELO A LA VIGA Puede usarse con les Figures R4,R5 y R61Extremo 6 reborde superior con clevos de inferior solaments.) cola 10d a 8"e.c.Coloque un L taco cortado de 20 sobre Is Siga Is Figura F1 Ihmina,debalo del alero de Cuando L excede el espaciado pare el clavado 20.Corte an sesgo para de Is viga,podrfa requarirse L(2'-0"minx.) sobre Is 15mina Refuerza de emparejar la dahle viga. de soporte. soparte a cede inclinaci6n del techs. Podrfan lado.Ives Is requarirse Figura F18) conexiones adicionales de levantemiento. ADetenge le viga Wood I Perilla exterior de 2x4 BCorte de eam"on la lines de le ? tajada alrededor del pared y extienda el �I reborde superior de Is reborde superior con un 2x4. 2x4 + viga Wood I Beam.Clave Sostenga Is extensi6n con un 4° con clavus 8d Is parte 2x4 clavado a Is membrana de Is tip v' inferior de Is 16mina y el viga con dos files de cloves 8d reborde superior. remachados a 8"s.c.Asegure Is Puenteo-x o panel de borde a un soporte de 1; blaqueo Wood I Beam. Siga Is Figure F1 para el clavado extensi6n del re 2x4 can clevos b a 8" un 0+ Verifique el use de sobre Is 16mina de soporte. Pared con extremo de aguil6n m8+ puenteo-x can el c6digo Podrfan requerirse conexiones local. adicionales de levantemiento. Tramos de subida inclinada y cortes de longitudes para techos inclinados N Profundidad de viga \b V\Np,G Factor de V/i' it%,, 14" 16" Inclinaci6n inclinaci6n Catdidad longitudinal a incrementar para cone de plomads(Lp on pies) FPG�0 dna°aae� V on 12 1.02 0.17 0.21 0.24 1 0.28 3 on 12 1.03 0.20 0.25 0.29 0.33 m V on 12 1.04 0.23 0.29 0.34 0.39 8 4 7,n_1 2 1.05 0.26 0.33 0.39 0.44 4!4 on 12 1.07 0.30 0.37 1 0.44 0.50 5 an 12 1.08 0.33 0.41 1 0.49 0.56 Lh 6 an 12 1.12 0.40 0.50 1 0.58 0.67 Lh x FACTOR DE INCLINACION+Lp(en pies) 7 an 12 1.16 0.46 0.58 0.68 0.78 8 an 12 1.20 0.53 0.66 0.78 0.89 EJEMPLO: e 7/12 y trema horizontal de 20'0",alero(horizontal)de un 9 on 12 1.25 0.59 0.74 0.88 1.00 Inclinacion d 10 on 12 1.30 0.66 0.83 0.97 1.11 extremo de 2'-0" 22'x 1.16=25.52'subiendo Is inclinaci6n 11 an 12 1.36 0.73 0.91 1.07 1.22 Si se va a user una viga de 14",agregue 0.68 pies. 25.52+.68=26.20' 12 on 12 1.41 0.79 0.99 1.17 1.33 2 x 12"=2.4"o aproximadamente 21/2" L=26'-21/2" 12 Georgia-Pacific Corporation,septiembre 2003 Guia Residencial para Madera Aserrada Construida Ubicacion de agujeros para vigas GPI de tramo simple o multiple No perfore ni corte los rebordes. 101U dlmensldn Vea la dlmensldn O( �— de trazo -, :<—nota#4—.: ;<— de trazo —. La dimension de trazo as la distancia minima desde la care interna de soporte haste la orilla m6s cercana del agujero. PmFundided Tram despeiedo Difimetro de agujero redondo de lavage de viga Y, 3" 4" 5' 6" BY" T' a' e'b" e" 10" 11" 12" IT, 10' 0'-6" 0'-6" 1'-0" 2'-0" 3'-0" 3'-6" 12' 0'-6" 1'-0" 2'-0" 3'-6" 4'-6" 5'4" 9'/:" 14' 1'-0" 2'-0" 3'-0" 4'-6" 5'-6" 6%6" 16' 1'-0" 2'-0" 3'-6" 5'-0" 6'-6" 7'-0" 18' 1'-6" 3'-0" 4'-6" 6'-0" 7'-6" 8'-6" 20' 0'-6" 0'-6" 1'-0" 3'-0" 5'-6" 7'-0" 12' 0'-6" 0'-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 5'-0" 14' 0'-6" 0'-6" 1'-0" 2'-0" 3'-0" 3'-6" 4'-0" 5'-6" 6'4" Qe�� 16' 0'-6" 1'-0" 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-6" 7'-6" Se 11%' 18' 0'-6" 0'-6" 1'-6" 3'-0" 4'-0" 5'-0" 5'-6" 7'-6" 8'-6" 20' 0'-6" 1'-6" 3'-0" 4'-0" 5'-6" 6'-6" 7'-0" 9'-0" 22' 0'-6" 0'-6" 1'-6" 3'-0" 5'-0" 5'-6" 6'-6" 8'4" 10'-0" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 4'-0" 5'-0" 7'-6" 9'-6" Ejemplo abajo 10' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-o" 1'-0" 1'4" 1'-0" 1'-0" 2'-0" 3'-6" 12' 0'-6" 0'-6" 1'-0" l'-0" 