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HomeMy WebLinkAbout1501 E 2nd St 03-2694 detached garagePermit # r,) — 1)ucl. Job Address: Description of CITY OF SANFORD PERMIT APPLICATIONWNW Date: Historic District: Zoning: Value of Work: $ . fisO •DO Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage:Is Construction Type: _ # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: _ 30 — % /p 31 — Aj 0y 0 910 —0f0/0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: R r,2 4,, L P 4 i1 V lr A .--&- _-A"_ J-01 AI r/ ! 7'31 oti,...... —//7 /— Contractor Name & Address: SS atte License Number: C 0 too S8 Phone&Fax: `7-pa7 6,U Contact Person: //(//{ f1Y Phone: Vo 7'76 Bonding Company: Address: Mortgage Lender: /V A Address: Architect/Engineer: r^ Phone: 35.2 ' /2,?grs_6'ri__ Address: .ko 42kdr ?17a Fax: 352 2 (' /0 /o Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Produced ID Personally Known to Me or Date rireme or' Lien 713. SM-rirture ofLontractor/Agent DAte C* P,rir>x.Contractor/Arent' Nam` / Date ur'e bf ota Y C nA I # D 164280 Date EXPIRES: November 12, 2006NfrFOFF\oe Bonded Thru Budget Notary Services Contractor/Agent is Personally Known to Me orProducedIDFu APPLICATION APPROVED BY: BIde:IJ1 M \ v 2Soning: 8'Z5•03 Utilities: Initial & Date) (Initial & Date) ( Special Conditions: 1110sS cor'- 'i W 1 L- -b JA . SC PQf , SPr FD: Initial & Date) (Initial & Date) 1v1. Seminole County Property Appraiser Get Information by Parcel Number Page I of I PARCEL DETAIL 142 `. 1 / r r 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Number of Buildings: 1 Parcel Id: 30-19-31-504-0800-0010 Tax District: SANFORD Depreciated Bldg Value: $68,130 Owner: LESSARD M BRADY & Exemptions: Depreciated EXFT Value: $1.724 LISA C Land Value (Market): $21,599 Address: 1501 E 2ND ST Land Value Ag: $0 City, State,ZipCode: SANFORD FL 32771 lust/ ari:tt Value_ $91,453 Property Address: 1501 2ND ST E SANFORD 32771 Assessed Value (SOH): $91,453 Subdivision Name: MAYFAIR Exempt Value: $0 Dor. 01-SINGLE FAMILY Taxable Value: $91,453 joo: tiat4..e.:`Prnoc,st, -P ti—op r:vTex SALES 2002 VALUE SUMMARY Deed Date Book Page Amount VacfImp 2010.2 TiiX' Bi1i Amount-. $1,821 WARRANTY DEED 11/1999 0Z1762 C1F12 $77,000 Improved 2002 Taxable Value: $86,030 LAND Land Assess Method Frontage Depth Land Unit Land LEGAL DESCRIPTION PLAT Units Price Value LEG LOTS 1 + 2 BILK 8 MAYFAIR PB 3 PG 52 FRONT FOOT & 116 138 000 1900021,5<3' DEPTH BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New SINGLE FAMILY 1941 5 1,554 1,326 SIDING AVG $68,130 $7 +,: 18 Appendage / Sgft GARAGE FINISHED 1228 Appendage / Sgft BASE / 186 EXTRA FEATURE Description Year Blt Units EXFT Value Est. Cost New FIREPLACE '1941 1 $800 $2,000 WOOD DECK 2000 210 $924 $1.050 NOTE: Assessed values shown are NOT certrfped values and therefore are subject to change before being finalized for ad valorem tax Purposes if you mcently purchased a homesteaded property your next yearsproperty tax will be based on JustlMarket value. http:r/i4 i 4 `.tiG X3t.El2 iUlsE eb/re web.seminole cowity title'PARCEL=301931.50408000... 8/20/2003 rat do am a THIS INSTRUMENT PREPARED BY: NAME - n ADDR. '?a,1 f WRYANNE KMI8 MERK OF CIRCUIT MU 9011111ME COUNTY BK 04974 PG L255 CLERK'S ## 2003146624 WXGM 08/21/2M 11:39s40 An DINS FEES 6.09 DED BY N Noldsn For Recorder's use only) NOTICE OF COMMENCEMENT Permit No. No. STATE OF FLORIDA COUNTY OF"- THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information is provided in this Notice of Commencement: 1, Description of Property: Parcel No. t 5-0 I - C rQ -4 - Sa Legal description of the property and street address if available) Vlaae I 111- 30- !'T 1-5 -Dew-00/O 1 J- (- ( Go r5 .z 8 LK pB 314 FA n 2. General Description of Improvement: oZ q TRGh G qCt GtgQ 3 Owner Information: Name IhIX A Address' /St70v t - City < a 61:njA State 1 Zip Interest in Property ri WnJO r Name of Fee Simple Titleholder (If other than owner): 7/t Address / V 1.4City State Zip 4. Contractor Name: 11G G( ZAddress li AeOp City StateZi ' , 5. Surety Name f Address City State Zip Amount of Bond:$ 6 Lender Name /Ci Address City State Zip 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13( 1) (a) (7) Iorida Statutes: Name _ f Address City State Zip 8. In addition to himself. Owner designates of to receive a copy of the Lienor' s Notice as provided in Section 713.13(1) (b), Florida Statutes. 9 Expiration dat of Commencement (the expiration.date is (1) year from the date of recording unless specified: i Signature of Owner Printed Name of Owner STATE OF FL O IDA COUNTY OF The foregoing instrument was acknowledged before me this Z 0 by who is (y' personally known to me or O who produced as identification and who ( ) did or O did not take an oath. E.1HP9000/ Forms/Notice of Commencement CERTIFIED twill MARYANNE MORE CLERK Michael3. Carter OLE COUNTY, FLORIDA M MYCOMMISSION # DD109504 DMES ..WA April 21, 2006 soHpEonwiurRorfnwwsukaNcEurc pEPIITY CLERK AUG - 2 1 2003 PLAF OF SURVEY for BRADY AyD LISA LESSARD Legal Description Lot 1 and 2, Block 8, MAYFAIR, according to the plat thereof in Plat Book 3, Page 52, of the Public Records of Seminole County, FLorida. WEST 137.50 0 F— I 3 I 9 } W 1 a I J I I I 1 I I 50 I O - INDICATES MOM f CAP fj3Sz (sfr) 1901CAT -S COLIC, M011 (00 N fu0.) PLM CITY C SURVEY NOTES: 1) The street address of the above described property is 1501 Second Street 2) The above described property Lies in a Flood Zone X per FIRM SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. T further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.077 of the Florida Statutes. REVISIONS• CERTIFIED CORRECT '.0: KI NER SURVEYING, INC. BRROY AND LISA LESSARD R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0023 4Er) 32—z-2000 PROJECT N0: 019- rjo(p SURVEY CAFE: t 11ov¢mbc I°I°I°i VIEWED SANFORD CIRTIFIEDTSTINGLABO Architectural Division • 7252 Narcoossee Rd. • Orlando, FL 32822 u 407) 384-7744 • Fax (407) 384-7751 Web Site: www.ctlarch.com pCDQ E-mail: ctlarch.com Report Number. CTLA-399W Report Date: June 