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300 Clydesdale Cir - BR03-002025 (BAKERS CROSSING) (SFR) DOCUMENTSPERMITix ( S.; cADDRESS_&4 i\ CONTRACTOR 96012MIS1 PHONE NUMBER D R Horton 6250 Hazeltine Nat'l Dr #102 Orlando, FL 32822 407)857-9101 CBC 055300 PROPERTY OWNER sa" ftft- ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Q I. MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE 0-Ir,UBDIVISION e)06 MU"W4, -v1LmpqL%& ExrZ PERMIT #6 •190 21A DATELQQ** 03 PERMIT DESCRIPTION S vc T e • PERMIT VALUATION '1q jtQ S SQUARE FOOTAGE a at CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 300 CLYDESDALE CIR for which permit 03-00002025 has heretofore been issued on 6/06/03 has been completed according to plans and specifications filed in the office of the Buildin Official rior to the issuance of said building permit, to wit asyz," S1,., Qesafd4,.e, complies with all the building, plumbing, electri6hl, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water / 42 Lines In i rv'e Meter Set Reclaimed Water ENGINEERINGE: y Drainage / Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER - SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE DATE APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 6/23/ 03 7/15/ 03 6/10/ 03 7/18/ 03 6/13/ 03 6/10/ 03 6/10/ 03 6/10/ 03 20.00 20.00 10.00 10.00 10.00 10.00 59.27 54.00 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 300 CLYDESDALE CIR for which permit 03-00002025 has heretofore been issued on 6/06/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-OPEN SPACE 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 6/10/03 279.61 6/10/03 91.93 6/10/03 11.32 6/10/03 847.00 6/10/03 11.32 6/10/03 1384.00 6/10/03 650.00 6/10/03 1700.00 M 1--loolb—Ile—Vav OWNER BUILDING OFFICIAL / DATE A3 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT ADDRESS: CONTRACTOR: \ (' PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering 7]Public Works OUtilities 0(< 9120/0 3 D. Fire i1 I i:x Zoning f1 ! Licensing / l CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 7,1Z P&A9 A1-S0 To S,-Ac, cacr CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #:O3' 6 ADDRESS: CONTRACTOR: PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works Fire (-\ I P Zoning 1 tilities C)( d-u ba`"? Licensing Vo(O-i CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD IN URANC15 PROGRAM Expires July 31, 2002 ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For lrwranmCcx Wny Use: BUILDING OWNER'S NAME Policy Number D.R. HORTON HOMES BUILDING STREET ADDRESS (Including Apt., Unit. Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 300 CLYDESDALE CIRCLE CITY STATE ZIP CODE SANFORD FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 9, BAKERS CROSSING, PHASE 2 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, f necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): JV' or ##.#####9 NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER 62. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 1 SEMINOLE FLORIDA 84. MAP AND PANEL B5. SUFFIX B7. FIRM PANEL 69. BASE FLOOD ELEVATIONS) NUMBER B6. FIRM INDEX DATE EFFECTNWEVISED DATE B8. FLOOD ZONE(S) Zane AO, use depth of flooding) 0045 E 4/17195 4/17/95 X 24.5' dhu. Indicate the source o the tease Flood Wevatton (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined ® Other (Describe): NEAL HILER ENGINEERING, INC. 811. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): _ B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction" ®Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram -most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, AR/Al-A30, ARIAH, AR/AO Complete Items C3.a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD29 Conversion/Comments _ Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ® No u a) Top oT bottom floor (including basement or enclosure) 48. P.0) o b) Top of next higher floor NIA. ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) NIA. fL(m) o d) Attached garage (top of slab) 48. 0 ft.(m) u e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) 47.8 ft,(m) o f) Lowest adjacent (finished) grade (LAG) 47.2 ft.(m) u g) Highest adjacent (finished) grade (HAG) 47. 4 ft.(m) o h) No. of permanent openings (flood vents) within 1 R above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code Section 1001. CERTIFIER'S NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTO S TE.1 ORLANDO FL 32801 SIGNATURE A/ 6bUy DATE TELEPHONE 1. 9/12103 (407) 426-7979 FEMA Form 81-31, JUL 00 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copy the corresponding information frem Section A For lrmr&m Company Use; BUILDING STREET ADDRESS (Including Apt, Unit Suite, and/or Bklg. No.) OR P.O. ROUTE AND BOX NO. Po6ry Nurnber 300 CLYDESDALE CIRCLE CITY STATE ZIP CODE Comparrt NAIC Nurtdber SANFORD FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL: MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram aooarately represents the building, provide a sketch or photograph.) EZ The top of the bottom floor (including basement or enclosure) of the building is _ ft(m) _in.(crm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). B. For Building Diagrams 6$ with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(km) above the highest a4ioent grade. Complete items C3.h and C3.i on front of form. E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitys floodplain management odnancee? Yes No Unknown. The local official must certify this infornation in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION•G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communitys floodplain management ordnance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Gt . The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ _ft(m) Datum: _ G9. BFE or (n Zone AO) depth of flooding at the building site is: _ IL(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here If attachments FEMA Form 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS PLAT OF. SURVEY DESCRIPTION: (AS FURNISED) LOT 9, BAKERS CROSSING PHASE 2, AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REOUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). LOT 8 rl RIC IERUNE OF YRIGIII-01'-WAY NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 9-11-03. UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR CASEMENTS. RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT TIME TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD. ELEVATIONS SIIOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: D.R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA DARREN L. COTTRELL CH MORTGAGE COMPANY, 1 . LTD. PROPOSED ROSE HILL PHASE II LOT 6 LOT 7 1 50.00' S89-33'46"E LOT 9 1"=30' GRAPHIC SCALE 0 15 30 W a, a, LOT 10 N 0 Ly al V ONE STORY in N LO O CONCRETE BLOCK RESIDENCE V nU o O '"- O FINISH FLOOR DU Q — z ELEVA ION-48.51 0 10 p300 CLYDESDALE CIRCLE COVERED e ENTRY 1• s 5.0* 5.0' CONCRETE.. DRIVEWAY-------------- viN WALK IS O 10' UTILITY EASEMEN T:. ` d WALK IS 1.6' OFF 16.0't`.," 1.5' OFF 3' NIp Ip N8917'34"W 50.00' OINI 6A66 N891734"W 393.17' 501.18'I--- BEARINGS SHOWN HEREON ARE BASED ON ITHENORTHERLYLINEOFLOT9BAKERSCROSSING PHASE 2 BEING S89'33'46' E PER PLAT. FIELD DATE:) 6-11-03 SCALE: 1 = 30 FEET APPROVED BY: WRM REVISED: TRACT A CLYDESDALE CIRCLE 50' RIGHT OF WAY LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE A6. T EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C C11ORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE Q FND NAIL AND DISC LB #6393 (9/11/03) o FND 1/2-IRON ROD AND CAPLET #5393 (9111103) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTII C.O. DFNOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYOR:, AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA 5 a3 JOB NO. ASM40133 OUNDARON FINAL 9-11-03 CKR LOT ETES k BOUNDS 05/13/03 SOO DRAWN BY: _ PLAN 3-I1-03 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801- (407) 426-7979 FOR THE I FIRM WILLIAM R. OUSCATELLO JR. SM 4928 DATE CERTIFCATE OF OCCUPANCY OOV:- REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** Q DATE:, PERMIT ADDRESS: CONTRACTOR: PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering F*re ( P ublic Works - oning 0Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Permit # :0 -2- 1 - Job Address: CJ Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION f Value of Work: $ 54!:2- Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Fo41.. Electrical: New Service j#:; ofAZS Addition/Alteration Change of Service TemporaryPoleMechanical!Residential -Residential Replacement New (Duct Layout & Energy Cali. Required_) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of W Closets Plumbing Repair- Residential or Commercial -- Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required fbr (4bo, than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: _ Contractor Name &'Address: TM-AIP TWATM91 R. Ili? Pf%WY7% License \um Phone & Fax: TAKE MARV T'Ti(1T?'Qbn a sis Cr-S ayatr./•iJ Bonding Company: Address: Nlortaage Lender: Address: Architect/Engineer: MW G. L13ed1W RUS OQ / P= 8" SRO Phone: Address: Fax: - 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 apermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 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 n compliance with'all applicahlc law:: regulating construction and zoning. WARNING TO OWNER- YOUR FAILURE TO RECORD A NOTICE OF COMMEN EMENT MAY RESULT IN Y01 nf( l'/-, SING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CO ULT WITH YOUR LENDER OR A1N ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictionapplicable to thi prope that may band in the public records of this county, andtheremaybeadditionalpemtitsrequiredfromothergovernmentalcitiessuchaswateragemetdisuicts,,s a agencies, oi federal agencies. Acceptance of permit is verification that 1 skill notify the owner of the property f the requirements lorida L' n Law, S 77 / Signature ofOwner/ Agent Date gnature cactor/Agent BERT G. DLLLO RUSSO Print Owner/Agent' s Name Print Contractor .Agent's N ie L ©3 Signature of Notary - State of Florida Date Signature of t;o_n-State of Florida Da O\%ner/Agent is _ Per;rnralh ono rn to Me or Contractor/Act-::; ` onali Known ro Mc or Produced ID Produce, I'PLIC:\1* ION AI'I'ROu6D 13Y: 131dg: Zoning: Li::.::e;. FD: Initial & Dates (Initial Date) (Initial Date) (I I & Dail J CCIa! Conditions: MiRifiD/i-C- wRNER MY COMMISSION # DD 212893 a° EXPIRES: June 14, 2007 f,• iii "' Bonded ThN Notary Public Underwriters CITY OF SANFORD ELECTRICAL, PERMIT APPLICATION Permit Number: Date: -3 The undersigned -hereby applies f/or a permit to install the following electrical: Owners Name: //;,Q, Ae-10on , d ,l Address of Job: Q C yGIYs r /-020 Electrical Contractor: 0 Uv An Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code, Applicant's Signature State License Number CITY OF SANFORD PERMIT APPLICATION 6'1 _. 