1'-0" 1'-0" V-0" 1'-6" 2'-6" 2'-6" 3'-6" 5'-0" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-6" 2'-0" 3'-0" 3'-6" 4'-0" 5'-0" 6'-6" 16' 0'-6" V-6" 1'-0" 1'-0" 2'-0" 2'-6" 3'-0" 4'-0" 5'-0" 5'-0" 6'-6" 18' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 4'-6" 5'-6" 5'-6" 7'-0" 8'4" 14" 20' 0'-6" 0'-6" 1'-0" 1'-6" 3'-0" 3'-6" 4'-0" 5'-6" 6'4" 7'-0" 8'-6" 22' 0'-6" 0'-6" 1'-0" 1'4' 1'-6" 2'-6" 3'-0" 5'-0" 6'-0" 6'-6" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 3'-0" 3'-6" 4'-6" 6'-0" 7'-6" 8'-0" 10'-0" 26' 0'-6" 0'-6" 1'-0" 1'-0" 1'-6" 2'-6" 3'-6" 5'-6" 7'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 2'-0" 3'-0" 5'-6" 7'-0" 7'-6" 10'-0" 12'4" 14' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-6" 2'4" 3'-6" 5'4" 6'4" 16' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 2'-6" 2'-6" 4'-0" 5'-0" 6'-6" T-6.' 18' 0'-6" 0'-6" l'-0" 1'-0" 1'-0" 1'4' 1'-0" 1'-6" 2'-6" 2'-6" 4'-0" 5'-6" 7'-0" 8'-6" 20' 0'-6" 0'4" l'-0" l'-0" 1'-0" UO" 1'-6" 3'-0" 3'-6" 4'-0" 5'-6" 7'-0" 8'-6" 16" 22' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 4'-6" 6-6" 8'-6" 10'-6" 24' 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 4'-0" 6'-0" 8'-0" 10'-0" 26' 0'-6" 0'4" 1'-0" 1'-o" 1'-0" 1'-0" V-0" 1'-6" 3'-0" 3'-0" 5'-0" 7'-6" 9'-6" 12'-0" 28' 0'-6" 0'-6" l'-0" 1'-0" 1'4' 1'-0" 1'-0" 2'-6" 4'-0" 4'-6" 6'-6" 9'-0" 11'-0" 30' 0'-6" 0'-6" 1'-0" 1'4" 1'-0" V-0" 1'-0" 2'-6" 4'-0" 4'4" 6'-6" 9'-0" 11'-6" 14'-0" 32' 1 0'-6" 0'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 3'-6" 5'-0" 5'-6" 8'-0" 10'4" 12'-6" 15'-6" NOTAS: 5.Se debe permitir un grupo de agujeros redondos aproximadamente en la misma 1.Las ubicaciones para agujeros est6n basadas en los peores casos de condiciones de localizaci6n si cumplen con los requisitos de un agujero redondo individual tramo simples y m6fGples con cargos uniformes de piso de 40 LPC de cargo viva y 10 circumscrito a su alrededor. a 20 LPC de cargo muerta,tramos de la p6gina 3. 6.Para vigas con mbs de un tramo,use el tramo m6s largo para determiner la 2 Los agujeros no mayores a 1.5"en dihmetro pueden colocarse on cualquier lugar de ubicaci6n del agujero on cualquier tramo. la membrana,pero el agujero debe estar espaciado a una distancia horizontal 7.Todos los agujeros presentados on esta table pueden estar colocados verticalmente despejada minima de 2 veces su di6metro(pero no menos de 1")de cualquier an cualquier lugar de la membrana;se debe mantener una distancia despejada de agujero adyacente. por to menos V8'desde la orilla del agujero hasta la superficie interior del reborde 3.Para agujeros mayores de 1.5"de di6metro,distancia despejada minima entre m6s cercano. EJEMPLO: a) dos agujeros redondos es 2 veces el di6metro del agujero mayor a b) una agujero redondo un agujero rectangular as la mayor de 2 veces el di6metro Determine la localizaci6n s permisible de un agujero redondo de 9"an una viga GPI de 9 Y 9 Y 14"de profundidad quo se expande 20'. del agujero o dos veces el ancho del agujero rectangular En la tabla de la columna izquierda,encuentre 14"de profundidad de la viga, 4.Para agujeros m6idples:La distancia despejada entre los agujeros debe igualar o mu6vase hacia la derecha y encuentre 20'an la columna de tramo de viga y exceder dos veces el di6metro del agujero m6s grande,o dos veces el]ado mss mu6vase a trav6s de Is table para cruzarse con la columna de agujero redondo de largo de un agujero rectangular. 