11, 1999 u J STRUCTURAL PERFORMANCE TEST REPORT Client: NORANDEX 4504 - 30th STREET WEST BRADENTON, FLORIDA 34207 Product Typd and Series: Series 437 Aluminum Horizontal Slider XOX (HS-LC 30) 111" x 63" Test Specification: AAMA/NWWDA 101/I.S.2-97 "Voluntary Specification for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors". Test Specimen Frame: The extruded aluminum flange mainframe was 111" x 63" overall. Coped and butted comer construction, incorporating a form gasket at each frame comer, secured with one (1) #6 x 1" P.H. Pan Head fastener in the headramb and two (2) #6 x 1" P.H. Pan Head fasteners in the silUamb. The foxed meeting stiles were secured to the frame sill with two (2) #6 x 3" P.H. Pan Head fasteners, and to the head with one (1) #6 x 3" P.H. Pan Head fastener. Configuration: cox Ventilators: Both sash measured 37.5" x 59.75" overall. Coped and butted comer construction. Each comer secured with one (1) #6 x 1" P.H. Pan Head fastener. Fixed lite opening measured 37" x 63" high. Weatherstripping: Interior face of each fixed meeting rail one (1) strip of woolpile with integral plastic fin .250" high. Top and bottom of each active sash utilized one (1) strip of woolpile with integral plastic fin .250" high. The lead stile in each active sash utilized bulb vinyl measuring .300 o.d. Hardware & Location: A rigid plastic sash guide was used at each comer of the active sash top rail. A rigid plastic single roller housing was used at each comer of the active sash J 0 bottom rail. One (1) cam lock assembly was located at mid -span of each lock c 1 ' stile, fastening into a metallic keeper mid -span of foxed meeting stiles. Two (2) holes 3/18' dia., 1/2" apart drilled into fixed meeting stiles behind keeper. A. i t / rigid plastic sill track insert running the full length of sill. Glazing: 3/ 6" apnea ed glass, interior glazed with adhesive back bedding compound and extruded vinyl bead 0age: 2 of 3 NORANDEX Report Number CTLP'399W Sealant: Clear joint sealant was used at the frame silUamb assembly screw and comers. Weep Systems: A rigid plastic sill track insert with twelve (12) sets of 3/16" holes 9" o.c. drained in sub - sill. Five (5)1.150" long by 250" high weep -holes with plastic flap covers measuring from left jamb to right jamb 4", 310, 560, 87 and 107". These drained sub -sill to exterior. The plastic track insert was cart .250" short at each jamb/sill. Reinforcement: N/A Additional Description: Unit tested with a standard sill, and one. (1) lock on each sash.. Screen: Roil formed aluminum screen with fiberglass mesh, vinyl spline, plastic comer keys, two (2) pull tabs and two (2) springs clips. Installation: Twenty (20) #10 x 1--V P.H., S.S. fasteners were used to secure the specimen to the wooden test buck. Sic (6) in the head and sill measuring from left jamb to right jamb 5", 27.5", 450, 650, 83" and 1060. Four (4) in each jamb measuring from head to sill 5, 22.", 36", and 57". Surface finish: white Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structural loads. The film was used in a manner that did not influence the test results performance. Performance Test Results Paragraph Title of Test Test Method Measured Allowed No. 2.1.2 Air Infiltration ASTM iE283-$1. .16 cfm/ft .34 cfm/ft 8 1.57 psf The tested specimen exceeds the performance requirements specified in AAMA/NWWDA 101/i.S.2- 97. Results recorded in two (2) decimals at the clients request. 2.1.3/4.3 Water Resistance ASTM E54746 No Entry No Entry 5.0 gph/it- Four (4) fire minute cycles wrP=7 psf ASTM E331-86 No Entry No Entry Fifteen 05 )minute duration Tested with and without insect screen 2.1.4.2/4.4.2 Uniform Load Structural ASTM E-330-90 Permanent Deformation Ten (10) second duration C 45 psf Exterior .097" .232" 45 psf Interior 035" 232" 2.1.8 Forced Entry Resistance AAMA 1302.5-76 Test A 0" 1/2" Test 8 0" .1/2" Test C 0" 1/2" Test 0, E and F 0" 1/2" Test G 0" 1/2" age: 3 of 3. NORANDEX Report Number CTLA-399W Performance Test Results (Cont.) Paraoraph Title of Test Test Method Measured Allowed No. 2.2.2.5.1 Operating Force AMMAINWWDA 1011I.S.2-97 Left Sash 15 lbs 25 lbs Right Sash 15 lbs 25 lbs 2.22.5.2 Deglazing ASTM E987-8 Top Rail (50 lbs) 017" = 4.5% 100% Bottom Rail (50 lbs) 023" = 6.1 % 100% Lock Stile (70 lbs) 029" = 7.7°% 100% Lead Stile (70 lbs) 025" = 6.6°% 100% Test Date: April 9, 1998 Test Completion Date: June 8, 1999 Remarks: Detail drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this report along with representative sections of the test specimen will be retained by CTL for a period of four (4) years. The results obtained apply only to the specimen tested. This test report does not constitute certification of this product, but only that the above test results were obtained using the designated test methods and they indicate compliance with the performance requirements (paragraphs as listed) of the above referenced specifications. Certified Testing Laboratories assumes that all information provided by the client is accurate and that the physical and chemical properties of the components are as stated by the manufacturer. Certified Testing Laboratories, Inc. Jamelakely / Vice PlAsident cc: NORANDEX (2) A.U. (2) Ramesh Patel,.P.E: Ramesh Patel, P.E. (1) Florida Reg. #20224 File (1) NORANDEX PAGE 17 3/16" TAPCON WITH A MIN. 1-1/4" MIN. EMBEDMENT SEE ELEVATI N FOR . ANCHOR SPACING. I C r- i i I I w N a U MIN. 1-1/210 F.H.S MIN. EMBEDMENT SEE ELEVATION FOR v ALT. HEADER SECTION TYP, 2 BY BUCK 3/ 16" TAPCON W/ 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. 