'I_u1 GI (Z-(6 3Permit # : a I' ,Date: Job Address: 3e) 6 Cce,' C'v-'b S t Description of Work: ^Pli P(n w.br YLCN t2s l[ Historic District: Zoning: Value of Work: S Si OIL& Permit Type: Building Electrical Mechanical Plumbing 4— 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 (r Plumbing/ New Residential: # of Water Closets ° — Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: O-R• o,-,r ' Phone: Contractor Name & Address: P. Q. PDX License Number: Phone & Fax: r FL RIDA q ? uon: CIA 4y Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address: Phone: Fax: CO) 7Y8 1 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. ly 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 requirement of FI ida Law, FS 713. D Signature of Owner/Agent Date Signature of on tr for/Agent Date Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida MARTHA Y. HALL h M COMMISSION # CC 875W kXPIRES: February 1, 2004 Owner/Agent is _ Personally Known to Me or Contractor/Agent is Personally Kn t8 a or bonded Thru Notary public underwriters Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Utilities: FD: Initial & Date) (Initial & Datc) (Initial & Date) I Ngo Is III II nl II •of no off if 001 to gel Fe all an 0.1 A" 1111 .21 i Ia1 THIS INSTRUMENT PREPARED BY: Patricia L. Coulton D.R. Horton, Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04854 PG 1318 CLER : •S # 2003096369 RECORDED 06/06/2003 1116507 AN RECORDING FEES 6.00 RECORDED BY L McKinitry RECORD AND RETURN TO: W. Horton Inc. 0 Hazeltine National Drive, Ste.: 102 Sop Orlando, Florida 32822 NOTICE OF COMMENCEMENT Prepare in duplicate) 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 the Notice of Commencement. Description of rpperty: Lot(s) 4, 9, 39,0 42, 43, and 44 Bakers Crossing Phase 2 Plat Book , Page(s) , Public Records of Seminole County, Florida General description of improvements: Single Family Dwelling Owner(s): D.R. Horton, Inc., a Delaware Corporation Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's interest in site of the improvements: Fee Simple Fee Simple Title Holder (if other than Owner): Name: Phone #: Address: Fax #: Contractor: D.R. Horton, Inc. Phone #: Fax #: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if any): Address: Phone #: Amount of bond: $0.00 Fax #: Lendcr: Phone #: Address: Fax #: 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, Florida Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided inSection713.13(1)(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration date is one (I ) year from the date of recording unless a different date is specified): D.R. Vlorton 0 by: o ert A. Lawson, s tant Secretary Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this J day of v• ,2003 by Robert A. Lawson, Assistant Secretary of D.R. Horton, Inc., a eTaware Corporation, on e a o t e corporation. lie/She is personally known to me. Notary Public, State and County Aforesaid PATRICIA COULTON NOTARY PUBLIC STATE. OF FLORIDA COMMISSION NO. DD134330 MYCOMMI.SSION F.XP. JULY26,2006 Notary Seal r pc,'Ui v L! ita Iz COUNTY OF S[MINOL[ 0IMPACT FEE STATEMENT 2LIED DY CITY OF SANFORD DATE: STATEMENT NUMBER 1 DUILDING PERMIT N UNIT ADDRESS: COUNTY NUMBER: __________ TRAFFIC ZONE: SEC: TWP: PARCEL: SUBDIVISION: ---------- ----- TRACT: ------------------' 7~7 PLAT BOOK: PLAT BOOK PAGE: ONN[K HAM[: '' | ........... ADDRESS:= APPLICANT NARE: '___________---------------- ADDRESS : .................. LAND USE CATEGORY: 001 - Sin le Family Detached House TY[E USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FE[ BENEFIT RAT FEE UNIT RATE PER # TYPE TOTAL DUE TYPE DIST SCH[[DULE DESC. UNIT OF UNITS . ROADS ARTERIALS CO-WI dwl unit $ 705.00 1 $ 705.00 f ROADS | COLLECTORS NORTH dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE C. dwl unit $ 54.00 1 $ 54.00 SCHOOLS, CO -WIDE STATEMENT RECEIVED BY: PLEA3E PRINT NAME) dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE ' $ 2,205.00 T RSIGNAU E: _^___________________ DATE: / NOTE TO RECEIVING SIGNATOR APPLICANT: FAILURETO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT | 4-COUNTY NOTE*$ PERSONS ARE ADVISED THAT ITHIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOTO ISSUANCE OF A BUILDING PERMIT. PURSOMS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,, TO APPEAL THE CALCULATIOIS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAU ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILIN(3 A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR FEVIEW MUST MEET THE REQUIREMENT3 OF THI:-- tA COUNTYLANDDEVELOPMENTCODE. COPIES OF THE RULES GOVE.1704 MAY BE PICKED UP, OR REOUESTAI), FROM THE PLAN IMPLEMENTATION OFFICE:: PAYMENT SHOULD BE MADE TO-. CITY OF SANFORD DUILDING D[PAKTM[NT 300 NORT|| PARK AV[HUE SANFORD. FL 32771 PAYMENT SIOULD BE BY CHECK R MDNEY ORDER, AND SHOULD REFEREHCE T|| E STATEMENT NUMBER AND TY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ON.Y IN CONJUNCTION WITH ISSUANCE OF A*** IMOLE. FAMI.,-4 I D. R. HORTON HOMES SFR PERMIT PACKAGE CITY OF SANFORD CHECK LIST LOT #q 2SUBDIVISION: BAKERS CROSSING Ai)T)RESS - Ltiz• ;_ BUILDING APPLICATION POWER OF ATTORNEY 2 SETS OF SEALED PLANS 2 PLOT PLANS 32Ta3 3 SETS OF ENERGY CALCS MANUAL J/DUCT LAYOUT ATTACHED TO THE PLANS 2 SETS OF SEALED TRUSS PROFILES AND LAYOUTS ATTACHED TO THE PLANS UTILITY FORM NOTICE OF COMMENCEMENT APPEX CONTRACT Sri U l le Rrm f J I hearbv name and a Limited Power Of Attorney nt: Craig Coulton andQ r each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and ply t ; The Building Dept. of: hV6 r For a residential permit for work to be performed at: Lot # : Subdivision Address: D f-t c' I: ! 9r Tz!> , Pt-- 5,;Z-4-43 And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number Si gnature of Contrac or This foregoing instr ment was acknowledged before me this: Date: jI W I i:n By: Richard B. Ladd ( Contractor ) Who is personally k own lo me. State of Florida County of Orange - Q& k Notary Public Signature OFFICIAL NOTARY SEAL PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. DD134330 MYCOMMISSION EXP. ULY26,2006 Notary Seal CITY OF SANFORD P.O. Box 2847 SANFORD, FL 32772 I'HUNI: 11 (407) 330-5630 APPLICA"PION FOIZ II n,-,rry SERVIC11" Ac:c'c1I IN'I (I -UI.L NAME) I'AX /i (407) 328-7367 SI:l:vlc'I: A171 IZESS '- GL_ySD4_ zzc, SdNr©Q, . 3a 3 3'a"" TURN ON DATE SINGLE FAMILY RESIDENCE MULTI -FAMILY RESIDENCE Uw,r f GG COMMERCIAL P0.k+,r Lu1ork- W0RKIt! 4D-7- -cj IO1 SOCIAL SECURI1' Yit HOME# i\)-R OWNER OF PROPERTY_ D .12 . } 4pr{-L;- I AM APPLYING FOR CITY OF SANFORD UTILITY SERVICE AT THE ABOVE ADDRESS. IAGREETOFOLLOWALLCITYRULESFORUTILITYSERVICEANDTOPAYCHARGESINEFFECTATTHETIMEOFDELIVERY. IN ORDER TO TRANSFER MY DEPOSIT TO ANOTHER. THE NEW APPLICANT MUST PROVIDE'PROPER IDENTIFICATION AND ANY OUTSTANDING CHARGES MUST BE PAIDAlTHETIMEWHEN TRANSFERRING MY DEPOSIT TO ANOTHER SERVICE ADDRESS. I MUST PAY ALLOUTSTANDINGCHARGES. I AM ALSO RESPONSIBLE FOR MAKING SURE THAT ALL FAUCETS ARE TURNED OFF INTHEHOMEBEFORETHESERVICEISESTABLISHED. THE CITY IS NOT LIABLE FORDAMAGESCAUSEDBYWATERFAUCFT. CAR OI ITI IZ-r(Z I C=F- nki I UNDERSTAND 4NO'- PAYMENT OF MY ACCOUNT WILL STOP SERVIC SIGNED; v DATE DEPOSIT AMOUNT APPLICATION FEE OTHER FEES TOTAL DO NOT WRITE BELOW THIS LINE 9. CUSTOMER# LOCATION# LAST BILL READ THIS READ CSR 1)ATI_ RD BUILDINGCITE' OF SANFO DIVISION OR RESIDENTIAL BUY -AEG PERMIT. SUBMITTAL REQUIREMENTS Two (2) recent boundary and building location surveys showing setbacksfromallstructurestopropertylinesforpermitforstructures (not fences) 2, Two (2) complete sets of construction design drawings drawn to scale, Complete sets to include: er sizes Foundation plan indicatia forcemeat bar f replaccmcntall g walls. Provide side view details of these footers with rein all partitions and room identification, b, Floor plan indicating interior w roomdimensions, door, window, and/or opening sizes, smoke detector, locntlon(s), landings, decks and stairs. Bathroom fixtures and distances from walls are to be shown. R Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5) C. Elevations of all exterior walls, east, west, north and south. Finish floorelevationheightasperCityEngineeringDepartmentorsubdivision plat. l ns to be used in the structure. Bearing d. Cross sections of all wall sectio non-bearing inter and exterior. Show all components of wall section. a Framing plan for floor joists where conventionally framed. Plan to Indicatespan, size and species of materials to be used. O f, Engineered truss plan with details of bracing. Engineered beams for spneing openings to carry and support trusses. 9. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: ` 7 , S.F. Garages/ Carports S.F. Porch( s)/Entry(s) S.F. Patio( s) ` L S.F. Conditioned structure 22" S.F. Total ( Gross Area) orida Energy Code Forms (Form 600-A-97) 3. Three (3) sets of completed Fl 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 W. Airport B1vd,Sanford, Fl (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 6. Application to be completed thoroughly and signatures provided by a licensed and Insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances. REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel- tic beards - columns- cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation / flrewall 12. Insulation, walls and/or ceilings 13. Electrlcal final, mechanical final and plumbing final 14. Building final 15. Other DATE SIGNATURE Iw' By Ownerlor Authorized Agent) I C;MeAPSX peST C O -rA'TRQ 1— Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS NIA ME AND ADDRESS Address,' City/State/Zip ' ` l 37' 2. Phone & Email 111' CQZI' Hon; Quarterly Payment Amount C,cunA:c: First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result In the cancellation of this Warranty and justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone & Email INSTALLATION ADDRESS: L SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: DAMAGE REPAIR WARRANTY From the date of Installation of the Sentricon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and Inspection, arrange for the necessary repairs and pay the cost of labor and materials not to exceed S1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVEFUN THE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date ',-- -- Customer or Agent Signature Date Apex Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained In literature provided by DowElanco: 1. install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof; 3. during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and 4. during those years, Inform the Customer of: a. any new or increased termite activity noted at the Stations b. any addition or. removal of Recruit* of Recruit* termite bait; and C. any observed 'effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon Pretreatment P T- y aintained for the LIFETIME of the Identifled property subject to the terms and conditions of this agreement for per quarter (3mo period) payable on or before the end of the previous monitoring period. After the (fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the nrea(s) baited free from any factors contributing to Infestation such as wood, trash, lumber, direct wood -soil contact, standing water. under pier type structure, or as noted In "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or underthenren(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroyinginsectinfestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this parngrnph. DISCLAIMER: COMPAN, DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRANNTES. OF iv1ERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT ORSERVICEPROVIDEDHEREUNDERTHATHASCREATEDORAMOUNTEDTOANEXPRESSWARRANTY. Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex fornegligence, torts, personal Injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, Incidental, consequential, exemplary, punitive, liquidated, treble, or special damages If any kind, and in noeventshallApexbeliableforanyamountgreaterthatamountpaidbytheCustomertoApexfortheservicetobeperformed. ri lt Is the ity f All SENSITIVITY/PHYSICAL FACTORS: Customto consult a physician ifrees thaterstandsAndag(necessary regarding11anyoaffectathe Property treatlment guests, and/or other temporary or permanent occupants y or may have and (2)it Is their responsibility tonotifyApex n oriolng nther condition thaot lessthanttmay)beaactvaitedtor exacerbate by the products aing ndorsensitivity concerning odors, dust, pollen,respiratory techniques utilized by Apex. GENERAL TERMS AND CONDITIONS r understands that the general terms and conditions are hereby made part of this contract an Byspecificreferencehereto, the Custome apply without exception. nents DO\ VELANCO OWNERS OF SENTRICON" SYSTEM COMPONENTS. The are and will remain to property Custom of DowElanco. Customerer thassnohrlghtslto Anyofthe of the Sentricon 'System (Comp dify the components in any way, other than the right to their use as Components, andthePurchasermaynotalter, remove, or mo Installed byApexontheCustomer's premises under this agreement. On expiration or termination s remises theeem Statlons andother Compex And lonentscontainedthereinftneoorItsretrieveappropriatedisposition. sitlonustomer toretrieve from the C P eases to represent or to be authorized to represent, the Sentricon" System ion a. Apex will: (I)so notify mnote2)Conventtonal offer Customa liquldlbarrier" m thiodeof termite control moay nottofft eraneffective3, If Apex, for whatever reason, cthe Aternatives of tive or discontinuing theel tionshi P( means of controlling certain termiteInfestationsofcertainstructures. In such event Apex.may ay of bomere to offerf er a different (Parties) formof termite protection, and therefore may have to discontinue the relationship.); (3)i agree on use of a different form of termite protection, glue the Customer credit for service paid for but not yet received; (4)if offer an e the Customer elects to discontinue the relationship, or If Apex cannot effective dlfferent.forrn of termite protection, refund to the Customer an amount equal to the fee paid for services not yet received, and; (S)retrieve, or advise DowElanco'or its representatives where to retrieve, the Components from the Customer's premises; and b, the Customer will; (1) grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of the Components; and; (2)eitheragreewithApexontheuseofadifferentformoftermitecontrolorelecttodiscontinuethisrelationship. ADDITIONS AND/OR ALTERATIONS ThisAgreementcoverstheStructures) Identified herein as of the date of the Initial installation. Prior to; (i)the Structure( s) being structurally modifled, altered, or otherwise changed or; (2) tot to erinit cide babeing appliedequipment on or or uose to lies the location of any Station, or; ( 3) soil is removed or added around the foundation, or; (4) y p g' g PP occurs, the Customer will immediately notify Apex In writing. Failure to notify Apex in writing of the events listed above may vold this Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense, and may require and adjustment in the annual fee. DAMAGE RELATED TO SERVICE Apex willexerciseduecarewhileperforminganyworkhereunder In avoidance of damaging any part of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the. time the work Is performed exceptthosedamagesresultingfromgrossnegligenceonthepartofApex. PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located In Merritt island, Brevard County, Florida. Intheeventoffailuretomakepaymentwhendue, or any other default by Customer (1) Apex may without notice, terminate this Agreement andpursueallotheravailableremedies, which shall be cumulative, and (2) Interest shall accrue at the h ghest rate allowed bylawduringtheperiodofanydelinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by Apex, whether or not suit Is brought. VENUE/SEVERABILITY. Venue for any andaillegalproceedings shall be In Brevard County, Florida. If any part of this Agreement is held to be Invalid or unenforceableforanyreason, the remaining terms and conditions of this Agreement shall remain In full force and effect. CHANGE IN LAW. In the event of a change in applicable law as It pertains to the services promised herein, Apex reserved the right. to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex is prevented from fulfilling Its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuel1or materials, sttikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, Incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the provisions of the Uniform Arbitration Act as In force In the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seq. The proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or Its designee. The arbitrator will have the complete power to determine all Issues of fact and law, and any determination of the arbltrators will be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis, and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding, ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no other representations of statements will be binding on the parties. REFUNDS. Apex at any time on or after 36 (thirty-six) months from the Initial date of Installation, terminate this Agreement and be relieved of any liability hereunder If Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made Immedlately In writing to The Apex Corporate Office. Apex Is only obligated to perform under this Agreement If the Customer allows Apex access to the Identified Property for any purpose contemplated by this Agreement, including but not limited to rc-inspection, whether the inspection was requested by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. Th)s Agreement Is assignable by Customer for a period of 1 (one) year from Its effective date. After this Initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a 'STii6, transfer fee payable to Apex within 30 thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St: 7006 Stapolnt Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Wintcrpark, FL32792Tampa, FL 33510 407-459.2847 407-858-0540 813.221.2847 800-929-2847 888-764.2847 877-459.2847 A14 ORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 1732 Builder: DR HORTON Address: Permitting Office: City, State: c ri-Z F4.bf r-L 32 -9-5 Permit Number: Owner: 17.1. Roe-cx,,i Jurisdiction Number: Climate Zone: Central 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: 12.05 _ 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? No 6. Conditioned floor area (R') 1732 R' c. N/A 7. Glass area & type a. Clear - single pane 207.0 R' 13. Heating systems Clear - double pane R0.0 ' a. Electric Heat Pump Cap: 36.0 kBtu/hr _ Tint/other SHGC - single pane 0.0 R' HSPF: 7.65 _ d. Tint/other SHGC - double pane 0.0 R' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 202.0(p) R c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a -Electric Resistance Cap: 50.0 gallons _ a. Concrete, Ext Insul, Exterior R=3.0, 1224.0 R' EF: 0.86 _ b. Frame, Wood, Exterior R=11.0, 56.0 R' b. N/A c. Frame, Wood, Adjacent R=1 1.0, 328.0 R' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1883.0 R' 15. HVAC credits PT, _ b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 170.0 R MZ-C-Multizone cooling, b. N/A MZ-14-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 26482 PASSTotalbasepoints: 27662 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: I -k DATE: a3 •oZ I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. OWNER/AGENT: BUILDING OFFICIAL: II DATE: _ _ l 3 DATE: EnergyGauge® (Version: FLRCSB v3.2) TaE sTgr o a o FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1732.0 25.78 8037.2 Single, Clear NE 1.0 5.0 23.0 43.65 0.95 957.0 Single, Clear NW 1.0 5.0 23.0 37.74 0.95 828.2 Single, Clear SE 1.0 5.0 16.0 56.64 0.94 849.4 Single, Clear SE 1.0 5.0 16.0 56.64 0.94 849.4 Single, Clear SW 1.0 5.0 32.0 52.82 0.94 1584.9 Single, Clear SW 1.0 4.0 10.0 52.82 0.89 471.4 Single, Clear SE 1.0 3.0 10.0 56.64 0.81 459.4 Single, Clear SW 1.0 7.0 54.0 52.82 0.98 2799.6 Single, Clear SE 1.0 5.0 23.0 56.64 0.94 1221.1 As -Built Total: 207.0 10020.5 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 328.0 0.70 229.6 Concrete, Ext Insul, Exterior 3.0 1224.0 0.70 856.8 Exterior 1280.0 1.90 2432.0 Frame, Wood, Exterior 11.0 56.0 1.90 106.4 Frame, Wood, Adjacent 11.0 328.0 0.70 229.6 Base Total: 1608.0 2661.6 As -Built Total: 1608.0 1192.8 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Insulated 18.0 1.60 28.8 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1732.0 2.13 3689.2 Under Attic 19.0 1883.0 2.82 X 1.00 5310.1 Base Total: 1732.0 3689.2 As -Built Total: 1883.0 5310.1 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 202.0(p) 31.8 6423.6 Slab -On -Grade Edge Insulation 0.0 202.0(p 31.90 6443.8 Raised 0.0 0.00 0.0 Base Total: 6423.6 As -Built Total: 202.0 6443.8 INFILTRATION Area X BSPM Points Area X SPM Points 1732.0 14.31 24784.9 1732.0 14.31 24784.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB 0.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 32874.1 Summer As -Built Points: 34989.3 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 34989.3 1.000 1.087 x 1.150 x 1.00) 0.283 0.950 11758.5 32874.1 0.4266 14024.1 34989.3 1.00 1.250 0.283 0.950 11758.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points 18 1732.0 5.86 1826.9 Single, Clear NE 1.0 5.0 23.0 12.00 1.00 276.1 Single, Clear NW 1.0 5.0 23.0 12.23 1.00 280.7 Single, Clear SE 1.0 5.0 16.0 8.34 1.03 137.7 Single, Clear SE 1.0 5.0 16.0 8.34 1.03 137.7 Single, Clear SW 1.0 5.0 32.0 9.22 1.02 300.4 Single, Clear SW 1.0 4.0 10.0 9.22 1.03 95.1 Single, Clear SE 1.0 3.0 10.0 8.34 1.09 90.8 Single, Clear SW 1.0 7.0 54.0 9.22 1.01 500.9 Single, Clear SE 1.0 5.0 23.0 8.34 1.03 198.0 As -Built Total: 207.0 2017.4 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 328.0 1.80 590.4 Concrete, Ext Insul, Exterior 3.0 1224.0 2.80 342.7.2 Exterior 1280.0 2.00 2560.0 Frame, Wood, Exterior 11.0 56.0 2.00 112.0 Frame, Wood, Adjacent 11.0 328.0 1.80 590.4 Base Total: 1608.0 3150.4 As -Built Total: 1608.0 4129.6 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Insulated 18.0 4.00 72.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1732.0 0.64 1108.5 Under Attic 19.0 1883.0 0.87 X 1.00 1638.2 Base Total: 1732.0 1108.5 As -Built Total: 1883.0 1638.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 202.0(p) 1.9 383.8 Slab -On -Grade Edge Insulation 0.0 202.0(p 2.50 505.0 Raised 0.0 0.00 0.0 Base Total: 383.8 As -Built Total: 202.0 505.0 INFILTRATION Area X BWPM Points Area X WPM Points 1732.0 0.28 485.0 1732.0 -0.28 485.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5391.0 Winter As -Built Points: 7979.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 7979.2 1.000 1.078 x 1.160 x 1.00) 0.446 0.950 4229.0 5391.0 0.6274 3382.3 7979.2 1.00 1.250 0.446 0.950 4229.0 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , 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 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 14024 3382 10256 27662 11759 4229 - _---10495 26482 PASS THE ST .44 a EnergyGaugeIm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS I SECTION REQUIREMENTS FOR EACH PRACTICE _ CHECK Exterior Windows & Doors 1 606.1.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, 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-storyHouses 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 6-12. Switch or clearly marked circuit 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. H_ VAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. 