9".La localizaci6n m6s cercana permisible para cualquier soporte as 7'-0'. Georgia-Pacific Corporation,septiembre 2003 13 ' Guia Residencial para Madera Aserrada Construida Localizacion de agujeros para las vigas WI de tramo simple o multiple No perfore ni carte los rebordes. dlmensl6n Vea la dlmensl6n < de trazo --> :< nota#41 - : E— de trazo � H 09 La dimensidn de trazo as la distancia minima desde la care interna de soporte haste la orilla mis cercana del aguiero. Profundidad Tramodespaiado Difimetro de aguiero redondo do le viga de viga 2" 3" 4" 5" 61/4" 7" a', BY 9" 10" 10Y 11" 12" 12'/." 10' 0'-6" V.0" V.6" 24" 34" 12, 0'-6" V-6" 2'-6" 34" 5'-0" 14' 2'0" 3'0" 4''-0" 5=0" 6=0" 9%" 16' 2'0" 34" 4'0" 5'.0" 6'-6" 18' 2.0" TO" 4'-0" 5=6" 7'0" `�Q# 20' 1'-0" 2=6" 4=0" 5'-6" 74" 12, 0'6" V-0" V-0" 1=6" 2'-6" 3=0" 44' 4'-6" Se 14' 0=6" l'-0" 1'-6" TV TV 4L6" 5'-6" 6'-0" Se 16, 0=6" 1=6" 26" TV 5'0" 56" 6'-6" 7,0" 18' 2'-0" TO" 4=0" 5=0" 6=0" 74" 8=0" 8=6" 11%8' 20' 2=0" TO" 44" TO" 6'6" 74' 8=0" 9101, 22, 24' 3 6" 46" 5'-6" T-6" 8'-0" 9=6" 104" 24, 24' 4,0" 5'4" 6'-0„ 8101, M" 10�0" 11'-0„ 26' 1'-6" 34" 44" 5=6" 74" 8'-6" 10,0" 111-0" 28' W-6" 1'-0" 2,O" 44" 6'-6" TV 94" 11'-0" Ejemplo abajo 12' W.6" l'-0" 1'-0" 1'-6" 1'-6" V-6" 1'-6" 24" M" 3L6" 4 6" 14' 04" 1'-0" 1'-0" 1'-6" l'-6" 2=0" TO" TV 4=0" 5=0" 64' 16' 0'-6" 1'-0" 1'-0" 1'-6" 2=6" 34" 44" 54" 5=0" 6=0" 74" 18' 0'-6" V-0" V-6" 2=6" TV 4=6" 5=6" 6=0" 6=6" T-6" 8=6" 20' 0=6" V-0" 1'-6" 2'6" 3=6" 4=6" 5=6" 6=0" 6=6" 7'6" 8'-6" 14" 22' 0=6" 1'-0" V.6" 2=6" 4=0" TO" 6'-6" TV 7'6" 9=0" 101-0" 24' 04" 1'-6" 2=6" 4'-0" 5'-6" 6=6" 7'-6" 8=6" 9=0" 10'0" 114' 26' 0=6" 2=0" 3=0" 4=6" 6=0" T-0" 8=6" 9=0" 9'-6" 11'-0" 12=0" 28' 0=6" 1'-0" 2'-6" 4=0" 6=0" 74" 8=6" 9=6" 10=0" 11=6" 13=0" 30, 0=6" 1'-0" 1'-0" 1'-6" 34" 46" 6'-6" 610, 9'0" 11'-0„ 12'-6" 32, W.6" 1'-0" 1'-0" l'-6" 4'-0" 5=0" TV 8=6" 9=6" 11'6" 134" 14, 0'-6" 1'-0" 1'-0" V-6" V.6" 1'-6" V-6" V-6" 2,0" 3'-0" 34' 4=0" 5=0" 64' 16, 04" 1'.0" 1'-0" 1'-6" 1'-6" 1'-6" 2'-0" 34' 3=0" 44" 5'0" 5'-0" 64" TO" 18, 0'-6" 1'-0" 1'-0" 1'-6" 1'-6" 24' 3=6" 44" 4,6" 5'-6" 6'-0" 64' T.6" W.6" 20, 0'-6" 1'-0" V.0" 1'-6" V-6" 2'-6" 3 6" 4'-0" 4=6" 54" 64" 6 6" T-6" 8'-6" 16" 22' 0=6" l'-0" 1'-0" V-6" V-6" 2=6" 4=0" 4=6" 5=0" 6=6" TV 7=6" 9'-0" 10,0" 24' 0=6" V.0" 1'-0" V.6" 3=0" 3=6" 5'-0" 6''-0" 6'-6" 7'-6" 8=6" 94" 104' 11'6" 26, 0=6" l'-0" 1'-0" l'-6" 3'-6" 4=6" 5=6" 6=6" T 0" 8'0" 9=0" 9=6" 10=6" 12'0" 28' 0'6" V.0" 1'-0" 1'-6" TO" 4=0" 5=6" 6'-6" 7'-0" 84" 94" 10'-0, 11'-6" 13''-0" 30' 0=6" 1'-0" 1'-0" 2=0" 4=0" 5=0" 6=6" 84" 8=0" 10,0" 11'-0" 11=6" 13=0" 14=6" 32' 0'6" 1'-0" 1'-0" 1'-6" l'-6" V-6" 4=0" 5=0" 6=0" 8=0" 9=6" 10=0" 12=0" IM" 34' 0=6" 1'-0" 1'-0" 1'-6" 1'-6" 3'0" 5=0" 6=6" 7=0" 9'-0" 11'-0" 11'-0" IM" 15,0" NOTAS: localizaci6n si cumplen con los requisitos de un aguiero redondo individual circumscrtto 1.Las ubicaciones para agujeros est6n basadas an los peores casos de condiciones de a su alrededor. tramo simples y m6 dples con cargos uniforrnes de piso de 40 LPC de cargo viva y 10 o 20 6.Para vigas con As de un tramo,use el tramo mils largo para determiner la ubicaci6n LPC de cargo muerta,tramos de la p6gina 3. del aguiero an cualquiertramo. 2 Los agujeros no mayores a 1.5"an di6metro pueden colocarse an cualquier lugar de la 7.Todos los agujeros presentados on esta table pueden ester colocados verlicalmente an membrana,pero el aguiero debe ester espaciado a una distancia horizontal despejada cualquier lugar de la membrana;se debe mantener una distancia despejada de por to minima de 2veces su di6metro(pero no menos de 1')de cualquier agujero adyacente. mends V8"desde la orilla del agujero haste la superficie interior del reborde m6s 3.Para agujeros mayores de 1.5"de di6metro,distancia despejada minima entre cercana. a) dos agujeros redondos as 2 veces el di6metro del aguiero mayor EJEMPLO: b) un agujero redondo y un agujero rectangular as la mayor de 2veces el di6metro del Determine la localizaci6n permisible de un aguiero redondo de 9"an una viga WI agujero o dos veces at ancho del agujero rectangular de W'de profundidad quo bone expansiones m6ftiples de 16'y 20. 