1/ 4" SHIM - MAX ( BOTH NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0,62" 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE, 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 8) PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BEADDED UNDERTHEPRODUCTTO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) COONC28ETDEACOMPRESSIVE STRENGTH = 3.000 PSI AT CALL SIZE WIDTH WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD JAMB WIDTH INCHES HEIGHT INCHES) PSF) ( PSF) 45 PSF PSF26-12" 2_ z z z 37" 26" 2 2-- 2 2 53-16" 3 3__ 2__ 2 74" 3 4 2 2 37" 38- 1/4' 2 2 _ 3---3— 3 3 53-jz8" 3 3 74" 3 4 3 3 26-12" 2 2 _ 3 3 97" 50- 6/8 2 2 3 3 53-18" 3' 3 3 3 74" 3 4 3 3 28-1z" 37 83" 2 2__ 3 4 63-16" 3 3 3 4 74" 3 4 3 4 26-_!Z2" 2_ 2 _ 3 4 37" 72 2 2 _ 3 4 53-16" 3 3 3T-474"3 434MBs) 1 BY 2 BY BUCK 10 F. H. S. bi S W/1- 1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING TTP AKMX Imma X0 PANEL PANEL a p p b. p p p II TIT SEE NOTE 6 CHARLES A. PAy3 EN, P.E. HEADER AND SILL SECTION FL REG. ENG. # 49121 .m TYP. 1 BY BUCK DATE: 3/ 22/01 I© NORANDEX PAGE 18 k 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT N SEE ELEVATION FOR ANCHOR SPACING. M 10 X 1-3/4" P.H. S. W/1-1/2" MIN. EMBEDM SEE ELEVATION FOR ANCHOR SPACING, ALT. FIN ATTACHMENT UNDER SHEATHING NOTES: 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGI 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDE) PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT BUILDING OWNER OR CONTRACTOR. 6) SII LRSHALLEBERADDED UNDER THECPRODUCTRTOE FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI AT 28 DAYS. 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. CALL SIZE WIDTH I e' h zx 416 ONLY TYP. JAMB SECTION WOOD FRAME 1/4" SHIM MAX (BOTH JAMBS) 10 X 1-3/4" P.H. S.M.S. D0 x W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Il HEADER AND SILL SECTION WOOD FRAME Q CHARLES A. PAG E. FL REG. ENG. y 49121 DATE: 3/27/02 WINDOW FASTENER SCHEDULE DIMENSIONS NO. ANCHORS HEAD/SILL NO. ANCHORS JAMB WIDTH INCHES HEIGHT INCHES) PSF) (PSF) PSF) (PSF) 26-1 2" 37 28" 2 2 _ 2 _ 2 74" 3 4 2 2 2 12" 2 2_ 3 3 97 38-1/4' 53-iz8" 3 3__ 3 74" 3— 3 4 3 3 28-IZ2" 2_ 2 _ 3 3 3 3__ 3 3 3 3, 74" 3 4 3— 26-12" 2 2 3 4 97 83" 2 2 _ 3 _ 4 53-8" 3 3 3 4 74" 3 4 3 4 26-12" 2_ 2 4 5 97 72 2 2 5 53-IZ8" 3 4— 3 4 ! 5 74" 3 4 4 5 SAU m x o gsE PANEL PANEL i METRO-DADE FLAGLER BUILDIM c PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE COMPLIANCE OFFIC3 METRO-DADE FLAMER BUILDDR 140 WEST FLAGLER STREET. SUITE 16(X MIAMI. FLORIDA 33130.136: 305) 373-2901 FAX (305) 375-2901 CONTRACTOR L ICFrNSUNG SECTION 305) 375-2527 FAX (305) 373-2331 CONTRACTOR ENFORCEMENT DIVIS10.N 30S) 373-2966 FAX (305) 375-2906 MODUCr CONTROL. DIMION 305) 37S-2902 FAX (30S) M-6339 Your application for Notice of Acceptance (NOA) of: Entergy Series 100 & 122 Single Flush(Embossed) Outswing / Inswing Residential Insulated Steel Door (w/Steel edge) -Impact under Chapter 8 of the Code of Miami -Dade County governing the°use of Alternate Materials and Types of 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. ACCEPTANCE NO.: 00-0720.06 EXPIRES: 08/25/2003 Raul Rodriguez 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. APPROVED: 09/14/2000 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office 11s04500011pe2000tUMVh=UWCk& accepcuxe cory pageAm In.ornet mail address: Dostmaster(albuildinacodeoaline.co a (16 Homepage: httpJfwww.buiWingcodeonline.com tii9„='rcuiavr nrrr'rsacau3 .ss.a..:u araaava+aw.. vv-viwvp APPROVED ; SEP 1 20 EXPIRES : August 25, 2003 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 97-0204.06, which was issued on August 25 1997. approves an outswing / inswing residential insulated steel door, as described in Section 2 of t Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 19 Edition for Miami -Dade County, for the locations where the pressure requirements, as determin by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approv drawings. 2. PRODUCT DESCRIPTION 2.1 The ` Entergy" Series 100 (26ga) & 122 (22ga) Single Flush (Embossed) Outswing / Inswn Residential Insulated Steel Doors (w/Steel edge) — Large Missile Impact Resistant and components shall be constructed in strict compliance with the following documents: Drawing r 31-1015-EM, titled "Entergy Metal Edge Steel door," Sheets I through 6 of 6, prepared 1 manufacturer, dated 2/18/97 and latest revised on 08-21-00, bearing the Miami -Dade Coun Product Control approval stamp with the Notice of Acceptance number and approval date by d Miami -Dade County Product Control Division. These documents shall hereinafter be referred to the approved drawings.- 3. LIMITATIONS 3.1 This approval applies to single unit applications of a single outswing / or inswing door, as shown in approved drawings. 3.2 Refer to corresponding design pressure table, for water infiltration requirements. 4. INSTALLATION 4.1 The outswing / or inswing residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): the installation of this unit will not require a hurricane protection system. S. LABELING 5.1 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". 5.2 The door slab itself shall also bear a permanent label, at the door inside edge, with th, manufachuees name or logo, city acid state. 6. BUILDING PERMIT REQUIREMENTS I 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 in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.13 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. 1s1A"r1.Lt.kuh — Ishaq I. Chanda, P.E., Product Control Examiner Product Control Division 2 of 3 ETM, Premdor Entry Systems ACCEPTANCE NO.: 00-0720.06 APPROVED ; SEP 14 2000 EXPIRES : August 25. 2003 NOTICE OF ACCEPTANCE: UAMARD CONDITIONS 1. Renewal of this Acceptance (approval) shalt be considered after a renewal application has been riled 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 -win the specifi 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 tt 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 filin, of a revision application with appropriate fee) and granted by this office. S. 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 Pose- 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 entirely. 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. 8. 