1 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-2001 EnergyGauge4D/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.2 The higher the score, the more efficient the home. I New construction or existing Ncw _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 36.0 kl3tu/hr _ 3. Number of units, if multi -family 1 _ SEER: 12.05 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? No 6. Conditioned floor area (ft2) 1732 ft2 c. N/A 7. Glass area & type a. Clear - single pane 207.0 11' _ 13. Heating systems i. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 36.0 kl3tu/hr _ c. Tint/other SFIGC - single pane 0.0 ft2 _ HSPF: 7.65 d. Tint/other SHGC - double pane 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insblation R=0.0, 202.0(p) ft _ c. N/A b. N/A c. N/A 14. 1-lot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Ext Insul, Exterior R=3.0, 1224.0 ft2 _ EF: 0.86 b. Frame, Wood, Exterior R=11.0, 56.0 ft2 _ b. N/A a Frame, Wood, Adjacent R=1 1.0, 328.0 112 d. N/A c. Conservation credits e. N/A FIR-1-Ieat recovery, Solar 10. Ceiling types DI-IP-Dedicated heat pump) a. Under Attic R=19.0, 1883.0 112 _ 15. IiVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A 1-IF-Whole house fan, 11. Ducts PT -Programmable llierrnoslat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 170.0 ft _ RB-Attic radiant barrier, b. N/A M7_-C-Multizone cooling, MZ-11-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) OF THE S74TE in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address ol• New i-lome: CV G4_1jSD6,_LE C.i fu-'-: ity/FL Zip: G- ` l I , 1. 1 Xco1 WIE 4 NOTE: The homes estimated energy performance score is only available through the h-LA/RES computer program. This is not a Building Energy Rating. if your score is 80 or greater (or 86 for a U.S EPA/DOE Energy Starr14designatiat), your home may gttalif}} for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Enerto) Gauge /-/olline at 321/638-1492 or see the Eneri3, Gaiige iveh site at www free. ttcjecht jot• information and a list of certified Raters. For injorntation about Florida's Energy Lffrciency Code For /3uilc/ing Construction, contact the Department n%Com»nnnity Affairs at 8501487-1824. EncrgyGauge© (Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY File name: 1732 . bld For: D . R . HORTOId By: DEL AIR HEATING,AIR CONDITIONING,REFRIGERATION 109 COMMERCE STREET LAKE MARY FL 32746-6206 407) 831-2665 11/16/9' Job # 1732 Wthr Orlando AP FL Zone Entire House WINTER DESIGN CONDITIONS SUMMER DESIGN CONDITIONS Outside db: 38 Deg F Outside db: 93 Deg F Inside db: 70 Deg F Inside db: 75 Deg F Design TD: 32 Deg F Design TD: 18 Deg F Daily Range M Rel. Hum.: 50 Grains Water 44 gr HEATING SUMMARY SENSIBLE COOLING EQUIP LOAD SIZING Bid-. Heat Loss 29416 Btuh Structure 22883 Btuh Ventilation Air 0 CFM Ventilation 990 Btuh Vent Air Loss 0 Btuh Design Temp. Swing 3.0 Deg F Design Heat Load 29416 Btuh Use Mfg. Data n Rate/Swing Mult. 1.00 INFILTRATION Total Sens Equip Load 23873 Btuli Method Simplified LATENT COOLING EQUIP LOAD SIZING Construction Quality Average Fireplaces 0 Internal Gains 1380 Btuh Ventilation 1496 Btuh HEATING COOLING Infiltration 2769 Btuh Area (sq.ft.) 1732 1732 Tot Latent Equip Load 5645 Btuh Volume (cuff.) 13856 13856 Air Changes/Hour 0.8 0.4 Total Equip Load 29518 Btuh Equivalent CFM 185 93 HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY Make TRANS Make TRANS Model Model Type Type Efficiency / HSPF 6.90 COP/EER/SEER 10.30 Heating Input 0 Btuh Sensible Cooling 35500 Btuh Heating Output 0 Btuh Latent Cooling 0 Btuh Heating Temp Rise 0 Deg F Total Cooling 35500 Btuh Actual Heating Fan 1200 CFM Actual Cooling Fan 1200 CFM 1-I1g Air Flow Factor 0.041 CFN•I/Btuh CI, Air Flow Factor 0.052 CFi,I/Btuh Space Thermostat Load Sens Heat Ratio 85 MANUAL J: 7tii Ed. RIGHT-J: V 1 3. 0. 12 S/N 10315 Printout certified by ACCA to meet all requirements of Manual Form 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Job #: 1732 File name: 1732 . bld Zone: Entire House Procedure A - Winter Infiltration I-ITS,l Calculation* 11/16/98 I . Winter Infiltration CFN,I 0. 8 AC/FIR x 13856 Cu.Ft. x 0.0167 = 185 CFi,1 2. Winter Infiltration Btuh 1.1 x 185 CFNI x 32 WinterI'D = 6516 Btuh 3. Winter Infiltration HTM 6516 Btuh / 245 Total Window = 26.6 HTM IandDoorArea Procedure B - Summer Infiltration HTM Calculation* I. Summer Infiltration CFM 0.4 AC/HR x 13856 Cu.Ft. x 0.0167= 93 CFM 2. Summer Infiltration Btuh 1.1 x 93 CFM x 18 SummerTD = 1833 Btuh 3. Summer Infiltration HTM 1833 Btuh / 245 Total Window = 7.5 HTM and Door Area Procedure C - Latent Infiltration Gain I 0.68 x 44 gr.diff. x 93 CFM = 2769 Btuh Procedure D - Equipment Sizing Loads I . Sensible Sizing Load Sensible Ventilation Load 1.1 x 50 Vent.CFM x 18 Summer TD 990 Btuh Sensible Load for Structure (Line 19) 22883 Btuh Sum of Ventilation and Structure Loads 23873 Btuh Rating and Temperature Swing Multiplier x 1.00 RSM Equipment Sizing Load - Sensible 23873 Btuh 2. Latent Sizing Load Latent Ventilation Load 0.68 x 50 Vent.CFM x 44 gr.diff. 1496 Btuh Internal Loads = 230 x 6 No. People 1380 Btuh Infiltration Load From Procedure C 2769 Btuh Equipment Sizing Load - Latent 5645 Btuh Construction Quality is: a No. of Fireplaces is: MANUAL J: 7tli Ed. RIGHT-J: V 3 . 0 . 12 SIN 10315 Printout certified by ACCA to meet all requirements of Manual Form J L 1732 JobP 1732 Zone: Entire House 11 /16/98 inr.rr i I n I N:unc ul'Room Entire House BR 4 FA14 LAUNDRY 2 Running FI. Exposed Wall 202 . 0 FI. I 29. 0 Ft. 41 .0 I'll. 7 ,0 Pt. TRoomDimensions. 11. 0.0 1. 1 3. 5 x 12. 0 1'I. 20. 0 e 20. 0 PI. 7. 0 ; 9.0 FI. 4 1 C'eiings.F1 Cun(lit.Option 8.0 heat/cool d 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYI'E OF CST II'E\I Aica Built Alen 131uh Alca Mull Aica mull ENIOSUR1: NO. IIIg Clg Length Hlg Clg Length IIIg C'Ig Length Iht! Cig I_cn_111 Illg Clg 5 Gross a 14C 5 1.1 1224 .... •••• 237 112 0 .... Exposed b 12C 2.9 1.9 56 "•• .... 0 "" 56 0 •••• Walls and c 13C 3.2 1.2 326 ••'• •... 0 .... 152 56 Partitions d 0.0 0.0 0 •••• •..• 01 .... 0 .... 0 C 0.0 0.0 D .... u.. 0 •.•. 1' 0.01 0.0 0 •..• 0 ..0 0 6 Windows and a I 1CJ 37.0 153 5655 23 850 23 850 0 0 •••• Glass Doors b 8C 37.0 54 1996 0 0 0 0 •••' 0 0 •••• Healing c 9A 29.9 0 0 •••• 0 0 0 0 0 0 •••• d 0.0 0 0 •••. 0 0 0 0 0 0 •••• e 0.0 0 0 0 0 0 0 0 0 .••. f 0.0 0 0 0 0 0 0 0 0 7 Windowsand North 22.0 19 429 0 0 0 0 0 0 Glass Doors NEJNNI 41.0 46 1886 23 943 23 943 0 0 Cooling GW 0.0 0 0 0 0 0 0 0 0 SE/SW 49.0 142 6934 0 0 0 0 0 0 S011111 0.0 0 0 0 0 0 0 0 0 Iloa 0.0 0 0 0 0 0 0 0 0 8 Other doors a 10D 14.7 9.9 38 559 378 0 0 0 20 294 199 18 265 179 It 10D 14.'7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14C 2.5 1.1 1017 2506 1120 209 515 230 89 219 98 0 0 0 Exposed b 12C 2.9 1.9 36 104 70 0 0 0 36 104 70 0 0 0 Walls and c 13C 3.2 1.2 310 977 363 0 0 0 152 479 178 38 120 44 Partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e I 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 ceilings a 16D 1.7 2.2 1883 3194 4192 162 275 361 400 678 890 63 107 140 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 II Floors a 22A 25.9 0.0 202 5236 0 29 752 0 41 1063 0 7 181 0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 JbIc 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infillralion a 26.6 7.5 245 6516 1833 23 612 172 43 1144 322 18 479 135 13 SubtotBinh Loss=6*8..r11+I2 26742 3003 4131 1152 14 Duct Built Loss 10".; 2674 1or,i 300 10/ 483 10°/ 115 15 Toml Binh Loss = 13.14 29416 3304 5314 1267 16 Int. Gains: Peoplc in, 300 6 1800 0 0 4 1200 0 0 A1) 1)1. a 1200 2 1800 0 0 0 0 1 600 17 SulnoIRSIIGain=7.8..+12+16 20803 1706 3900 1098 18 Duet Built Gain 10/ 2080 10':t 171 10/ 390 10/ 110 19 TomlRSIJGain=(17+18)•I'I_F 1.00 22883 1.00 1876 1.00 4290 1.00 1208 20I CFM Air Required I I 12001 12001 I 1351 98I I 2171 2251 I 521 631 Printout certified by ACCA to meet all requirements of Nlanual J Form 1732 Job# 1732 Zone: Entire House 11/16/98 oin.zxr_t. 3 n 12 cru 10315 _ I Name of Room BR 2 BR 3 M/BR M/BTH 2 Running Ft. Exposed Wall 27 . 0 FI. I 11.0 F1. 32. 0 Ft. 10.1) Ft. Room Dimensions, 1-1. 13. 0 s 12. 0 Ft. 11 . 0 .e 15. 0 Ft. 13.0 x 17.0 FI. 10.0 N 15. 0 Ft. a Ceiings.Ft Condit.Oplion 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYPE Of- C1r IITNI Area Built Area 1311111 Area Molt Area Built EXPOSURE N,0. 1'111; Clg Lenglll I'llg CIt Length I'liL (I_ Letlglh I'llg Clg I_l'11_I.'lll I'll_ CIg 5 Gioss a 14C 2.5 1.1 96 86 256 80 Exposed b 12C 2.9 1.9 0 0 •'•• 0 0 •••• v;tllsttltd e 13C 3.2 1.2 120 0 "'• 0 •••• 0 1'111itions c1 0.0 0.0 0 0 0 .... 0 .... f 0.0 0.0 0 o o 0 6 Windows attd a 1C 37.0 16 591 16 591 32 1183 •••• 10 370 Glass Doors b 8C 37.0 0 0 0 0 0 0 •••• 0 0 I Heating c 9A 29.9 0 C 0 0 0 0 •••• 0 0 d 0.0 0 0 0 0 0 0 •••• 0 0 c 0.0 0 0 0 0 0 0 •••• 0 0 f 0.0 0 0 0 0 0 0 •••• 0 0 7 Windows and North 22.0 2 44 2 44 4 89 2 35 Glass Doors NGNW. 41.0 0 0 0 0 0 0 0 0 Cooling FlW 0.0 0 0 0 0 0 0 0 0 SE/SW 49.0 14 685 14 685 28 1370 8 413 South 0.0 0 0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 0 8 Oillcrdoors a 10D 14.7. 9.9 0 0 0 0 0 0 0 0 0 0 0 0 II 10D 14.7 9.9 0 0 0 C 0 0 0 0 0 0 0 0 9 Net a 14C 2.5 1.1 80 197 88 72 177 79 224 552 247 10 172 77 Exposed b 12C1 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 Falls and c 13C 3.2 1.2 120 378 140 0 0 0 0 0 0 0 0 0 tilions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 C'eiliogs a 16D 1.7 2.2 156 265 347 165 280 367 221 375 492 150 254 334 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 II Floors a 22A 25.9 0.0 27 700 0 11 285 0 32 829 0 10 259 0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 jbjc 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 7.5 16 426 120 16 426 120 32 851 239 10 266 75 13 Subtot Btoh Loss =6+S,.+11+ 12 2556 1759 3790 1322 14 Duct Molt Loss 10% 256 10°G 176 101/1 379 101/' 132 15 Total Molt Loss= 13+14 2812 1935 4169 1454 16 Im.Gains: People 021 300 0 0 0 0 1 300 0 C' Appl. (r 1200 0 0 0 0 0 0 0 0 17 SubtolRSIIGain=7-8..+l2-'16 1425 1296 2737 933 18 Duct Built Gain 10%. 142 100/ 130 101/ 274 10% 93 11) Total RSH Gain=07+18)•I'LF 1.00 1567 1 . 00 1425 1.00 3011 1.00 1027 20I CRiMAir Required I I 1151 82I I 791 751 I 170I 1581 I 591 511 Printout certified by ACCA to meet all requirements of Manual J Forn1 1732 Job# 1732 Zone: Entire House 11/16%98 MANUAL 1:7thEd. RIGIi'r-J: 3.0.1? S/N 10315 1 Name ot'Root 13T11 RICTHEI DINING 2 Running Ft. Exposed Wall 0.0 1'1 31 .0 Ft. 14 . 0 1'1. Ft Room Dimcnstons. Ft. I 9. 0 10.0 I't 1 6. 0 .e 14 . 0 Ft. 1-1 . 0 c 18 . 0 P1. Ft 1 Ceiings.l't Condit. Option 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool fl'PI? OF C'S'I' I rr.\ :\rea Huth :\rea Oudt :\rea Milt :\rea 13tuh EXPOSURE NO. llte I C'Ig Length I Itg I CI,: 1_ength litg I C'Ig Length litg I Clg I_cugth I Itg I Clg 5 Gross a 14C 2.5 1.1 0 248 117 Exposed b 12C 2.9 1.9 0 p .... .... C .... Wallsand c 13C 3.2 1.2 0 0 .... •••• C .... Partitions 1 0.0 0.0 0 0 .... .... 