4.Para agujeros m6ldples:La distancia despejada entre los agujeros debe igualar o En la table de la columna izquierda,encuentre 14"de profundidad de la viga, exceder dos veces el di6metro del agujero m6s grande,o dos veces el lado m6s largo de mu6vase hacia la derecha y encuentre 20 en la columna de tramo de viga y un aguiero rectangular. mu6vase a trav6s de la table para cruzarse con la columna de agujero redondo de 5.Se debe permidr un grupo de agujeros redondos aproximadamente an la misma 9".La localizaci6n m6s cercana permisible para cualquier soporte as 6'-6". 14 Georgia-Pacific Corporation,septiembre 2003 Gula Residencial para Madera Aserrada Construida Que hacer y no hacer en la instalacion NO HAGA ESTO HAGA ESTO No carte o taje rebordes (excepto cortes de pica de pajaro on los detalles del techo R4 y Pill NO HAGA ESTO HAGA ESTO �v o Sao � I No infrinja las reglas de la table de agujeros. �—(Vee lea tables de orificios an lea—{► p6ginas 13 y 14) NO HAGA ESTO HAGA ESTO No haga cones de pica de pfijaro an la parte inferior del reborde de extrema superior del per. Cunt continua o sujetadoraprobado Viga de apoyo Vige de apoyo Wood I BeamTM Wood I Beam (Refierase a la Figure R2.) NO HAGA ESTO HAGA STO o HAGA ESTO j.. No cuelgua vigas Wood I Tablero , r Colgador Beam del reborde superior o de borde Is membrana. NO HAGA ESTO HAGA ESTO o HAGA ESTO _ _ _ Par — —— —- Qac Extienda el recubrimiento do piso Ae� hacia la care exterior de la pared y - -4 v hake cone sesgadoIn car de Se requiere bloqueo incemoa ells de le care interior de le pared Wood I Beam o tablero daborde FiberStrong® an el soporte para apoyo lateral Colgador Georgia-Pacific Corporation,septiembre 2003 15 • Guia Residencial para Madera Aserrada Construida Detalles de soporte G-P Lam° LVL Conexi6n Soporte sobre Soporte sobre de viga a viga columna de madera columna de acero 00 o� Asegurese qua la capacidad del Verifique el area requerida de soporte y la capacidad de la columna de apoyo colgador es apropiada para coda para proveer resistencia adecuada.Se podrian requerir l6minas laterales. aplicaci6n.Los colgadores deben ser Consulte al disenador correspondiente.Vea la tabla an la pagina 19 pare instalados apropiadamente para sugerencias sobre topes de columnas. lograr la maxima capacidad. Ranura de viga an Soporte sobre Soporte para tiz6n pared de masoneria pared exterior de puerta o ventana °v ti a ^ ••z a ��,A�g aka Evite el contacto directo de la G-P Lam Evite el contacto directo de la G-P Lam LVL con el concreto.Consulte el LVL con el concreto.Consulte el cbdigo local de construcci6n para los cbdigo local de construcci6n para los requisitos. requisitos. Soporte de cadera Soporte de cadera Corte/Tajado de extremo inferior de extremo superior de asiento �L sy 1 � i V x La viga de cadera debe apoyarse La viga de cadera debe apoyarse EI corte de asiento no debe extenderse completamente sobre una lamina o poste. sobre un poste o en un colgador u otra mos ally de la cara interior de soporte. EI corte de asiento no debe extenderse conexi6n apropiadamente disenada. No taje las vigas an el soporte. mos ally de la cara interior de soporte. Para recomendaciones de aseguramiento para elementos G-P Lam LVL de multiples piezas,vea las paginas 17 y 18. 