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. fslwa,1. L44KJ Ishaq I. Chanda, P.E., Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 of 3 PREMDOR (ENTERGY SERIES 100 (26GA) & 122 (22GA) BRAND METAL EDGE 3'-0 x 6'-8 STEEL DOOR WITH BUMPER THRESHOLD IN A WOAD FRAME OUTSWING/INSWING DOORS x 1 3/4' lg. STAPLES. SIDE 4' TOP OF DOOR TO e 7 16' OF HINGE 17 1/2' 1 (TYP.) 4' 31 3/16' j TYP. ON. HINGE A 4 1 1/2' MINIMUM EMBEDMENT ER SIDES 1/2' MINIMUM EMBEDMENT 8 x 1 3/4' SCREWS JAMBS TO THRESHOLD 2) PER SIDE J1,001 I. INSWING 1. INSWING i 4' APPROVED AS COMPLYING WITH THk SOUTH FLORIDA 6UIL01 G CODE DATE BY < .C.IA4 PRODUCT CONTROL DIVISION 6UILOIN4 CODE doMPUANCE OFFICE ACCEPTANCE NO.22 - 06 R.H. OUTSWING L.H. OUTSWING 37 1/2' MAX B 10 x 2' SCREWS 2) PER HINGE KWIKSET _ 660 DEADLOCK t KWIKSET - 200 LOCKSET 4' 5 1/2' w 1' 43 11/16' TOP Of DOOR TO CL OF LOCK 1. 81 11/16'IMAX 10 x 1 1/2' MINIMUM EMBEDMENT ALTERNATE. 3/16' PFH TAPCONS w/1 1/2' MINIMUM EMBEDMENT 2) @ THRESHOLD 2) @ HEADER . B 4' INSWING (INTERIOR VIEW) NOTES: 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED. TO A MINIMUM TWO BY WOOD OPENING. B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. 3. ALL ANCHORING SCREWS TO BE #10 WITH MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE. . ILIMITS) UNLESS VOTED FRAG ' DEC. ANfi I H I DADS CUUN 1 Y MIJUR ILA I IUNJ IVINvu I Ju EXTRUSIONS= UNLESS MO. STD. COAT, TOL'S ADD PAGE 4 (DOOR OPTIONS) 4-518 R 91 K.A. 1 unit I I ml V L• PREMD R ENTRY SYSTEMS 31-1015 - E M 911 E. 12r. V r SON PIplTTc i r. Irc u7 A SHEET 1 `OF 6 1s i If 2 BY WOOD BUCK #10 x 1.1/2' MINIMUM EMBEDMENT OR x UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY3/16' PFH TAPCONS WITH A CANI]PY OR cz-4.563' 17 OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG11/2 MIN. EMBEDMENT (TYP) . TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN 2) PER HEAD JAMB NON -HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TOACCEPTWATERINFILTRATION. 1/4' GAP MAX. 81 11/16' INTERIOR 79 5/16- MAX I z BY v000 eucK SECTION B-B INSWING 0 1.25' 4 O EXTERIOR APPROVED AS CO&IPL1f1T1G %%M THE SOUTH FLORIDA M.G CODE GATE (41 Zoo o eir l s ' PRODUCT C 1RROL OMSION ALDIM COOS dOMPUANCE OMCE ACCEPTANCENO. M Ol M •Ob 4 WHERE WATER INFILTRATION REQUIREMENT IS NEEDED it WHERE WATER INFILTRATION REQUIREMENT IS NOT NEEDED Positive Not Approved x 76.0 osF We Q Q tiv N t Approved 76 nsF MATFRTAI c I TCT ITEM NO. DESCRIPTION PART NUMBER COMMENTS lO WOOD -HEAD JAMB EM-14 1 /4' x 4 9/16' MTL. TO BE WOOD 0 COMPRESSION WEATHERSTRIP LOXSEAL 9650 (BRONZE) - 0 T(E JAM FIXED THRESHOLD EM- 12 1 1/4' x 4 /6' MTL. TO BE WOOD TOP CHANNEL EM-08 20 GA. STEEL SERIES 19 '-STEELKIN 2222a. c.026 +3- W) XDL TIO.1 SWATH 25X ps 0 POLYURFTHANE FOAM CORE BASF FOAM - DENSITY 2.0 TO 2.5 tbs./Ft' BOTTOM CHANNEL FM-07 20 GA. STEEL WOOD LOCK BLOCK EM-09 4' WIDE X 9 1/2' LONG STRIKE STILE EM-06 20 GA STEEL HINGE STILE EM-OS 20 GA STFFI 2O LOCK FILLER PLATE EM-10 .050 THICK PLASTIC EM-16 . 097 THICK (STEEL) WOOD -HINGE JAMB EM-13 11/4' x 4 9/16' MTL. TO BE WOOD 5O 110 - 24 x 1/2- F.H.M.S. 4) SCREWS PER HINGE 10 x 2' F.H.W.S. 2) SCREWS PER HINGE' O 110 F1iVS. VAINOUM 1 1/2' ENBEMT Qt PFH i V/N IMB T s+[vs rtR yw m 10 x 3/4' F.H.W.S. 2) SCREWS PER HINGE O 8 x 2' F.H.W.S. 2) AT EACH STRIKE PLATE 0 LOCKSET kVIKSET BRAND 200 LOCK t7 10 x 1 1/2' MINIMUM EMBEDMENT OR 3/16'• PFH TAPCONS WITH 1 1/ 2 MIN. EMBEDMENT (TYP): 2) PER HEAD JAMB L1HIiS: UNLESS NO1ED, FRAC. DEG ANL. EXTRUSIft UNLESS NOTED, STD aprL TOL'S. JDADE COUNTY MODIFICATIONS eru0u JD RS A IADDEDPAGE4 (DOOR STYLES) 9-Zs-9e LTR. REVISIONS DATE BY PART NT R Y METAL T R DR BTDATE - - NAi'L: SCALE PREMDOR ENTRY SYSTEMS 911 E. . EFFERSON 31-1015 - E M PITTSBURG, M 66762 AA SHEET 2 OF . 6 REVISION LETTER C. ol N - C=P- E) 2 X WOOD BUCK INTERIOR 36.00• MAX CN13MINAL) 0 0 E dp 0 . • • e • • •ems 0 . lei a, H .. d, • .. d :, .° : : • :• •• : . . • • • i • • i• • • • s • • • o• •p •• A i•• e • de 0 a 46 • • • r •o EXTERIOR ol 1/2' MIN EMBEDMENT OF SCREW INTO WI 3/16' PFH TAPCONS W/1 1/2' MINIMUM EMI 37.50' MAX SECTION A -A INSWING LDTIT& LKESS NOTED, FRAC ' DEC EXTRUSIONS IINI M NOTED, STD. MfL. TOL S. DR. BY R.S. DATE - - PREMDOR ENTRY SYSTI I E..IEFum Ml 4 9/16' 1/4' GAP MAX. 2 X WOOD BUCK APPROVED AS COMPI.YWG W M7W SOUTH OR1 GATE LQ%O0, Z pee PRODUCT CONTROL DMSjON BUWNG CODE dOMPUANCE OF iG ACCEPTANCE NO.s7e-O Zp,O 6 31-1015-EM R SHEET 3 OF 6 REVISION LETTER C. ; 71 2 BY WOOD BUCK 4.563' 1/4' GAP MAX. 81 11/16' 79 5i16' MAX EXTERIOR I 2 BY WOOD BUCK' 4.563' SECTION B-B DUTSWING 10 x 1 1/2' MINIMUM EMBEDMENT OR 3/16' PFH TAPCONS WITH17 1 1/2'MIN. EMBEDMENT (TYP) 2) PER HEAD JAMB ol 1.25' O I mwammascmwam"mm s17 7com sjr 1 l . d PRODI>L Tg;;K4/ 7, Mom gt1E>0 sCME60MMAKEOFFIM ACC>EPrAMM 1sa Oo- p'72d•O (. INTERIOR 0 QNIMUMloX11/2' EMBEDMENT OR 3/16' PFH TAPCONS WITH 1 1/2'MIN. EMBEDMENT (TYP) 2) PER HEAD JAMB N U NA ( utswin oors) VITHOUT CANOPY OR OVERHANG VHERE VATER INFILTRATION REQUIREMENT IS NEEDED = WERE VATER INFILTRATION REQUIREMENT IS NOT NEEDED Positive FF-+726=..O'o 6.0 sF 7 .0 FNt•v F 76.0 QsF 76.0 n F x DAVITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CAMPY OR OVERHANG TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT dS INSTALLED IN NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO ACCEPT VATER INFILTRATION. MATFRTAI C I TU ITEM NO. DESCRIPTION PART NUMBER COMMENTS D WOOD -HEAD JAMB EM-14 1 1/4' x 4 9/16' MTL. TO BE WOOD Q COMPRESSION WEATHERSTRIP XS A 650 (BRONZE) wnnn-sTRIKE A IMR EM-12 1 1/4'x4 /6'MTL- T WOOD BUMPER THRESHOLD SQ TOP CHANNEL EM-08 20 GA. STEEL STEEL SKIN SERIES 100 26 gn. C017 •A02 -MO) SERIES 122 22 ga, (226 •.003 -A00) MR TIELD SW&lH 25X PSI PnLYURETHANE FOAM'CORFBASF FOAM - DENSITY 2.0 TO 2.5 lbs./Ft' BOTTOM CHANNEL 20 GA. STEEL 9 WOOD LOCK BLOCK EM-09 4' WIDE X 9 1/2' LONG STRIKE STILE EM-06 20 GA STEEL Q HINGE STILE EM-OS 20 GA STEEL O LOCK FILLER PLATE EM-10 050 THICK - PLASTIC 4' HINGE EM-16 097 THICK (STEEL) WOOD -HINGE JAMB EM-13 1 1/4' x 4 9/16' MTL. TO BE WOOD 0 1 #10 - 24 x 1/2' F.H.M.S. 4) SCREWS PER HINGE 6 10 x 2' F.H.W.S. 2) SCREWS PER HINGE O 110 FHVS V/MINIMUM 1 Ve EMBEDENf Ot lAfi' PFH T V T m SMVs M sws 0 Sows-M WAi yws ra saws vu jww"ao 10 x 3/4' FAW.S. 2) SCREWS PER HINGE 9O 8 x 2' F.N.W.S. 2) AT EACH STRIKE PLATEIWIKSET0LOCKSETBRAND200LOCK c ILIMITS: UNLESS NOTED, FRAG DEG I IS I DADE COUNTY MODIFICATIONS ei3ioa EXTRUSIONS: UNLESS NOTED, STD.alll- TOLS I A IADDED PAGE 4 (DOOR STYLES) REMDOR ENTRY SYSTEMS AA31-1015 sHEn EM e 01 750' 2 X WOOD BUCK J EXTERIOR 36.00' MAX CNOMINAL) O d, O• •• • I e 4. INTERIOR D1 1/2' MIN EMBEDMENT OF SCREW INTO WI 3/16' PFH TAPCONS W/1 1/2' MINIMUM EM 37.50' MAX SECTION OUTSWING Riva 0 4 9/16' 2 X WOOD BUCK 1/4' GAP MAX. APPROVED AS COMPLYING WITH THE SOUTH FL RI DATE i Za•o PRODUCT CONTROL DrAgW BUUMCOM60MR-MMOFAM ACCEPTANCENO, oo-072 ." 