0 .... f 0.0 0.0 0 1 p .... .... p 6 Windows and a 1C 37.0 0 0 10 370 23 850 Glass Doors b 8C 37.0 0 0 54 1996 0 0 •••• Healing c 9A 29.9 0 0 0 C •••• 0 0 •••• d 0.0 0 0 0 0 •••• 0 0 •••• t: 0.0 0 0 0 0 •••• 0 0 •••. f 0.0 0 0 0 0 •••• 0 0 7 Windowsand Nonh 22.0 0 0 7 153 3 64 Glass Doors NE/NW 41.0 0 0 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 SE/S\V 49.0 0 0 57 2795 20 985 Sotttlt 0.0 0 0 0 0 0 0 liotz 0.0 0 0 0 0 0 0 S 011rerdoors a IOD 14.7 9.9 0 0 0 0 0 0 0 0 0 I, I 10D 14.'7 9.9 0 0 0 C 0 0 0 0 0 9 Nct a 14C 2.5 1.1 0 0 0 184 453 203 89 219 98 Exposed b 12CI 2.9 1.9 0 0 0 0 0 0 0 0 0 Walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 Partitions d 0.0 0.0 0 C 0 C 0 0 C C 0 e 1 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 90 153 200 224 380 499 252 427 561 b 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 0 II Floors a 22A 25.9 0.0 0 0 0 31 804 0 14 363 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 C 1 0.0 0.0 0 0 0 0 0 0 0 0 0 12 htfiluation a 26.6 7.5 0 0 0 64 1702 479 23 612 172 13 Stdnot Ottrlt Loss=6+8..+11+12 153 1704 2171 14 Duct Oath Loss 10% 15 1O"/ 570 to,/247 IS Total 13tttlt Loss= 13,14 168 6275 2718 16 at. Gains: People n 300 0 0 0 0 1 300 Appl. « 1200 0 0 1 1200 0 0 17 SubtotRSHGain=7+5..+12416 200 5328 2180 IS Duct Midi Gain lOSf 20 10./ 533 10't4 218 19 Total RSFI Gain=(17+I8)•PLF 1.00 220 1.00 5861 1.00 2398 I70I CF61Air Required I I 71 121 I 2561 3071 I 1111 1261 Printout certified by ACCA to meet all requirements of Manual J Form MANUAL J: 7th Ed. RIGHT-J: V 3.0.12 S/N 10315 RIGHT-J WINDOW DATA Job #: 1732 File name: 1732. bid 11 /16/98 W S D W G L S S O N A S O O V C W S N K I A L O T H V G N 1-1 V 1 I1 1-1 N 1-1 D Y R L A W R A 1-1 L G C R R G T A W L Z E iIM D G Z L O Y T M R R BR 4 a n ne a c n n d y 1 90 1.0 1.0 1.0 5.0 41.0 23.0 0.0 FAM a n nw a c n n d y 1 90 1.0 1.0 1.0 5.0 41.0 23.0 0.0 LAUNDRY BR 2 a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 16.0 2.0 BR 3 a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 16.0 2.0 M/BR a n sw a c n' n d y 1 90 1.0 1.0 1.0 5.0 49.0 32.0 4.0 M/BTH a n sw a c n n d y 1 90 1.0 1.0 1.0 4.0 49.0 10.0 1.6 BTH KICTHEN a n se a c n n d y 1 90 1.0 1.0 1.0 3.0 49.0 10.0 2.1 b n sw a c n n d y 1 90 1.0 1.0 1.0 7.0 49.0 54.0 4.9 DINING a n se a c n n d y 1 90 1.0 1.0 1.0 5.0 49.0 23.0 2.9 4• twfA Fhe Afp I /C0O11. PdI p _ 1 IIiI ez1 9 Iss /s IWed 40 e10 MASTER YY 4 BEDROOM I d`I K NE\ 4• Of / 12.6 /wed Lc Ita:12 cvp s• a:4 4- — I 6 RIfOV /'1 DIN IYfi 4• a 10.6 loved ARE4 75 Oz10 fO,10 4wed ea'1 I 4e/e me 130 to 0 I J- bath duef 11- '• lOs 10 10 J eap W//ate I I BDRY.12 e • ?D 1Os , r5z6 Iwed 10.10 Owed e- BS '( I tss s• FAMILY O le• PAD az I 14 a1n s 6.8, ss .r.EG--1 4• dryduet e• 4 I x tt I t0 rvoJ eap c u1p 0 22 l4 RAD HED A. DPtt d FOYER pta s.+n by 0 TON I /ORe 0240Y 0IP GARAGE 10. 6 Iwed too N I / I oaf.: r/e-_ r'>\A lrwf have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct Ass an re6 insulation value. O A C Cl) C O O AV Rating z or N to w m z a O J O O Iw a G w CO lL J to 0 0 c r MIf MiTek° February 17, 2003 MiTek Industries Inc. 16472 Segovia Circle North Pembroke Pines, FL 33331-4627 USA Fax (954) 680 4395 The truss drawings referenced below, have been prepared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 20/20 software. Pages or sheets covered by this seal : I2177850 thru I2177880. Total : 31 drawings. Job :DR 1732E Builder :D.R. HORTON Location :BAKERS CROSSING, LOT 209 County :SEM INOLE Truss Engineer :Junaidie Budiman, PE # 45161. Address :16472 Segovia Circle North Pembroke Pines, FL 33331-4627. This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the Florida Board of Professional Regulation. This package include Junaidie Budiman, PE 1) 31 Truss drawing. 2) Truss Index. February 17, 2003 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of building designer, per ANSI/TPI 1-1995 Sec.2. TRUSS INDEX OF JOB DR1732E 9 Trusses included=31 0,"\DR1732E\a.tre" I2177850 1,"\DR1732E\a11Are" 12177851 2,"\DR1732E\a13.tre" 12177852 3,"\DR1732E\a15.tre" 12177853 4,"\DR1732E\a17.tre" 12177854 5,"\DR1732E\a19.tre" 12177855 6,"\DR1732E\a7.tre" 12177856 7,"\DR1732E\a7a.tre" 12177857 8,"\DR1732E\a9.tre" 12177858 9,"\DR1732E\a9g.tre" 12177859 10,"\DR1732E\b.tre" 12177860 1 1,"\DR1 732E\bg.tre" 12177861 12,"\DR1732E\c.tre" 12177862 13,"\DR1732E\c5.tre" 12177863 14,"\DR1732E\d3.tre" 12177864 15,10IR1732EyAre" 12177865 16,"\DR1732E\ 5.tre" 1 2177866 17,"\DR1732E\ g.tre" 1 2177867 18,"\DR1732E\ g4.tre" 1 2177868 19,"\DR1732E\kAre" 12177869 20,"\DR1732E\1are" 12177870 21,"\DR1732E\11.tre" 12177871 22,"\DR1732E\12-1.tre" 12177872 23,"1DR1732E\12-6.tre" 12177873 24,"\DR1732E\rTT.tre" 12177874 25,"\DR1732E\m1Are" 12177875 26,"\DR1732E\s.tre" 12177876 27,1DR1732E\s1 Are" 1 2177877 28,"\DR1732E\s2.tre" 12177878 29,"\DR1732E\s3.tre" 12177879 30,"\DR1732E\s4.tre" 12177880 No. 45161 i0STATEOF cS n L O R IOt'/A March 13, 2002 AwwRNwa - verty design yarcmetem and REwn xaras oN rms AND Rzm&Rss smz or"Ra arse. woo! Design valid for use only with M116k connectors. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and loaded 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 responslblllty of the erector. 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 bracing, consuff OST-BB Dually Standard, OSI.89 Bracing Specification, and HIB-91 WWIHandlinginstalllnqandBracingRecommendationavailablefromTrussPlateInstltute, 683 D'Onofrio Drive- Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q For 4 x 2 orientation, locate 0 1: plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/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, Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Im! 0 MiTeka AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1 /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 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. 16. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. , FORM018.019 NMRO,A/R O ob I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177850 DR1732E A ROOF TRUSS 16472 Segovia Cir. N. 8 1 Pembroke Pines, FI 33331-4627. optional) A-LONGWOOD, FL, MiTekIndustries, Inc. 4-20-1--SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 10:04:49 2002 Page j-0-p 7-1-3 13-6-10 20-0-0 26-5-6 32-10-13 40.0-0 41-0-0 1-0-0 7-1-3 6-5-6 6-5-6 6-5-6 6-5-6 7-1-3 1-0-0 Scale = 1:70. 5x6 = 5 5.00 jTT 3x4 i: 3x4 4 6 5x6 5x6 3 7 2 8 9all k1 0 0 3x8 = 12 11 10 3x8 = 5x6 = 5x8 = 5x6 = 10-3-14 20-0-0 29-8-2 40-0-0 10.3-14 9-8-2 9-8-2 10-3-14 late Offsets MY): -4- -1- ,(53-01, 7:0-3- , -4- -1- 1 11: •4• ,0-3-01, [12:: -0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) 0.29 11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.63 10-11 >753 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 8 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 195 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-8-3 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 0-2-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-11, 6-11 REACTIONS (lb/size) 2 = 1951 /0-8-0, 8 = 1951 /0-8-0 Max Horz 2 = 224(load case 4) Max Uplift 2 = -984(load case 4), 8=-984(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-3710, 3-4=-3346, 4-5=-2354, 5-6=-2354, 6-7=-3346, 7-8=-3710, 8-9=14 BOT CHORD 2-12=3393, 11-12=2820, 10-11 =2820, 8-10=3393 WEBS 3-12=-410, 4-12=543, 4-11 =-862, 5-11 =1333, 6-11 =-862, 6-10=543, 7-10=-410 NOTES (5-4) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 2 and 984 lb uplift at joint 8. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. l! LOAD CASE(S) Standard ` 1 BU4/ No. 4 5161 STATE OF FssA ' oatoa ANAL March 13,2002 AWAARNINO - VerM d.Agn parameter. and READ NOTES ONTB7S AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is dot an Individual building component to be Installed and boded vertically. Applicability of design patometets and piopet Incorporation of component is responsibility of building designer - not huss designer. Btocing shown Is dot iatetal support of Individual web membets only. Additional tempotary bracing to Insure stability during conshucfbn Is the tesponsiblllty of the etectot. Additional petmonent bracing of the ovetall structure Is the iesponslblilty of the building designer. For general guidance tegarding fabrbatbn, quality control, stotage, delivery, election and bracing, consult OST•88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing m andBracingRocomendPlatkm availablehornTrussateInstitute. 583 D'Onottb Drlve, Madison, WI53719. N iTek® Symbols PLATE LOCATION AND ORIENTATION 13/14 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1 /8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating formal refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS cz c 0 WEBS IJ5a:0Cr O Oi M! u C, cbO BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N Mi! MiTeke O ' TM PANEL CLIP FORM018,019 000wluw OfMRO-AW AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 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. 1 Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty Y 1 12177851 DR1732E A11 16472 Segovia Cit. N. ROOF TRUSS Pembroke Pines, FI33331-4627. 2 1 optional) A AJH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 130:04:49 2002 Page 1 1-0-0 5-9.14 11-0-0 17-0-0 23-0-0 29-0-0 34-2-2 40-0-0 41-0-0 1-0-0 5-9-14 5-2-2 6-0-0 6.0-0 6-0-0 5-2-2 5-9-14 1-0-0 Scale - 1:71. 5x6 = 5x6 = 5x6 = 3x4 = 4 5 6 7 5.00 j-1-£ 2x4 2x4 a 3 8 2 9 1 1 a1 O O 3x8 = 13 12 11 3x8 = 5x8 = 5x6 - 5x8 = 11-0-0 20-0-0 29-0-0 40-0-0 11.0-0 9-0-0 9-0-0 11-0-0 late Offsets ): -4- -1- 4: —2-41, 15:- ,0-2, 1 -4- -1- 11: -1 1 -6—3-01,113:0--1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) 0.40 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.85 Vert(TL) -0.65 11-12 > 729 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 9 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min Well = 360 Weight: 192 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-5-8 oc purlins. BOT CHORD 2 X 4 SYP No.1D BOT CHORD Rigid ceiling directly applied or 0-2-0 oc bracing, Except: WEBS 2 X 4 SYP No.3 4-6-9 oc bracing: 9-11. REACTIONS (lb/size) 2 = 1951 /0-8-0, 9 = 19 51/0-8-0 Max Horz 2 = 134(load case 4) Max Uplift2=-1082(load case 4), 9=-930(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=14, 2-3=-3773, 3-4=-3370, 4-5=-3109, 5-6=-3856, 6-7=-3109, 7-8=-3370, 8-9=-3773, 9-10= 14 BOT CHORD 2-13=3442, 12-13=3797, 11-12=3797, 9-11 =3442 WEBS 3-13=-364, 4-13=875, 5.13=-869, 5-12=107, 6-12=107, 6-11 =-869, 7-11 =875, 8-11 =-364 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition It partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1082 lb uplift at joint 2 and 930 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC brfApiE2001, BASED ON THE PARAMETER INDICATED. [7LJ(J lFit C4'`• ' LOAD CASE(S) Standard G• P No, 45161 r* V y STATE OF c 'o'0( ss-4-L. o OVAL - March 13,2002 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectots. This design Is based only upon parameters shown, and is for an Individual building component to be tnstalied and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bibcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult OS7-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, Wl53719. ;Tel® Symbols PLATE LOCATION AND ORIENTATION 44 to-1 i. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SI2E The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 1 e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Nii MiTeke 0 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 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. FORM018.019 HYDRO -AIR O F a oTruss russ Type JUNAIDIE BUDIMAN PE #45161 ty y N 1 12177852 DR1732E A13 ROOF TRUSS t6472 Segovia Cir. N. 2 1 Pembroke Pines. FI33331-4627, optional) A -OD, FL, MiTek Industries, Inc. 1SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 1 age 1 j-0-p 6-9-14 13-0-0 17-8-0 22-4-0 27-0-0 33-2-2 40-0-0 4,1-0-0 1-0-0 6-9-14 6-2-2 4.8-0 4-8-0 4-8-0 6-2-2 6-9-14 Scale 1:71.3 5x6 = 2x4 II 3x4 = 5x6 = 4 5 6 7 5.00j1F 2x4 \ 2x4 3 8 16 1 2 9 10^ el Ic d o 3x8 = 14 13 12 11 3x8 = 5x6 - 3x8 = 5x6 = 5x8 - 9-1-14 17-8-0 22-4-0 30-10-2 40-0-0 9-1-14 8-6-2 4-8-0 8-6-2 9-1-14 late Offsets MY): -4- -1- , 4: O , j7:63-0, - -4 , -4• -1- 11: 1 14: LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) 0.34 13 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.56 13-14 >844 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.17 9 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/dell = 360 Weight: 201 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 1951 /0-8-0, 9 = 1951 /0-8-0 Max Harz 2=-1540oad case 5) Max Uplift2 = -1 065(load case 4), 9=-896(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=•3759, 3.4=-3463, 4-5=-3281, 5-6=•3281, 6.7=-3281, 7-8=-3463, 8-9=-3759, 9-10=14 BOT CHORD 2-14=3436, 13-14=2877, 12-13=3281, 11-12=2877, 9-11 =3436 WEBS 3-14=-368, 4-14=554, 4-13=622, 5-13=-341, 6-13=-0, 6-12=-341, 7-12=622, 7-11 =554, 8-11=-368 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1065 lb uplift at joint 2 and 896 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. * r_` 1- 13 rC'9i•, LOAD CASE(S) Standard ' .•` U`.P "/ j t = No. 4.5161 MATE OF ct ,c QNA1. AWARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vettloally. Applloablllty of design potometets and proper Incotporatlon of component Is responsibility of building deslgnet • not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the tesponsibility of the erectot. Additional permanent IoNcing of the overall shucture Is the responsibility of the building designer. For general guidance regarding fabrlcatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 Handling Installina and Bracing Recommendation available from Truss Plate Institute, $83 D'Onofrlo Drive, Madison, WI53719. .;Tel® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 e J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against eachuc other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i 3 joint and embed fully. Avoid knots and wane plates from outside edge of O y o V at joint locations. truss andd vertical web. a 4. Unless otherwise noted, locate chordsplices I/ 4 caC, u o at 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/ DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke TM PANEL CLIP 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. ` FORM018, 019 HYDRO -AIR 0 a Job russ truss type JUNAIDIE BUDIMAN PE 945161 ty y HORTON 16472 Segovia Cir. N. 12177853 DR1732E A15 ROOF TRUSS Pembroke Pines, F133331-4627. 2 1 optional) A A-LONGWOOD, FL, MiTekIndustries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 1 age j-0-p 7-9-14 15-0-0 20-0-0 25-0.0 32-2-2 40-0-0 41-0-0 1-0-0 7-9-14 7-2-2 5-0-0 5.0.0 7-2-2 7-9.14 1-0-0 Scale = 1:71. 5x6 - 5.00 FFT 2x4 II 5x6 = 4 5 6 5x6 5x6 3 7 2 8 1 9 vl Ia 0 0 3x8 - 12 11 10 3x8 - 5x6 = 5x8 = 5x6 = 10-3-14 20-0-0 29-8-2 40-0-0 10.3.14 9-8-2 9-8-2 10.3-14 Plate -'Offsets ): -4- -1- 3:0 06 -4 , 4: - -4 , -4 , -3-4 , -4-2, -1- 1 - 11: -4- , - , 12:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) 0.30 11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.62 1 1.12 > 765 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.16 8 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 192 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.1D 'Except' TOP CHORD Sheathed. 4-6 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 0-2.0 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 1951 /0-8-0, 8 = 1951 /0-8-0 Max Horz 2 = 174(load case 4) Max Uplift 2=-1045f1oad case 4), 8=-925(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 14, 2.3 = -3661, 3-4 = -3332, 4-5 = -2888, 5-6 = -2888, 6-7 = -3332, 7-8 = -3661, 8-9 = 14 BOT CHORD 2-12=3351, 11-12=2667, 10-11 =2667, 8-10=3351 WEBS 3-12=-448, 4-12=685, 4-11 =355, 5-11 =-363, 6-11 =355, 6-10=685, 7-10=-448 NOTES (6-5) 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1045 Ib uplift at joint 2 and 925 Ib uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. pt( 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. `V+Q tr iLOADCASE(S) Standard !! ,.(. z.• f' No. 45161 en % STATE OF% ° 0 R 10.aass/aNA1. AWARNING - VerVy design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component to be Installed and loaded 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. For general guidance regarding tabricotlon, quality control, storage, delivery, erection and bracing, consult OST•aa Quality Standard, DSB-89 Bracing Specification, and HIB-91 1Tek® Bracing Recommendation from Truss Plate Institute, 583 D'OnoDrive, Madison, WI53719. HandlingInstallingfrloandavailable Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 44 to-1'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. c c 2. Cut members to bear tightly against each other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate L a: joint and embed fully. Avoid knots and wane plates/e" from outside edge of a y o at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords licesP o at /4 panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in A J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. FORM018,019 MiTeko Z'.`IL'O HYDRD-AIR TM PANEL CLIP 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. ` Is Job I russ - russ I ype JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177854 DR1732E A17 ROOF TRUSS Pembroke Pines. FI33331.4627. 2 1 optional) A A -DID, FL, MiTekIndustries, Inc. 4.201 1 s Aug 1 e n ustrles, Inc. Wed Mar 13 1 4: 1 2002 P—ag—e—f--- 1-0-01 6-1-3 11-6-10 17-0-0 23-0-0 28-5-6 33-10-13 40-0-0 41-0-0 1-0-0 6-1-3 5-5-6 5-5-6 6-0-0 5-5-6 5.5.6 6-1-3 1-0-0 Scale = 1:71.4 5.00 1 5x6 = Sx8 - 5 6 5x6 - 5x6 4 7 2x4 2x4 /i 3 8 2 8 1 101a 0 6 3x8 = 14 13 12 11 3x8 = 5x6 = 3x8 = 5x6 = 5x6 = 8-4-11 17-0-0 23.0.0 31-7-5 40-0-0 8-4-11 8-7-5 6-0.0 8-7-5 8-4-11 PI'ate Offsets ): -4- -1- 4: - -4 , -1 - -4- -1• 11: 1 , - , 114:0-3.0,0-3-01 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) 0.29 13 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.54 11-12 >880 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.17 9 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-13 REACTIONS (lb/size) 2 = 1951 /0-8.0, 9 = 1951 /0-8-0 Max Horz 2 = 194(load case 4) Max Uplift2=-1023(load case 4), 9=-951(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-3820, 3-4=-3551, 4-5=-2689, 5-6=-2494, 6-7=-2689, 7-8=-3550, 8-9=-3820, 9-10=14 BOT CHORD 2-14=3487, 13-14=3028, 12-13=2494, 11.12=3023, 9-11 =3487 WEBS 3.14=-303, 4.14=461, 4-13=-719, 5-13=611, 6-13=-0, 6-12=613, 7-12=-716, 7-11 =465, 8-11=-305 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023 lb uplift at joint 2 and 951 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. `D1 13 4 LOAD CASEISI Standard f' t = No. 4 5161 0 : STATE OF ss NALo, A WARNING - Veryy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded 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 stablllty during construction is the responsibility at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labilcatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard. DSB-89 Bracing Specification, and HIB-91 IV iTekODqHandlingInstalllnandBracingRecommendationavailablefromTrussPlateInstitute, 583 D'Onolrlo Drive, Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the Mitek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS cz 0 WEBS JS Cr 0 0 O CL O ca c7 ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N mi! MiTek® OM TM PANEL CLIP FORM018.019 on uo-tia HYDRO,A/R® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 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. Job I russ russ I ype JUNAIDIE BUDIMAN PE N45161 ty y 121 77855 DR1732E A19 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, FI 33331-4627. 1 optional) A A -OD, FL, MiTekIndustries, Inc. 4.201 SR1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 1 1 age j-0•p 6-9-3 1 12-10-10 1 19-0-0 21-0-01 27-1-6 33-2-13 40.0.0 41-0;0 1-0-0 6-9-3 6-1-6 6-1-6 2-0-0 6-1-6 6-1-6 6-9-3 1.0-0 Scale 1:71.3 5x6 = 5x6 = 5 6 5.00 j1T 3x4 i, 3x4 4 7 5x6 i 5x6 3 8 2 9 1 IIV 6 6 3x8 = 14 13 12 11 3x8 = 5x6 - 5x6 - 3x4 = 5x6 = 9-9-14 1 19-0-0 21-0-0 30-2-2 1 40-0-0 9-9-14 9-2-2 2-0-0 9-2-2 9-9-14 late Offsets ( -4 -1 -4 , -4 . -4 -1 11: 1 , 114:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.57 Vert(LL) 0.37 13-14 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.57 11-12 >827 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.17 9 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 203 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-13, 7-12 REACTIONS (lb/size) 2 = 1951 /0.8-0, 9 = 1951 /0-8-0 Max Horz 2 = 214(load case 4) Max Uplift2 = -999(load case 4), 9=-975(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 29, 2-3 =-3939, 3-4 =-3579, 4-5 =-2575, 5-6=-2304, 6-7 =-2575, 7-8 =-3579, 8-9 =-3939, 9-10=29 BOT CHORD 2-14=3523, 13-14=2946, 12-13=2304, 11-12=2946, 9-11 =3523 WEBS 3-14=-408, 4-14=560, 4.13=-863, 5-13=667, 6-12=667, 7-12=-863, 7-11 =560, 8-11 =-408 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 999 lb uplift at joint 2 and 975 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. •`i y O./'1yK"_' LOAD CASE(S) Standard No. 4 5161 bb cc STATE OF Z O R 10.'*'' S: A WARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponsiblllty of the elector. Additional permanent btacing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OS7-88 Quality Standard, DSB-89 Bracing Specification, and HIB-Vl Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrla Drive, Madison, WI53719. iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. 2, Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 0 Q o joint and embed fully. Avoid knots and wane at joint locations. plates I/e" from outside edge of a truss and vertical web. a o 4. Unless otherwise noted, locate chord lap' at I14 length(+ 6" fromcuC, panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt 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 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N Mi! MiTeke O PANEL TM CLIP FORM018,019 1 pa.AIR 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. Job I russ russ ype JUNAIDIE BUDIMAN PE #45161 ty Ply HORTON 1 12177856 DR1732E A7 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines, FI 33331-4627. 1 optional) A A- OD, FL, MiTek Industries, Inc. 4.201 9R1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 10:04:52 2002 age j-0-p 3-9-14 7-0-0 13-6-14 20-0-0 26.5-2 33.0-0 , 36-2-2 , 40-0-0 4,1-0-0 ram- 1-0-0 3-9-14 3-2-2 6-6-14 6-5-2 6-5-2 6.6-14 3-2-2 3-9-14 1-0.0 Scale = 1:71.3 6x10 = Bx10 = 4x6 = 7x8 = 4x6 = 5.00 FIT 4 5 6 7 8 2x4 z 2x4 3 9 2 l0 1i6 3x8 = 16 15 14 13 12 3x8 = 3x4 = 5x6 = 3x8 = 5x6 = 3x4 = 7.0-0 13-6-14 20-0-0 26-5-2 33-0-0 40-0-0 7-0-0 6-6-14 6-5-2 6.5-2 6-6-14 7-0-0 Plate 6ffsets MY): -4- -1- 4: - -1 ,0- - -4- -4- - -1 - - 1 •4- -1- , 1 -4 , 1 - - -4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.62 Vert(LL) 0.79 14 >598 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -1.09 14-15 >432 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.23 10 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 430 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.20 'Except' TOP CHORD Sheathed or 3-11-1 oc purlins. 