16 Georgia-Pacific Corporation,septiembre 2003 Guia Residencial para Madera Aserrada Construida Notas generales para elementos G-P Lam® LVL de piezas multiples 1. Las filas superiors a inferiores de los conectores deben estar a 2"de la orilla. 2. Los agujeros de los pernos deben ser del mismo diametro que el perno.Cada perno debe Ilegar a ocupar el grosor completo del elemento.Use arandelas debajo de Is cabeza y Is tuerca.Se pueden user pernos de transports,Pero Is porcibn exterior de Is cabeza no puede estar solids mos ally del emparejamiento con la care exterior del elemento LVL. 3. Para elementos de tres piezas adheridos con clavos o tornillos,la adhesion especifica es desde coda lado.Escalone los suietadores desde lados opuestos la mitad del espacio del sujetador para evitar rajaduras. 4. Para minimizer la rotacibn,los elementos de 7"de ancho solo se deben user cuando se aplican cargos a ambos lados,o completamente al frente de la parte superior del elemento. 5. Los elementos de 7"de ancho,sin importer su profundidad,deben adherise usando pernos o tornillos. Recomendaciones de suj ecion para elementos cargados por encima y de piezas multiples La referencia de conexion(A,B,C,etc.)se refiere al patron de sujecion an la pagina 18. Profundidad del miembro Elemento de iezas multi les de 3 t/2"-51/a'de ancho Elemento de piezas multi les de?'do ancho 9'/±'-11'/a" 2 files de clavos 16d a 12"e.c. 2 files de pernos de 1/2"a 24"e.c. (patron A) (patron C) 0 14"-18" 3 files de clavos 16d a 12"e.c. 2 files de tornillos para madera de '/o"x 6"a 24"e.c. (patron B) (vea Is nota 3 en la pagina 18) Pared del mismo grosor al de Is lamina G-P Lam LVL de piezas multiples y centrada sobre la viga.La viga LVL de piezas multiples no debe ser colocada directamente debajo de Paredes de Soporte de viga completamente a plomeria.Las vigas LVL no se deben tajar o perforar,excepto travas del tope de la viga de piezas segun se indica an las paginas 16 y 19. multiples. a Podrian resultar condiciones de tope cargado de las Figuras de viga-I similares a F9,F10 y R3.En las Figures F9 y F10,la pared de soporte puede ser reemplazada con lamina G-P Lam LVL de piezas multiples de tamano apropiado. v Georgia-Pacific Corporation,septiembre 2003 17 Guia Residencial para Madera Aserrada Construida Recomendaciones de suj ecion para elementos de carga lateral y piezas multiples Refi6rase a las notes generales on la pagina 17. Las vigas de piso deben adherirse con colgadores metalicos aprobados.Las cargos laterales concentradas de conexiones de viga a viga podrian requerir consideracibn adicional;contacte al suministrador de productos de madera aserrada construida GP. Patrones de suieci6n Claves Pernos Tornillos' A' B' C' D' EIA F'a 2 filas 3 filas 2 filas 2 filas 2 filas 2 filas de clavo comun 16d de clavo comun Ad de pernos do Ik de pernos do IN, de tornillos de IN'x 31/z' de tornillos do 74"x 31/2" a 12"ex. a 12"e.c. escalonados a 24"e.c. a 12"e.c. escalonados a 24"e.c. a 12"e.c. 1. Los tornillos son United Steel Products de la serie WS o Simpson Strong-Tie de la serie SDS instalados segun recomendeciones del fabricante. 2. Escalone coda fila de sujetadores a 12". 