31-1015-EM SHEET 5 OF 6 REVISS LETTER C v 6. rl T 1 i r- #--% 36' MAX 10095/16 MAX go BLANK TOP 4-PANEL DOOR SLAB STYLES (FLUSH/EMBOSSED) Ii III III III "" Rom( 1100 0011301100 log 1111 Sao111111go 10-PANEL 18-PANEL FLUSH 12-PANEL 4-PANEL EYEBROW I I 5-PANEL W/SCROLL ifr N1 I Iffl, t K: UE VD01Rzrms 5-PANEL 5-PANEL 5-PANELEYEBROWEYEBROWW/SCROLL APPWM As COMPLYING wrn = z Ova sorm ao roA Burt.an>G E ey_tc PRooll T CONMOL DIVOW BUrldNG CODE +IP IANCE OFFICE ACCEnMr-E NO.42=2 2ao6 TED S H,DTEF STD. VL. TOL's 1-1015-EM SHEET 6 OF.6 F, 1 x4" Bt."NG AT BOTTOM CHORD O 48' O.0 MAX. IN FIRST 2 FRAMING SPACES O EACH END: r .. ROOF DECKING FASTENERS - 8d COMMON OR H.D.G. NAILS O 8' at- WITHIN 5' OF SIDEWALLS, ENDWALLS, OR ROOF RIDGE AND 4' O.C. AT GABLE TRUSS MAY BE O 12" O.0 FOR INTERMEDIATE FRAMING (REMAINING AREA). MASTER PLAN for MASTER GARAGE BUILDERS, INC. RIDGE VENT I FOR SPLICED BOTTOM PLATES T— USE 3' x 5' (MIN) TRUSS PLATES STRUCTURAL SHEATHING MEETS SHEAR WALL REQUIREMENT. TRUSS ANCHORS DOUBLE H2.5 OR SINGLE H-10 AT 6' FROM CORNER INSTALL DOUBLE STUDS (W/ FIVE 12d NAILS EACH SIDE) AT ALL WALL SPLICES TRUSS ANCHORS H-10 O 0' to 6' FROM CORNER R04F FRAMING PLAN 0 1 /8" = 1'=O" FLOOR PLAN ® 1 /8" = 1'=0" COMPONENTS ARE FACTORY CONSTRUCTED AND FIELD ERECTED ON -SITE 2X12 DOUBLE HEADER NAILED SANDWICHED 15/32' O.S.B. W/ (2) FULL STUDS AND (2) JACK STUDS ON EACH SIDE NOTE -- OTHER TYPES OF SIDING MAY BE SUBSTITUTED FOR THE VINYL SIDING OVER THE STRUCTURAL SHEATHING (E: WOOD, ALUMINUM, OR STUCCO). STRUCTURAL SHEATHING SHALL REMAIN. CONTRACTOR TO FOLLOW MANUFACTURERS SPECIFICATIONS AND LOCAL BUILDING CODES FOR INSTALLATION. 2X6 DOUBLE HEADER NAILED SANDWICHED 15/31' O.S.B. 7— ACTUAL HEIGHT MAY BE NOTED ON THIS DRAWING AS LONG AS HEIGHT DOES NOT EXCEED 10' ThM Prim C00k* erith t1* Florid= J ,md seared 8W. Act aao .lopted Ceder st>J A4ero to dre fotlo.viag C.rjtfriv rayW&Uaien rim f.^,• y ABr + JL WM, d VAwiey ( 3a 0- WP.& PLs Allies Floor Leal c'y f lilsuf ro f Appmwd of this Den meot do" a" Andmwim or Appro a &" D From she regoireasmu of appal" Sete L"11 6' 2X6 DOUBLE HEADER W/ NAILED SANDIMCHED 15/32' O.S.B. W/ - DOUBLE STUDS + (2) JACK STUDS EACH SIDE CER77RED TRUSSES AS ENGINEERED BY OTHERS ARE ACCEPTABLE OPAONAL OVERHEAD ` 15/32' OW DOOR LOCA71ON (16' MAX) STRUCTURAL SHEATHING W/ VINYL OR 5/8' T-111 2' MIN. - SIDE ELEVATION ® 1 /8" = 1'-0" 2X6 DOUBLE HEADER NAILED SANDWICHED 15/32" aS.B. 48' MAX. GABLE TRUSS - ATTACH TO TOP PLATE W17H LSTA12 STRAP O 16'O.0 ATTACH 27x4' KNEE BRACES FROM BOTTOM OF GABLE TRUSS TO Ind REGULAR TRUSS O CENTER & MID -POINTS OF ROOF SLOPE (3 TOM KNEE BRACES) SEE PAGE 1 OF 3 FOR DETAILS T J- OVERHEAD DOOR OVERHEAD DOOR 16' TIONAL- DE MA B USED. R TO 2' MIN. STRUCTURAL SHEATHING INSPECTION MAY BE OMITTED WHEN H25 CLIPS ARE USED ON THE TOP do BOTTOM OF ALL STUDS AND OTHER CONNECTORS PER PLAN. JUSEH2.5 OR USE 2'x4' STUDS O 16' O.C. ATTACH TOP do BOTTOM W/ H2.5 CONNECTORSLST49STRAPO HEADER STUDS STUD CONNECTORS MAY BE OMITTED AT DISTANCES > 6' FROM CORNERHEADER CRIPPLE STUDS WHEN STRUC SHEATHING IS INSTALLED AND IS FASTENED TO STUDS W/ 8d NAILS O 4' EDGE dt 12" INTERMEDIATE WITH 4" ALTERNATE DOUBLE ROW NAIL SPACING 2) j5 REBAR 4 FRONT ELEVATION 0 1 /8" = 1'-0" NOTES: BUILDING DESIGN DETERMINATION OF WIND FORCES PER FLORIDA BUILDING CODE (FBC) 2001, LATEST REVISION, SECTION 1606.1.1, EXCEPTION 3. WIND FORCES ESTABLISHED BY SBCCI SSTD 10. LATEST REVISION, SUBJECT TO THE UMITA71ONS OF FBC 2001 SECTION 1606.1.1.1, 1606.1.4. AND 1606.1.6 FOR A BASIC WIND SPEED OF 130 MPH (3-SECOND GUST) IN EXPOSURE CATEGORY B AS DEFINED IN FBC SECTION 1606.1.E CONTRACTOR TO PROVIDE DATA FOR COMPLIANCE WITH SEC770N 1606.1.4, PROTECTION OF OPENINGS IN WIND BORNE DEBRIS REGION. AS DEFINED IN FBC 2001 FIGURE 1606. INFORMATION RELATED TO WIND LOADS PER FBC 2001 SECTION 1606.1.7 ARE AS FOLLOWS- 1. BASIC WIND SPEED : PER FBC 2001 TABLE 1606.1.7 ('EQUIVALENT BASIC WIND SPEEDS-) T30 MPH (3 SECOND GUST) i 10 MPH (FASTEST MILE) THIS MASTER PLAN DESIGN IS CURRENTLY APPROVED UNDER SBCCI 10-99 FOR 110 MPH (FASTEST MILE). 2 WIND IMPORTANCE FACTOR : Tw = 0.77 BUILDING CATEGORY: 1 SIDE FRAMING ELEVATION ® 1 /8" = 1'-O" .T WIND EXPOSURE: B 4. INTERNAL PRESSURE COEFFICIENT : +/- 0.18 FOR ENCLOSED BUILDINGS Date z 5 3 P No rl Approved By / 4d eCs COMPONENTS AND CLADDING : PER 1606.221 OF FBC 2001. el-1/2'x4-1/4' WEDGE ANCHOR (U.S. ANCHOR pp OR EQUAL) W/2 WASHER Richard L. Bullock STRUCTURAL MEMBERS CLADDING, FASTENERS AND SYSTEMSMIN. EMBEDMENT = 2-1/4" Modular Building Plans Examiner Florida Certificate,'00fROVIDING FOR THE STRUCTURAL INTEGRITY OF THE BUILDING SHALLATCORNERSANDATMAX36' 0.0 t1t DESIGNED FOR THE LOADS FROM TABLES 1606.2A, 16022E 6' FROM CORNER. AND 1602.2C USING FIGURE 1606, MUL77PUED BY THE APPROPRIATEMAX. 48' O.C. > 6' FROM CORNER. HEIGHT AND EXPOSURE COEFFICIENT FROM TABLE 1601.2D AND THETINGISCONTINUOUSAROUNDIMPORTANCEFACTORFROMTABLE1606.' SEE COMPONENTS AND CLADDINGBUILDINGPERIMETERTABLEONSHEET /2 4' THIS DRAWING IS INTENDED FOR THE EXCLUSIVE USE OF MASTER GARAGE BUILDERS, INC. AND/OR THEIR AUTHORIZED AGENTS. e p . A. .. e 3000 psi CONCRETE a' n A ea HUI APPROVED„ DOCUMENTfin d 674"-10/10 WW MESH OR FIBER REINFORCED CONCRETE 12' MIN. J SECTION A —A THRU FOOTING SCALE: N.T.S. THIS DRAWING DESIGNED FOR A MAXIMUM SIZE BUILDING OF 30' WIDE BY 60' LONG BY 10' WALL HEIGHT. ALL CONNECTOR MODEL fS ARE SIMPSON UNLESS OTHERMSE NOTED. EQUIVALENT MODELS BY 07HER MANUFACTURERS ARE ACCEPTABLE SEE PACE 2 OF 3 FOR CONNECTION SCHEDULE AAAI7 JVICHAEL W. RADCLIFFE ENGINEERING, INC. W - S ` 2611 S.E. Lake Weir Avenue Ocala, FL (352) 629-5500 FAX (352) 629-1010 Certificate No. EB-0006198 SHEET 1 OF 3 0 FILEMASIER1.dwg DATE 4-21-03 LATEST REVISION COMPONENTS AND CLADDING TABLE EFFECTIVE WIND SPEED (FASTEST 3-SECOND GUST IN M.P.H.) COMPONENT AREA (S.F.) ZONE 110 120 130 TABLE ACTUAL 4 27.3 32.5 38.1 WINDOWS 10 7 - 9 5 33.6. 