4-6 2 X 6 SYP No.2ND, 6-8 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. BOT CHORD 2 X 4 SYP No.1 D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=3875/0-8-0, 10=3875/0-8-0 Max Horz 2=-92(load case 5) Max Uplift 2 = -2060(load case 4), 10=-1947(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1.2=29, 2-3=-8383, 3-4=-8670, 4-5=-12508, 5-6=-13901, 6-7=-13901, 7-8=-12508, 8-9=-8670, 9-10=-8383, 10- 11 =29 BOT CHORD 2-16= 7512, 15-16=8068, 14-15=12505, 13-14=12505, 12-13=8068, 10-12=7512 WEBS 3-16=575, 4-16=597, 4- 15=4853, 5-15=-1703, 5-14=1530, 6-14=-982, 7.14=1530, 7-13=-1703, 8-13=4853, 8-12=597, 9-12= 575 NOTES (8-7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide (by bearing 2060 lb 2 1 mechanical connection others) of truss to plate capableofwithstandingupliftatjointand11947lbupliftatjoint10. 5) This truss has been designed with ANSI/ TPI 1-1995 criteria. J •";•• '77A_ 61 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: •(, '9f'• Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0.9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Ir' No. 45161 7) Special hanger(s) or connection(s) requiredtosupportconcentratedload(s) 603.21b down and 569.31b up at 33-0-0, and 603.21b down and 569.31b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 7j :• rC t STATE OF 8) THIS DESIGN CONFORMS TO FBC2001, BASEDONTHEPARAMETERINDICATED. Q oRioa LOAD CASE(S) Standard VS ••r.e-••• 1) Regular: Lumber Increase=1.33, Plate Increase= 1.33 Y Uniform Loads (plf) Y Vert: 1.4=-74. 0, 4-8=-154. 2, 8-11=-74.0, 2-16=-20.0, 12-16=-41.7, 10-12=-20.0 Concentrated Loads (lb) Vert: 16=-603.2 12=- 603.2 March 13,2002 WARMNG - VerVy design parameters and READ NOTES ON TB7S AND REVERSE SIDE BEFORE USE. einn® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded 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 responsiblllty of the erector. 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 bracing, consult O57-88 Quality Standard, DSB•89 Bracing Specification, and HIB•91 IV iTek® Pla Handling Installing and Bracing Recommendation available fromTrussPlateInstitute, 583 D'Onotrb Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 10, 1'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 pia J2 J3 J4 TOP CHORDS owner and all other interested parties.. c7 Q 2. Cut members to bear tightly against each other. o o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate s 0 cc joint and embed fully. Avoid knots and wane plates r/e" from outside edge of a y o_ u at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP ce C, o at I /4 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 MlTek/Gang-Nail Joint/Plate Placement Chart. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 00:" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke O FORM018,019 A\1L-'0 MMRD,A/R 0 TM PANEL CLIP 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. ob russ truss type JUNAIDIE BUDINIAN PE #45161 ty Y ORTON 1 12177857 DR1732E A7A ROOF TRUSS 16472 Segovia Cir. N. Pembroke Pines. FI 33331-4627. 1 1 optional) A A- LONGWOOD, FL, MiTekIndustries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, nc. Wed Mar 1 age 1 1-0-0 3-9-14 7-0-0 11-8-15 16-4-1 21-1-0 1-0-0 3-9-14 3-2-2 4-8-15 4-7-3 4-8-15 Scale = 1:38. 6x8 = 7x8 = 3x8 II 5x8 = 4 12 13 5 14 15 6 16 17 7 5.00 FTY 2x4 a 3 2 1I1 I C 3x8 — 11 18 19 10 20 21 9 22 23 3x4 = 7x8 - 5x10 - 3x6 II 7-0-0 1 1-8-15 16-4-1 21.1-0 7-0-0 4-8-15 4-7-3 4-8-15 Plate Offsets ( 4: -4-4 , - 3-01, 10:0-4-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.96 Vert(LL) 0.30 10-11 >824 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.25 10-11 >992 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) -0.08 8 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 136 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except, TOP CHORD Sheathed or 3-0-7 oc purlins, except end verticals. 4-7 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-5-11 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 7.9 WEBS 2 X 4 SYP No.3 'Except' 7-8 2 X 4 SYP No.20 REACTIONS (lb/size) 8 = 2058/0-3-0, 2 = 2020/0-8-0 Max Horz 2 = 240(load case 4) Max Uplift8=-2084(load case 4), 2=-1839(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-4233, 3-4=-4111, 4-12=-4151, 12-13=-4152, 5.13=-4155, 5-14=-2880, 14-15=-2880 6-15=-2880, 6-16=-2880, 16-17=-2880, 7.17=-2880, 7-8=-1957 BOT CHORD 2-11 =3810, 11-18=3832, 18-19=3832, 10-19=3832, 10-20=4152, 20-21 =4152, 9-21 =4152, 9-22 = 125, 22-23 = 125, 8-23 = 125 WEBS 3-11 =-20, 4-11 =775, 4-10=373, 5-10=23, 5.9=-1488, 6-9=-766, 7-9=3225 NOTES (7-6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding.134) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2084 lb uplift at joint 8 and 1839 lb uplift at joint 2. .• VIOS5) This truss has been designed with ANSI/TPI 1-1995 criteria. •`Q1 •, 7 6) Special hanger(s) or connection(s) required to support concentrated load(s) 159.51b down and 305.1lb up at 7-0-0, 159.51b down and 305.11b up at 9-1-1, 159.5Ib down and 305.11b up at 11-1-1, 159.51b down and 305.11b up at I' 13-1-1, 159.51b down and 305.11b up at 15-1-1, and 159.51b down and 305.11b up at 17-1-1, and 207.91b down and * 342.51b up at 18-5-4 on top chord, and 625.1lb down and 577.61b up at 7-0-0, 46.01b down at 9-1.1, 46.01b down at No. 4•5161 11-1-1, 46.0Ib down at 13.1-1, 46.01b down at 15-1-1, and 46.01b down at 17-1-1, and 17.91b down at 18-5-4 on y bottom chord. Design for unspecified connection(s) is delegated to the building designer. tO7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. ,ITATE OF A' ORIOs[O.r.....' r LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 v% A,a` Uniform Loads (plf) `Y L. Vert: 1-4 = -74.0, 4-7=-74.0, 2-8 = -20.0 March 13,2002 A WARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vettloalty. Applicability of design potometets and propet Incorpotatbn of component Is responsibility of building deslgnet - not truss designet. Brocing shown is fat latetal support of Individual web members only. Additional tempotaty btacing to Insure stability duting construction is the tesponsiblllty of the etectot. Additional petmonent bibcing of the ovetatl structure is the tesponslblllty of the building deslgnet. Fot general guidance regarding fobticatbn, quality control, storage. delNety, erection and txacing, consult OST-88 OualBy Standard, OSB-89 Bracing Specification, and HIB-91 ;Tel® and Bracing Recommendation available Truss Rate Institute, 583 D'Onofrb Drlve, Madison, WI53719. Handling Installlnq from Symbols PLATE LOCATION AND ORIENTATION 1'i4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ '/e., 4"" For 4 x 2 orientation, locate plates I/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. 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. Numbering System J2 J3 J4 TOP CHORDS a c WEBS JS Q o_ o Q U O a O U r- a ce c? C6 1.- 0 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR M 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Im! 0 MiTeke PANEL TM CLIP AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 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. FORM016,019 HIVRO,A/R Job I russ I russ I ype ty y 12177857 DR1732E A7A ROOF TRUSS 1 1 optional) A-LONGWOOD, FL, MiTekIndustries, Inc. 4.20 1 s Aug 1 MI e n ustrtes,Inc. a Mar age LOAD CASE(S) Standard Concentrated Loads IV Vert: 4=-159.5 11=-625.1 12=-159.5 13=-159.5 14=-159.5 15=-159.5 16=-159.5 17=-207.9 18=-46.0 19=-46.0 20=-46.0 21 =-46.0 22=-46.0 23=-17.9 pE cp No. 45161 ,t SIT'ATE OF O .. 961 March 13,2002 A WARNING - VerVy destyn paranscters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is lot an Individual building component to be Installed and loaded vertkalty. Applicability of design parameters and proper Incotpotation of component is tesponslblflty of building designer - not truss deslgnet. Bracing shown is lot lateral support of Indlvldual web members only. Additional temporary bracing to Insure stability duting construction Is the responsibility of the ereclot. Additional petmanent bracing of the ovetall structure is the responsibility of the building desfgnet. For genetal guidance tegording fabtkatbn, quality control, storage, deltvery, erection and btacing, consult OST-88 Quality Standard, DSB-89 Bracing Spectllcatlon, and HIB-91 N iTek® Handling Installlna and Bracing Recommendaflon available from Truss Rate Institute. 583 D'Onoltb Drlve, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION 1 3/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. o For 4 x 2 orientation, locate 0 plates I/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. PANEL TM CLIP 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. FORM018,019 fMRO,A/R Job russ russ ype JUNAIDIE BUDIMAN PE #45161 ty y 16472 Segovia Cir. N. 12177858 DR1732E A9 ROOF TRUSS Pembroke Pines. FI 33331-4627. 1 1 optional) A A OD, FL, MiTek Industries, Inc. 1 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 1 1 age 1 1p 4-9-14 9-0-0 14-6-0 20-0-0 25-6-0 _,_ 31-0-0 35-2-2 ) 40-0-0 _41-0-0 1-0-0 4-9-14 4-2-2 5-6-0 5-6-0 5-6-0 5-6-0 4-2-2 4-9-14 1-0-0 Scale = 1:71. 5x6 = 5x6 = 3x4 - 5x6 = 3x4 = 5.00 Ft-2- 4 5 6 7 8 2x4 2x4 3 9 2 10 o d 3x8 = 17 16 15 14 13 12 3x8 = 3x8 - 4x6 = 3x4 - 3x6 - 3x8 - 3x4 = 9-0-0 16-4.0 23-8-0 31-0-0 40-0-0 9-0-0 7-4-0 7-4-0 7-4-0 9-0-0 Plate Offsets ( ): -4- -1- 4: - -4 , 4 , 1 -4- -1- 1 d e LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) 0.52 15 >907 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.77 14-15 >615 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.21 10 n/a BCDL 10.0 Code SBC/ANSI95 1st LC ILL. Min I/defl = 360 Weight: 195 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-4-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-17, 7-12 REACTIONS (Ib/size) 2 = 1951 /0-8-0, 10 = 1951 /0.8-0 Max Horz 2 = 1 14(load case 4) Max Uplift 2=-109611oad case 4), 10=-963(load case 3) FORCES ( lb) - First Load Case Only TOP CHORD 1-2 = 14, 2-3 =-3855, 3-4 =-3566, 4-5 =-3329, 5-6 =-4558, 6-7 =-4558, 7-8 =-3329, 8-9 =-3566, 9. 10=-3855, 10-11=14 BOT CHORD 2-17=3507, 16-17=4389, 15-16=4389, 14-15=4755, 13-14=4389, 12-13=4389, 10-12=3507 WEBS 3-17=-237, 4-17=1007, 5-17=-1300, 5-15=387, 6-15=-283, 6-14=-283, 7-14=387, 7-12=-1300, 8- 12=1007, 9-12=-237 NOTES ( 6-5) 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 lb uplift at joint 2 and 963 Ib uplift at joint 10. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. •\DiIE B)/ P I rC9'°• LOADCASE(S) Standard f No. 4 5161 t w Y STATE of OR OI , L GG AlarjeM A WARNING - Ver{fy derign parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mitek connectors. this design Is based only upon parameters shown, and is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for literal 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spec„laatlon, and HIS-91 IV iTek® HandlingInstallingandBracingRecommendallonavailablefromTrussPlateInstitute. 583 D'Onofrb Drive. Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 1'/1. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating formal refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS a c3 a¢ WEBS IJ50Uu h' ; ; O0. OU a ce Cy C6 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217. 