3. Cuando se usan tornillos an la adhesi6n de elementos para former una viga de 7"de grueso: a)la adhesi6n especifica as de coda lado(escalone los tornillos desde los lados opuestos a la mitad del espaciado del sujetador para evitar rajaduras),y b)los tornillos deben ser de 6"de largo,a menos quo el elemento central sea de 3-1/2"de grueso. Clavos Pernos Tornillos 00 A(Clavos)o f(Tornillos)= B(Clavos)= C(Pernos)o f(Tornillos)_ Dos filas a 12"E.C. Tres filas a 12"E.C. Dos filas a 24"E.C. •� 12_►. X12'_►. ®�—24'x® <o� ca�9a 9i�d� �' do ae/aa9 eta i i r ° Las cargas laterales concentradas Lamina G-P Lam LVL de piezas multiples de Podrian resultar condiciones de carga podrian requerir pernos adicionales. cargo lateral. lateral de las Figures de viga-1 similares a Para mos informaci6n,contacte al F15A,F16,F17 or R1. suministrador local de madera aserrada construida GP. 18 Georgia-Pacific Corporation,septiembre 2003 Guia Residencial para Madera Aserrada Construida Aguj eros permisibles en laimina G-P Lam' LVL "pacisdod a"(min.) entre agujor:a,t[pico. Mhximo do tres G.P Lam®LVL a aguisros par tramo. Vigo glulam I I 41 b►I Agujaro(s)redondo(s)do m6ximo do 1" Prehmdtdgd de t/2 j 6 77 • ei�, ax k l . o ......... 0 0 1001 tramo do 1/3 tramo media do 1/3 tramo do 1/3 00 NOTAS: �F 1. El(Los)aguiero(s)debe(n)estar localizado(s)a media profundidad y dentro del tramo medio de 1/3. 2. Dibmetro mA)dmo de I"pare agujoro redondo.No se permiten agujeros rectangulares. "N 3.Use un espaciado minimo do 8"entre agujoros y no mats do tres aguieros por tramo. 4.V61idos solamente para vigas de cargo uniforms do tramo sencillo y multiple.No son v6lidos pare sectiones de vigas voladas. 5. La profundidad minima do]a viga as 91/4". No taje,perfore o torte G-P Lam LVL Conectores de viga a columna G-P Lam excepto tomo so muestra on este LVL publicaci6n. Clinia do Capacidad* Ancho columna Lbs-1001/6 total Columna** Ancho Largo Ahura KCC44 15315 VY' 4 x--Madera do 1/81, 7" 4" KCC46 24065 V" 6 x_Madera do 5%" ill, 6W 0 0 0 KCC48 24065 V" 8 x—Madera do 7%" ill, 6Y," 19 t 0 0 KCC64 37815 5W 4 x_Madera de Vee' ill, 6W H 0 KCC66 37815 5Y4" 6 x—Madera do 5%i' ill, V" 0 KCC68 37815 5Y4" 8 x--Madera de 7 YY' ill, 6Y2" 0 KCC84 60940 7" 4 x—Madera do 3% 13" 81, KCC 0 w KCC% 60940 7" 6 x--Madera do 5Y2" 131, 8" KCC88 60940 7" 8 x—Madera do 7Y2" 13" B1 KLCC35-4 21000 3%i' acero de 4"do di6metro – 11%i' 4' • t 21000 5Y4" acero do 4"do di6matro – 11%i' 4 H 21000 7" acero do 4"do di6metro – 11%" 4" .La c:pacidad so refiere a Is mbdima capacidad do Is cima do columns USP. ..La Ociencia de Is columns a serverificada par Was. KLCC NOTA: Los productos do madera aserrada construida GP podrfan permitir el crocimiento do moho si se exponen a ciertas condiciones,incluyendo humedad,enmohocimienta,condensaci6n,ague o condiciones mojadas.El moho,alhofia,hongo,alga,musgo,crecimiento bacteriano, decaimiento,pudrimiento o condiciones similares no son defectos do manufacture o del producto y Georgia-Pacific no asume responsabilidad u obligaci6n por tales condiciones,sin importer la cause. El usuario as responsable por la instalaci6n apropiada de los productos de madera aserrada construida GR Los productos deben ser instalados on estricta conformidad con las instrucciones de Georgia-Pacific y con todos los requisitos aplicables de los c6digos de construction y otras regulaciones.Adem6s,si no este cubierto especificamente por las instrucciones de instalaci6n o las ilustraciones detalladas do construction do Georgia-Pacific,los productos deben ser instalados de acuardo con las prActicas goneralmente aceptadas de diseflo y construcci6n. Cuando instale productos de madera aserrada construida,el usuario tambi6n dobe considerar los efectos del clima y la geograffa local. Georgia-Pacific no garantiza ni as responsable por astructura torminada o sistema alguno en el qua los productos do madera aserrada construida GP puedan ser incorporados u otros componentes