40.1 47.0 4 26.1 31.1 36.5 ENTRANCE DOORS 50 21 5 31.4 37.4 43.9 GARAGE DOORS 56 4 24.6 29.3 34.4 so 5 28.4 33.8 39.6 4 24.2 26.6 32.2 70 IN7ERPOLA10 IOx7) 5 25.2 30.0 35.3 112 4 23.6 29.0 33.8 100 16x7) 5 26.1 31.1 36.5 WINDLOAD x 1.5 x Tw CONNECTION SCHEDULE FOR UP TO 30' WIDTH AND 60' LENGTH 130 MPH (FASTEST 3-SECOND GUST PER FBC 2001) 110 MPH (FASTEST MILE PER SSTD 10-99) NOTES: VALUES ARE FROM FBC 2001. TABLE 1606.28 WALL). AND ARE MULTIPLIED BY 1.5 & 0.77 TO COMPLY WITH SECTION 1707.4.3 EXTERIOR DOOR ASSEMBLIES AND IMPORTANCE FACTOR Tw) OF TABLE 1606. EXPOSURE ADJUSTMENT FACTOR IS 1.0. ZONE 4.- REPRESENTS WALL AREAS NOT COVERED IN ZONE 5, SEE FIGURE 1606.2(C) OF FBC 2001. ZONE 5: REPRESENTS WALL AREAS WHERE 10% OF LEAST HORIZONTAL DIMENSION OR 0.4h, WHICH EVER IS SMALLER, BUT NOT LESS THAN EITHER 4% OF LEAST HORIZONTAL DIMENSION OR 3 FT. 1.0 M). LOAD VALUES ASSOCIATED WITH LOWER EFFECTIVE AREAS WERE USED WHERE APPLICABLE. CONNECTION FASTENER SCHEDULE LOCATION TYPE & REQUIRED UPLIFT PROVIDED UPLIFT MODEL # STUD PLATE BOTTOM PLATE TO KINGPIN N/A AT CORNERS AND 4' O.C. 418 #/1 f 446# /I.f. O 3' o.c. FOUNDATION 1/2'x4 1/4' OTHERWISE 293# ,A'f. ; 334#/I.f. ®4' o.c. WEDGE ANCHORS STUDS TO TOP OR BOTTOM PLATE SIMPSON H2.5 5-8d 5-8d 556#/STUD 400 from H2.5 474#/from 389#/STUD sheathing ** TRUSS TO TOP SIMPSON H7 8-8d 6-8d - 832#/TRUSS doubleoenafl PLATE SIMPSON H2.5_ 5-8d 5-8d H2.5=415 830db1.) SIMPSON H-10 12-10d 8-8d 582#/TRUSS RTO-=-§9 -+16-CT- douhle toenail GABLE TRUSS TO SIMPSON LSTA12 KNEE MIN. MIN. 9O# f TOP PLATE (SHEAR) BRACES 5-10d 5-10d 905 # 15/32' OSB 8d ® 4" 8d ® 4" WALL SHEATHING STRUCTURAL ed 2" & ed 2 do 293 f. 474#/I.f. GRAD6 intermediate intermediate HEADER STUDS CRIPPLE STUDS SIMPSON LSTA9 4-10d 4-10d 418#/I.f. 725#/I.f. PER 305.2.3 SSTD 10-96) OR H2.5 5-8d 1 5- 8d 1 293#/ I.f. 1 415#/ I.f. DOOR HEADERS SIMPSON LSTA9 4-10d 4-10d 418#/ I.f. 725#/I.f. OR H2.5 5-8d 5-8d 293#/I.f. 415#/I.f. FOR RANGE OF VALUES IN CONNECTION SCHEDULE: HIGHER VALUES WITHIN 6' OF CORNERS. AND FOR CONNECTION SPACING SEE SHEET 1 OF 3 EQUAL BY OTHER MFG'S ARE ACCEPTABLE WALL SHEAR. WALL TABLE MAXIMUM ALLOWABLE SHEAR END WALL GARAGE DOOR OPENINGS 30 FT. MA).) TOTAL SHEAR SHEAR SHEAR DOORS WALL SEGMENT FRACTION SHEATHED REQUIRED PROVIDED LENGTH PLF PLF 14 0.47 0 0 495 G 150# p 1- 16' 558 400# 585 2- 8' 28(D 0.93 149 0 O 4950 1- 16 186 2- 10' 200 0.67 285 4950 3560 2- 12' a 12 0. 40 6600 495 150# • 8240 400# 585# SHEAR WALLS REQUIRE HOLD DOWNS AT THE CORNER OF SHEAR WALL SEGMENTS. FOR 8' do 10' HIGH WALLS THE MINIMUM SHEARWALL SEGMENT IS AS FOLLOWS: 0.3(8') = 2.4' FOR 8' WALLS 0.3(10') - 3.0' FOR 10' WALLS O TABUS 305P2. 305P3 L/W-2. 8' WALL. 5H/6. SINGLE SHEATHING 110 MPH 310 PLF x 0.8 (SAVE REDUCTION) x 1.8 ( ADJ FACTOR) O2 TABLES 305P2. 305P3 L/W - 2. 10' WALL, 51.1/6. SINGLE SHEATHING 110 MPH 310 PLF x 1.25 (IV WALL) x 0.8 SAVE REDUCTION) x 1.8 (ADJ FACTOR) O3 TABLE 305N1 STRUCTURAL 1 SHEATHING, 15/32 THICKNESS, ad NAIL SIZE, 4' PANEL EDGE NAIL SPACING O 150f PER SIMPSON H25 CUP 4001 PER SIMPSON H-7 585f PER SIMPSON H-10 Q DOUBLE SHEATHING O TABLES 305M 305P3 L/W - 2. 8' WALL, DOUBLE SHEATHING 110 MPH 169 PLF x 0.8 (SAVE REDUCTION) x iJ (ADJ FACTOR) DOUBLE SHEATHING MAY MEET MINIMUM SHEARWALL SEGMENT LENGTH PROVIDED IT IS >= 2'. THE FULL PERIMETER OF THE STRUCTURE SHALL BE SHEATHED WITH STRUCTURAL SHEATHING. SHEAR WALL TABLE MAXIMUM ALLOWABLE SHEAR SIDE WALL GARAGE .DOOR OPENINGS 30' X 30' BUILDING) TOTAL SHEAR WALL FRACTION SHEAR SHEAR DOORS SEGMENT SHEATHED REQUIRED PROVIDED LENGTH PLF PLF 16' 14 0. 47 495 0 495 28G 0.93 4950 1-13' 157012602-10' 20G 0.67 309(D 4950 2- 12' 12 0.40 553 495 0 400f „ 6920 585# NDI ` APPROVED" OCUMENT STUDS 0 16" O.C. TRUSSES 0 24' O.C. EAVE HEIGHTS 10' OR LESS 16d TOENAIL PROVIDES 26 # LOWER VALUES GREATER THAN 6' FROM CORNER. SHEATHING MUST BE NAILED WITH 8d NAILS 0 4" WITHDRAWAL VALUE PER INCH OF EDGE AND 8d NAILS 0 12" INTERMEDIATE WITH PENETRATION. USE 4' ALTERNATE DOUBLE ROW NAIL SPACING 4' ALTERNATE DOUBLE ROW SPACING EW &4a aw3AwJ $per mx4uax3 smId BULDIIaH Jfnpopq TOP AND BOTTOMPANELEDGESPERFIGURE30551COMPARABLEAUTOMATICGUN NAILS ARE ACCEPTABLE SUBSTITUTES FOR COMMON NAILS 11a R9 P* AolddV UK UldIf/ " ' 63 WIG SHEAR WALL TABLE MAXIMUM ALLOWABLE SHEAR SIDE WALL GARAGE DOOR OPENINGS 60 FT. MAX.) TOTAL SHEAR WALL FRACTION SHEAR SHEAR DOORS SEGMENT SHEATHED REQUIRED PROVIDED LENGTH PLF PLF 4- 8 2-16 32 0. 53 170 0 4950 3- 16 4-12 24 0. 40 2770 0 0 495 346 NOTES: Ot TABLES305P2. 305133 L/W-1. 8' WALL. 5H/6, SINGLE SHEATHING 110 MPH 291 PLF x 0. 8 (EAVE REDUCTION) x _1.7 (ADJ FACTOR) O2 TABLES 305P2. 305P3 L/W - 1, 10' WALL, 5H/6, SINGLE SHEATHING 110 MPH O L/ W - 2. 10' WALL. DOUBLE SHEATHING 110 MPH 169 PLF x 1. 25 (10' WALL) x 0.8 (EAVE REDUCTION) x 1.1 (ADJ FACTOR) Oe TABUS 305PZ 305123 L/W - 2. a' WALL. DOUBLE SHEATHING 110 MPH 239 PLF x 0. 3 (EAVE REDUCTION) x 1.49 (AOJ FACTOR) O TABLES 305P2, 305P3 L/W - 2. 10' WALL. DOUBLE SHEATHING 110 MPH 239 PLF x 1. 25 (10' WALL) x 08 (EAVE REDUCTION) x 1.49 ADJ FACTOR) to TABLES 305P2. 305P3 L/W - 2. 8' WALL. 110 MPH 434 PLF x 0. 8 (EAVE REDUCTION) x 1.9 (ADJ FACTOR) tt TABLES 305PZ 305P3 L/W - 2. 10' WALL, 110 MPH 434 PLF x 1. 25 (10' WALL) x 0.8 (EAVE REDUCTION) x 1.9 (ADJ FACTOR) O7 TABLES 305P2. 305P3 L/W - 1. 8' WALL. DOUBLE SHEATHING 110 MPH 202 PLF x 0. 8 (EAVE REDUCTION) x 1.49 (ADJ FACTOR) eO TABLES 305P2, 305P3 L/W - 1, 10' WALL. DOUBLE SHEATHING 110 MPH 291 PLF x 1. 25 (10' WALL) x 0.8 202 PLF OB (EAVExR1. 25 (10' WA L1.49 SAVE REDUCTION) x 1. 7 (ADJ FACTOR) ADJ FACTOR) O3 TABLE 305N1 O STRUCTURAL 1 SHEATHING, 15/ 32 TABLES 3 L/W - 1With fie THICKNESS. THICKNESS. Bd NAIL SIZE. 4' PANEL on EDGE NAIL SPACING 364 PLF x/1p VFtijj Tjl lkas and O DOUBLE SHEATHING x 1 9 (ACTOR M 1011ge following Ctic« iat O TABLES 305P2. 305P3 10 L/W - t, 8' WALL. DOUBLE SHEATHING Owmeemw % 110 MPH 364 PLF ' 143 PLF x 0. 8 (EAVE REDUCTION) 0.8 (EAVE 1aQ10x_1. 1. FACTOR)J*r x 1. 1 (ADJFACTOR) A11mv 0FJ111. WAIIIII, 0 O L/W - 1. 1V WALL. DOUBLE it SHEATHING 1500 PER SIM 25 CUP 4GOf PER 110 MPH 5850 PER teT•- y Appromi Dwre 143 PLF x 1. 25 (10 WALL) x 0.8 MengeG txFsar EAVE REDUCTION) x1.1 (ADJ FACTOR) App--1 of" D4.... •. • 46a'W NOTES: A dwrixe or Appro*4 •ry t)evilbetY O TABLES 305P1. 305P3 From Ae oaf PP L/W-2. 8' WALL SH/6, SINGLE SHEATHING 110 MPH 125 PLF x 0. 8 (EAVE REDUCTION) x 1.7 ADJ FACTOR) OL/W-2, 10' WALL. 5H/6, "SINGLE SHEATHING 110 MPH 125 PLFx1. 25 (10' WALL) x O.B (EAVE REDUCTION) x 1.7 (ADJ FACTOR) O TABLE 305N1 STRUCTURAL 1 SHEATHING. 15/ 32 THICKNESS, 8d NAIL SIZE, 4' PANEL EDGE NAIL SPACING O DOUBLE SHEATHING OS L/W 2. 8' WALL, DOUBLE SHEATHING. 110 MPH 182 PLF x 0. 8 (EAVE REDUCTION) x 1.9 (ADJ FACTO O L/W-2. 10• WALL, DOUBLE SHEATHED. 110 MPH 182 PLF x 1. 25 (10' WALL) x 0.8 (EAVE REDUCTION MAP% MICHAEL W. RADCLIFFE ENGINEERING, INC. NIFIVIV IL 2611 S. E. Lake Weir Avenue Ocala. FL (352) 629-5500 FAX (352) 629-1010 SHEET. 2 OF 3 DA FILE: MASTER2.dwg TE 6/17/02 LATEST REVISION 1 t ` r rJl' fir. r' T 40 w, y BOTTOM CHORD — OF GABLE GABLE TRUSS J \ a4 SIMPSON LSTA12 STRAP - SENTB-10d NAILS RESISTING SHEAR CUP, 10d NAIL — BOTTOM PLATE OF GABLE TRUSS FIELD INSTALLED 16d O 12' O/C FIELD INSTALLED- 2'X4' STUD CONSTRUCTION 1-GABLE TRUSS ALL GABLE ENDS HAVE 15/32 <04S.B. OR 5/a' T-111 NAILED 'AT 6' O/C 0 12' O/C FROM FACTORY NAILS O 6- O/C GABLE TRUSS ASSEMBLY WALL ASSEMBLY TYPICAL SECTION OF GABLE TRUSS CONNECTION SCIL6: N.T.S. DETAILS for M, SPLICES MAY OCCUR MAY BE LESS DUE TO These prints O w* wj& d& Florida Manuf wtwcd BM. Act and adopted Code, and AdbmCAberw AAM to the fol / fG.rttvct i.arrTj. 0-- "-7 2 A& wabiJ 11I•wrwii V O Iran 1WiefECL Wi(b Pbw 0 A& m Mee Led TER GARAGE BUILDERS, INC. MAX. BUT ING LENGTH MIN. OVERLAP AT SPLICES W/ 8 #16d EACH SIDE 2x8 BOTTOM: CHORDS ON 24"':- CENTERS ( TYPICAL)'f: NOTCH FOR VARIES DOUBLE TOP PLATE AppresulLAM '/ It s - G Approval of dris Docomem does net Andwriu or Approve any Deviation From she requirements of applinble O. S.B. W/ VINYL OR Staft Laws SIDING OR 5/6' T-111 NOTES: 1. END CONNECTION OF GABLE TRUSS PROVIDES REOUIRED RESISTANCE TO UPLIFT. 2. WITHDRAWAL VALUES FROM 16d NAILS THROUGH TRUSS BOTTOM CHORD, 8d OR 10d NAILS IN SHEAR CUP & 8d NAILS IN O.S.B. PROVIDE ADDITIONAL UPUFT & SHEAR RESISTANCE. 3. THIS DETAIL INDICATES CONNECTIONS TO PROVIDE SHEAR RESISTANCE FOR GABLE TRUSS. PROTRUDING GABLE OPTION 2x6x2' FLAT-1 2' --- 1 4' - DUCE CURB BOTH NAILED TO 2x4 TOP PLATE EXTENDED 2' PLA 2" W STUDS tD 16" O.C. 4' x4' ANGLE SUPPORT FOR 8" WALLS 2"x6" W/ 2-16d ® EACH ENDI L STUDS ® 16" O. C. FOR 10' WALLS FRONT WALL SEE MASTER PLAN FOR FASTENING REQUIREMENTS FOR STANDARD BUILDING COMPONENTS SIDE VIEW 2x4 BRACES EVERY 4'- RIDGE LINE TOP VIEW NO 2 # 8D ® EACH CONNECTION fl2' ( 2) #5 REBARS I ALL VIEWS NOT TO SCALP TRIPLE 2x12 ® 18` MAX. J W/ O SPLICE STANDARD FLOOR OR BASEMENT JACK SUPPORT 15 FEET MAX. (ALT. 4x4 P.T. S.Y.P. COLUMN) LOFTED BARN BEAM SUPPORT OPTION DOUBLE TOP PLATE 3- 16d ® 24" O.C. EACH SIDE INTO JACK STUDS - NO ADDITIONAL STRAPPING REQUIRED 2x4 JACK STUD - BOTH SIDES OF TRIPLE 2x12 TRIPLE 2X12 NAILED W/ 3-16d ® 24" O.C. EACH SIDE 2x4 2 - 2x4 ONC. FLOOR SANDWICHED C i ; TO 2x6 F EE MASTER PLAN FOR FLOOR DETAILS SIDE VIEW FRONT VIEW 15# FELT 25 YEAR MINIMUM ASTM D-3161 FIBERGLASS SHINGLES FOOTING OPTION N®I (6 NAILS PER SHINGLE) 1/ 2"x4-1/4" WEDGE ANCHOR (U.S. `sAPP " OV D" 2 1/2" ANCHOR OR EMBEDMENT EQ2A1/4""/AT CORNERS2- WASHERMANOIN. WIDE ALUM. DOCUMEWDRIPEDGEAT MAX. 36" O.C. < 6' FROM CORNER. MAX. 48" U.C. > O.K. FROM CORNER. CONCRETE CURB 5 1/2" WIDE x 5 1/2" TALL(OPTIONAL) EXTEND WW MESH INTO CURB AS SHOWN II 5 1/ 4" b 3000 psi e CONCRETE ° d > QO A. ° il ' ro y---- P ° d n WOOD OR METAL FASCIA PLYWOOD OR VINYL SOFFIT VINYL SIDING INSTALLED PER MFG. SPECIFICATIONS. Z w/o 3 12" Approved PPY Richard L. Bullock 6"x6"-1 O/1 O Modular BuildingPlans Examiner Florida Certificate WWMESHORFIREREINFORCED CONC ETE lam___- 12" MIN. ---J \- MODIFY SIZE AS NECESSARY SECTION THRU CURB FOOTING SCALE: N.T.S. NOTE: OTHER TYPES OF FINISH ROOFING .MAY BE SUBSTITUTED FOR THE FIBERGLASS SHINGLES ( IE: WOOD, METAL, OR COMPOSITES). STRUCTURAL SHEATHING SHALL STILL BE USED. CONTRACTOR TO FOLLOW MANUFACTURER' S SPECIFICATIONS AND LOCAL BUILDING CODES FOR INSTALLATION. 2" x4" STUDS ® 16" O.C. 8' WALLS: S-P-F CONSTRUCTION GRADE OR BETTER 9' WALLS: 2 X 4 STUDS ® 16" O.C. S- P-F #2 GRADE OR BETTER 10' WALLS: 2x6 STUDS ® 16" O.C. 2 GRADE OR BETTER 15/ 32 OS8 SIDING SCALE: N.T.S. AAAME% MICHAEL W. RADCLIFFE ENGINEERING, INC. N W W W ® 2611 S.E. Lake Weir Avenue Ocala, FL (352) 629-5500 FAX (352) 629-1010 SHEET: 3 OF 3 FILE: MASTER3.dwg DATE: 4/21/03 LATEST REVISION M- Z 1 Job Truss Truss Type PIyMASTER ST87419 'y 24 FINK ST87419 MASTER GARAGE BUILDERS al pia 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Jan 02 17:16:01 2002 Page 1 0-8-0 6-0-0 — 12-0-0 18-0-0 24-0-0 24-8-0 0-8-0 6-0-0 6-0-0 6-0-0 6-0.0 0.8-0 Scale = 1:41.4 4x4 = 4 4.00 12 1x4 1x4 3 5 2 6 7 anri1 17o 0 3x6 = g 8 3x6 = 3x4 = 5x5 = 8-0-0 16-0-0 24-0-0 8-0-0 B-0-0 8-0-0 Plate Offsets X Y : 8:0-2-8 0-34 LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCDL 7.