do construction quo puedan ser usados con estos productos. Georgia-Pacific Corporation,septiernbre 2003 19 Engineered Lumber Installation Guide Engineered for performance �'- -- G-P LanP LVL Wood I Beam'Joists FiberStrong"Rim Board X- aL.. Wood I Beam"Joists G-P Lam'LVL r. Wood I Beam"Joist FiberStrong•Rim Board G-P Lam LVLCNIM G-P Lam'LVL .. Wood I Beam"Joist G-P Lam`LVL When it comes to floor joists, rimboard, beams and headers, builders and contractors choose GP engineered lumber for many reasons. Today's residential building trends call for large, open spaces and high ceilings, creating a demand for products that provide higher strength and greater stability over longer spans. Georgia-Pacific engineered lumber provides the following benefits: •More open spaces •Quieter floors with less vibration •A flat, level, more stable floor system WOO DIBE M® •Environmentally responsible W I D E M A T T E R S" •Limited lifetime warranty For more information, call 1-800 BUILD GP G-P LAM® or visit www.gp.com/englumber. with FiberG ua rd'" Georgia-Pacific FiberStrong® Georgia-Pacific Corporation 55 Park Place Atlanta,GA 30303 1-800-BUILD-GP www.gp.com WOOD I BEAM is a trademark and the ENGINEERED LUMBER logo,the WOOD I BEAM logo,FASTBEAM,FASTOPT,FASTPLAN, FIBERSTRONG,G-P LAM,and TOUGH-PLY are registered trademarks of Georgia-Pacific Corporation.Windows is a trademark of Microsoft Corporation.APA and STURD-I-FLOOR are registered trademarks of APA-The Engineered Wood Association. ®2003 Georgia-Pacific Corporation. All rights reserved.Printed in USA. 9M3 Lit.Item#127520. Engineered Lumber Installation Guide Allowable Holes in G-P Lam° LUL 8"(min.)spacing between holes, typical.Maximum of G•P Lam'LVL or three holes per span. glulam beam i ► V maximum round hole(s) 14240th} iy Je �#y1 �t t O HO 1/3 span middle 1/3 span 1/3 span i NOTES: " 1. Hole(s)must be located at mid-depth and within the middle 1/3 span. ' ¢ 2. 1"maximum round hole diameter.No rectangular holes are allowed. n 3. Use a minimum 8"spacing between holes and no more than three holes per span. x 4.Valid for single and multiple span uniformly loaded beams only.Not valid for cantilever sections. 5. Minimum beam depth 9'/4'. Do not notch,drill or cut G-P Lam LVL except as shown in this publication. G-P Lam® LUL Beam-To-Column Connectors Column Capacity" Total ISL_—I Cap Lbs.-100% Width Column*" W L H KCC44 15315 3'/:" 4 x_Wood 3%" 7" 4" ° ° KCC46 24065 3%i' 6 x Wood 5%i' 11 6%" H ° KCC48 24065 3%" 8 x_Wood 7%' 11" 6'/:" ° ° 0 KCC64 37815 5'/," 4 x_Wood 3%' 11" 6Y2' KCC W KCC66 37815 5'/+" 6 x_Wood 5Y2' 11" 6%" KCC68 37815 5%" 8 x_Wood 7%" 11" 6Y2" �4\ KCC84 60940 7" 4 x_Wood 31/9" 13" 8" L� KCC86 60940 7" 6 x_Wood 5Y21' 13" 8" t KCC88 60940 7" 8 x_Wood 7%' 13" 8" " KLCC35-4 21000 3%:" 4"dia.steel – 11%:" 4" y KLCC525-4 21000 5%" 4"dia.steel – 11y{' 4" Ia_CC 4C7-4 21000 7" 4"dia.steel – 11%' 4" "Capacity is maximum capacity of the USP column cap. Adequacy of column to be verified by others. NOTE: GP engineered lumber products may support mold growth if exposed to certain conditions,including moisture,dampness,condensation, humidity,water or wet conditions.Mold,mildew,fungi,algae,moss,bacterial growth,decay,rot or similar conditions are not manufacturing or product defects and Georgia-Pacific assumes no responsibility or liability for such conditions,regardless of cause. The user is responsible for proper installation of GP engineered lumber products.The products must be installed in strict conformity with Georgia-Pacific's instructions and all applicable building code requirements and other regulations.In addition,if not specifically covered by Georgia-Pacific's installation instructions or construction detail illustrations,the products must be installed in accordance with generally accepted design and construction practices.When installing engineered lumber products,the user also should consider the effects of local climate and geography.Georgia-Pacific does not warrant and is not responsible for any finished structure or system that GP engineered lumber products may be incorporated into or other building components that may be used with these products. 19 Georgia-Pacific Corporation,September 2003 r�wmrm CITY OF ATLANTIC BEACH 840,SEMINOLE ROAD ATLANTIC BEACH,FL 32233 t, INSPECTION PHONE LINE 247-5826 06-00034312 Date 11/22/06 Application Number 751 PARADISE IN Property Address . . • • • - Application type description MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation 0 ---------------------------------- Application desc 2 cu 2 ahu ---- ------------------------------------ Owner Contractor -------------- _____________ ---------- BESTCON CHAPPELL HEATING & AIR 6451 BEACH BLVD ATLANTIC BEACH FL 32233 JACKSONVILLE FL 32216 (904) 724-1344 -------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . plan Check Fee . 00 Permit Fee . . . . 95 . 00 0 Issue Date Valuation - Expiration Date . . 5/21/07---------------------------------------- -------------- Fee summary Charged Paid Credited -----ue--- . _ _ _ ---------- ----- -- Permit Fee Total - 95 . 00 95 . 00 .00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 95 . 00 95 .00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORA BUILDING CODES. CITY OF ATLANTIC BEACH MECHANICAL PERMIT APPLICATION Date: 11- 07- Property Address: 7.s-/ PAI-aall.s-e- G&6z' Owner: i8e.5T C O N Telephone#: Contractor: (., Y14 I& IL 1 C Telephone#: Contractor Address: 6$1Y1 &0A CA &1jvQ _ Fax#: 7Z y�i L i fC Contractor Signature: In consideration of permit given for doing the work as de sc e n the above statement,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part h re and in accordance with the City of Atlantic Beach ordinances and standards of good practice listed therein. Type of Heating Fuel: If other construction is being done on this building or site,list the building permit number: J1 Electric ❑ Gas: _LP _Natural _Central Utility O ❑ Oil t0 6 ❑ Other—Specify MECHANICAL EQUIPMENT TO BE INSTALLED NATURE OF WORK Wt Heat _Sp/ace —Recessed Central _Floor A Residential tilt Air Conditioning: Room �entral W Duct System: Material iSkness ❑ Commercial Maximum capacity 2X00cfm ❑ Refrigeration # New Building ❑ Cooling Tower: Capacity gpm ❑ Existing Building ❑ Fire Sprinklers:Number of Heads ❑ Elevator: _– Manlift Escalator (Number) ❑ Replacement of Existing System ❑ Gasoline Pumps (Number) ❑ 'Tanks (Number) jP New Installation ❑ LPG Containers (Number) (No system previously installed) ❑ Unfired Pressure Vessel ❑ Extension or Add-on to Existing System ❑ Boilers ❑ Gas Piping ❑ Other-Specify ❑ Other–Specify LIST ALL EQUIPMENT AIR CONDITIONING,REFRIGERATION EQUIPMENT&CONDENSOR'S Approving Number Units Description Model# Manufacturer Ton's Agency Alle t 23a3L 13 HEATING—FURNACES,BOILERS,FIREPLACES&AIR HANDLER'S Approving Number Units Description Model# Manufacturer BTU's Agency / 'Z/6"C ,w/ 1 ' /g 066 l zrrc.3" 1'7 .zz "ea, TANKS Nominal Capacity Type Liquid Serial Approving How Many &Dimensions Contained Manufacturer No. Agency 800 Seminole Road*Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800• Fax: (904)247-5845• http://www.ci.atiantic-beach.fl.us Revised 1/04