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.68 BC 0.74 Vert(LL) 0.17 9 >999 Vert(TL) -0.33 8-9 >865 MI120 1971144 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 6 n/a BCDL 10.0 Code FBC/ANS195 1st LC LL Min I/defl = 360 Weight: 77 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-8 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. WEBS 2 X 4 SPF No.2 FACTIONS(lb/size) 2=921/0-3-8,6=921/0-3-8 Max Horz 2=-1 36(load case 5) Max Uplift2=-599(load case 2), 6=-599(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1966, 3-4=-1712, 4-5=-1712, 5-6=-1966, 6-7=5 BOT CHORD 2-9=1857, 8.9=1251, 6-8=1857 WEBS 3-9=-319, 4-9=530, 4-8=530, 5-8=-319 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 130 mph winds at 15 fl above ground level, using 5.0 lost top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category I, condition I enclosed building, with exposure C ASCE 7-98 per FBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gripincreaseis1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 lb uplift at joint 2 and 599 lb uplift at joint 6. i 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard JUN 16 2003 WARNDv6 - Verlj M design parameters and%READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek;,cohnectois. Thh design Is based only upon parameters shown, and Is lot an Individual building component to be installed and loaded vertically. Applicability of'beslgm.paiameteis and proper Incotpolatlon of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral su6port of Indlvlbual web members only. Additional temporary bracing to Insure stability during construction Is the tesponsibility of the erectot. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bfacing, consult OST-88.Quality Standard, DSB-89 Bracing Speclficatlon, and HIS-91 A'Tek® Handling installing and Bracing Recommendation avallable horn Truss Plate Institute, 583 D'onofrlo Drive, Madison, WI53719. ' V' w Symbols Numbering System General Safety Dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property Ye securely seat. ; ; J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each 2 " other, o WEBS J5 a:3. Place plates on each face of truss at each 4 x 2 orientation, locateFor o , 3 ; Q joint and embed fully, Avoid knots and wane plates 1/8" from outside edge of o a _ as at joint locations. truss and vertical web. o 4. Unless otherwise noted, locate chord splices at /4 length(* 6" frompanel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 V J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. Mwithout14. Do not cut or alter truss member or plate prior approval of a professional MiTeke engineer. 15. Care should be exercised in handling, erection and installation of trusses, B t 1993 Mitek Holdings, Inc. .. .. FORM018,019 1 p Job Truss Type Qty MASTER ST;B_>419y 24G. TrussNK 1 Tply 8T8741 o tional Q RF MASTER GARAGE BUILDERS 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Jan 02 17.19:18 2002 Page 1 0-8-0 6-0-0 12-0-0 18-0-0 24-0-0 24-8-0 0-8-0. 6-0-0 6-0-0 6-0-0 6-0-0 0-8-0 Scale = 1:41. 4x4 = 1x4 11 7 1x4 11 4.00 F12 1 x4 6 8 1x4 1.1 1x4 II 5 9 1x4 11 1x4 11 4 10 1x4 11 3 11 1 1 2 1213 r Irea0 3x4 = 22 21 20 19 18 17 16 15 14 3x4 1A II 1A II 1x4 I 1x4 II 1x4 II 1x4 II 5x4 = 1x4 11 1x4 II 8-0-0 16-0-0 24-0-0 8-0-0 8-0-0 g-0-0 Plate Offsets X Y : 16:0-2-0 0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a M1120 197/144 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) 0.01 1 >986 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 n/a BCDL 10.0 Code FBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF No.2 ACTIONS(lb/size) 2=162/24-0-0, 16=164/24-0-0, 12=162/24-0-0, 18=146/24-0-0, 19=144/24-0-0, 20=164/24-0-0, 21=84/24-0-0, 22=296/24-0-0, 17=144/24-0-0, 15=84/24-0-0, 14=296/24-0-0 Max Horz 2=-1 36(load case 5) Max Uplift2=-119(load case 2), 16=-130(load case 3), 12=-135(load case 3), 19=-115(load case 4), 20=-129(load case 2), 21=-70(load case 4), 22=-229(load case 4), 17=-114(load case 5), 15=-70(load case 5), 14=-229(load case 5) Max Grav2=162(load case 1), 16=164(load case 1), 12=162(load case 1), 18=146(load case 1), 19=149(load case 6), 20=164(load case 1), 21=84(load case 6), 22=296(load case 1), 17=149(load case 7), 15=84(load case 7), 14=296(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=10, 2-3=32, 3-4=-33, 4-5=14, 5-6=-23, 6-7=12, 7-8=-23, 8-9=-23, 9-10=-20, 10-11=-33, 11-12=-38, 12-13=10 BOT CHORD 2-22=5, 21-22=5, 20-21=5, 19-20=5, 18-19=5, 17-18=5, 16-17=5, 15-16=5, 14-15=5, 12-14=5 WEBS 7-18=-105, 6-19=-106, 5-20=-118, 4-21=-69, 3-22=-202, 8-17=-106, 9-16=-118, 10-15=-69, 11-14=-202 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 130 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category I, condition I enclosed building, with exposure C ASCE 7-98 per FBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 - 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2, 130 lb uplift at joint 16, 135 lb uplift at joint 12 115 lb uplift at joint 19, 129 lb uplift at joint 20, 70 lb uplift at joint 21, 229 lb uplift at joint 22, 114 Ito uplift at joint 17, 70 lb uplift at joint 15 and 229 Ito uplift at joint 14. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard J U N 16 1003 WAJUMG - VerVy dsaign pammsters and READ NOTES 6NTMS AND REVERSE S7DE Allf"RE USE. Design valid for use only with MiTek connecton..'Thk design 18 based only upon parameters shown, and Is for on individual building component to be _ installed and baded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional .permanent bracing of the overall structure Is the responsibility of the building designer. Forgeneral guidance regording. fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 .MiTek® - HandlingInstallingandBracing. Rocommondation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W153719._ Symbols Numbevong System Geneva) Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 34 * Center, plate on joint unless Damage or Personal Injurydimensions:indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat, building designer, erection supervisor, property J2 J3 Ja TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against each other. WEBS 4 J5 3, Place plates on each face of truss at each For 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of a at joint locations, truss and vertical web. a 4. Unless otherwise noted, locate chord splices o at /a panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. FORM4018,019 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N TEE., 6, Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. IJ 3 i D[lit DFS1O1 Pai;. CS1fJ1 I(GAiM TEST PQSITM ,:TEST 1(Cy1fM.. T T PLANS REVIEWED CITY OF SANFORD