9190 BEARING Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N mi! WWI O PANEL TM CLIP FORM016,019 JWDRD,AIR® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at 114 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 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. Job I russ russ ype JUNAIDIE BUDIMAN PE #45161 ty y 12177859 DR1732E A913 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines. FI 33331-4627. optional) ACifO-SPAN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR11 s Aug 20 2001 MiTek Industries, Inc. Wed Mar 13 10:04:54 2002 Page 1 1-0-p 5-0-5 9-0-0 13-0-8 17-8-3 22.3-13 26-11-8 31-0-0 , 34-11-11 , 40-0-0 41-0.0 1-0-0 5-0-5 3-11-11 4-0-8 4-7-11 4-7-11 4-7-11 4-0-8 3-11-11 5-0-5 1-0-0 Scale 1:71.2 5x8 = 5x6 = 2x4 II 5x12 = 2x4 II 3x4 = 5.00 r11 'F 4 5 6 7 8 9 2x4 J 2x4 i 3 10 v 2 11 1 dl 1 Io 0 0 4x8 = 18 17 16 15 14 13 4x6 = 4x6 = 7x8 - 2x4 II 4x8 - 7x8 - 4x6 - 7-0-9 13.0-8 17-8-3 22-3-13 26-11-8 32-11-7 40-0-0 7-0-9 5-11-15 4-7-11 4-7-11 4-7-11 5-11-15 7-0-9 Plate Offsets ): -4-1Edge), 4: - - - -4 , - - -4 , 11: -2-12-0-- 14: -4- -4- 1 -4- - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 0.64 16 >739 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.92 16 >515 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.21 11 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min Well = 360 Weight: 238 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-11-9 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 2625/0.8.0, 11 = 2273/0-8-0 Max Horz 2=-116(load case 5) Max Uplift2=-1339(load case 4), 11=-1079(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-5719, 3-4=-5499, 4-5=-6592, 5-6=-6591, 6-7=-6332, 7-8=-6332, 8-9=-5385, 9-10=-4613, 10-11=-4839, 11-12=17 BOT CHORD 2.18=5242, 17-18=4924, 16-17=6734, 15-16=6734, 14-15=5385, 13-14=4102, 11-13=4436 WEBS 3-18=-230, 4-18=320, 4-17=2261, 5.17=-311, 6.17=-183, 6-16=93, 6-15=-515, 7-15=-343, 8-15=1213, 8-14=-1071, 9.14=1741, 9-13=332, 10-13=-245 NOTES (7-6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord (lead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1339 lb uplift at joint 2 and 1079 lb uplift at joint 11. iC Dl f5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 994.71b down and 358.31b up at 13-0.8 on ., bottom chord. Design for unspecified connection(s) is delegated to the building designer. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. f' l LOAD CASE(S) Standard * : No. 4.5161 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 .aUniformLoads (plf) Vert: 1-4=-74.0, 4-9=-74.0, 9-12=-74.0, 2-11=-20.0 STATE OF Concentrated Loads (Ib) 0 Vert: 17 = -994.7 ` •'•:c O R I'D ss oNAL March 13,2002 WARNING • VerVy desfgn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. A Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bullding 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 btbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult OST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Reoamd menatlonavailable from Truss Plate Institute, 583 D'Onofrb Drive, Madison, W153710. IV iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION, Failure to Follow Could Cause Property 1-1i. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. c2 Q 2. Cut members to bear tightly against each other. Q WEBZ 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 I/s" from outside edge of U a O V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at I/4 length(+ 6" fromca, C, c4 panel 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 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N Mi! 0 MiTeko TM PANEL CLIP 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 an 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. FORM018.019 HMRO,A/R Job DR1732E B l f 1-0-0 i ROOF TRUSS BUDIMAN PE #45161 I " ovia Or. N. 2Pines. FI33331-4627. 4x6 = 3 6-0-0 12177860 Scale: 1 /2" .1 3x4 = j t%4 11 3x6 II 6-11-0 12-1 1-0 6-11-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 30.0 Plates Increase 1.33 TC{ 0.51 VertILL) -0.01 6 >999 MI120 249/190 TCDL 7.0 Lumber Increase 1.33 BC; 0.24 Vert(TL) -0.05 2-6 >999 BCLL 0.0 Rep Stress Incr YES WS 0.04 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-0-13 REACTIONS (lb/size) 5 = 591 /Mechanical, 2 = 694/0-8-0 Max Horz 2 = 102(load case 4) Max Uplift5 = -279(load case 5), 2=-381(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-697, 3-4--719, 4-5--719 BOT CHORD 2-6=637, 5-6=637 WEBS 3-6 =126 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, inIthe gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 5 and 381 lb uplift at joint 2. 5) This truss has been designed with ANSI/rPI 1-1995 criteria.) 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASEIS) Standard 1;3 t No. 45161 0 STATE OF O R I'D March 13 WARNING - VerW design parameters and READ NOTES ON iMW AND REVERSE SIDE SEMRE USE. SM Design valid for use only with Mfiek connectors. This design is basedlonty, upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incotporatlon 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 stabWly during construction is the Elresponsibilityoftheerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deiivety, erection and bracing, consult OST-88 Quality Standard, DSB-80 Bracing Specification, and HIB-91 Handling Instaillno and Bracing Recommendation available from Truss Plate institute, 583 D'Onotdo Drive, Madison, WI di371 V. MTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION. Failure t0 Follow Could Cause Property 13/1. *Center plate on joint unless. Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and securely seat. building designer, erection supervisor, property a J2 J3 J4 owner and all other interested parties.. TOP CHORDS 73 2. Cut members to bear tightly against eachci other. cc WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i , 3 ; ¢ joint and embed fully. Avoid knots and wane plates from outside edge of 0 O O ° V at joint locations. d trussandvertical web. a o 4. Unless otherwise noted, locate chordsplices I/4 at panellength(+ 6" from adjacent joint.) ce C, C BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 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- NallJolnt/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 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X 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, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, pAP TM CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 MMRO,A/R® Job russ russ ype JUNAIDIE BUDIMAN PE #45161 ty y ORTON 1 12177861 DR1732E BG 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines, FI33331-4627. 1 1 optional) A -TA, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20200 MiTekIndustries, Inc. Wed Mar 13 1 age 1 1-0-0 3-11-13 6-11-0 9-10-3 13-5-0 1-0-0 3-11-13 2-11-3 2-11-3 3.6-13 Scale - 1:24. 4x6 = 4 5.00 FfT 3x4 3x4 3 5 6 2 10 9 8 7 11 3x4 - 2x4 II 3x8 - 2x4 II 3x4 - 3-1 1-13 6-11-0 9-10.3 13-5-0 3-1 1-13 2-11-3 2-11-3 3-6-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) 0.05 2-9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.06 2-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/dell = 360 Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4.8-9 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 1 543/0-3-0, 2 = 1 155/0-8-0 Max Horz 2 = 1070oad case 4) Max Up1ift6=-789(load case 3), 2=-760(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1844, 3-4=-1165, 4-5=-1165, 5-6=-1803 BOT CHORD 2-10 = 1639, 9-10 =1639, 8-9 = 1639, 7-8 = 1598, 7-11 = 1598, 6.1 1 = 1598 WEBS 3-9 = 377, 3-8 = -684, 4-8 = 637, 5-8 =-637, 5-7 = 380 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at joint 6 and 760 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 444.61b down and 371 .81b up at 2-7-4, and 444.61b down and 371.81b up at 11-2-12, and 488.1lb down and 181.71b up at 13-3-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. DIN r jO LOAD CASE(S) Standard , .......... Q C 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) Vert: 1-4=-74.0, 4-6=-74.0, 2-6=-20.0 >k Concentrated Loads 0b) No, 4 5161 Vert: 6=-488.1 10=-444.6 11=-444.6 SJTATE OF 0R1,01 „ r.Mt. aJVAL March 13,2002 A WARNTNa - VerVy desrtyn paranwtere and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ® Design valid lot use only with Milek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vetik:ally. Applicability of design parameters and propel Incotpotatlon of component is tesponslbiilty of building designer - not truss deslgnet. Bracing shown is lot lotetal support of Individual web members only. Additional lempotaty bracing to Insure stability duting consltuctlon is the tesponslblllly of the etectot. Additional permonent brbcing of the overall shuctute is the tesponslblllly of the bulkding designer. Fat general guidance tegatding fabticatlon, quality control, stotoge, delNety, election and biocing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 atlon available Truss Rate Institute, 583 D•Onofrlo Drive, Madison, WI $3719. Handling Installlnq and Bracing R*commondfrom NaiTek® Job I russ russ ype JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177862 DR1732E C ROOF TRUSS Pembroke Pines., FI 333314627. 1 1 optional) A -SPTITTIT-10ITGWOOD, FL, MiTek Industries, Inc. s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-0 5-2-0 10-4-0 11-4-0 1-0-0 5-2-0 5-2-0 1-0-0 Scale - 1:20.9 4x6 = 3 5.00 FiT 4 2 5 3x6 = 3x6 = 8 7 6N2x4II 1-0-0 5-2-0 9-4-0 10-4-0 1-0-0 4-2-0 4-2-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.03 4 > 382 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.04 7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=564/0-1-8, 6=564/0-1-8 Max Horz 8=-75(load case 5) Max Uplift8=-3580oad case 4), 6=-358(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 28, 2-3 = -389, 3-4 = -389, 4-5 = 28 BOT CHORD 2-8 = 279, 7-8 = 279, 6-7 = 279, 4-6 = 279 WEBS 3-7=-86 NOTES (6-5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 8, 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 8 and 358 lb uplift at joint 6. 5) This truss has been designed with ANS11TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard `tE 13 r' t ' No. 4.5161 i Y TATE OF ° to R • L March 13,2002 A WARMNC; - VerW design parameter: and READ NOTES ON TWS AND REVERSE SWE BEFORE UM. sensear® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. AppBcabNty of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to Insure stablBty during construction Is the responsibility of the erector. Additional permanent bibcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, 0SB-89 Bracing Specification, and HIB-91 Handling Instolllna and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison. W 153719. N Tek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and securely seat. building designer, erection supervisor, property 1 eA J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against each7c a other. O WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i Q joint and embed fully. Avoid knots and wane plates I/s" from outside edge of a o u at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP I/4caC, o at 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke PANEL TM CLIP 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. FORM018.019 HMRO,A/R Job I truss 1russ lype JUNAIDIE BUDIMAN PE #45161 ty y 12177863 DR1732E C5 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines. FI 33331-4627. optional) LONGWOOD, FFMiTek Industries, Inc. 4.201 SR1 s Aug 70 7001 MiTekn ustries, Inc. Wed Mar age 1-0-0 5-2-0 10-4-0 1t-4-0 0105-2-0 5-2-0 1-0-0 Scale - 1:20.9 3 5.00 Fff 4 2 5 3x6 = 3x6 - B 7 2x4 II 1-0-0 5-2-0 9.4-0 10-4-0 1-0-0 4-2-0 4-2-0 1-0-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.04 4 >314 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.04 7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=559/0-4-0, 8=545/0-1-8 Max Horz 8=-75(load case 5) Max Uplift6=-378(load case 5), 8=-356(1oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 28, 2-3 =-347, 3-4 =-348, 4-5 = 28 BOT CHORD 2-8 = 240, 7-8 = 240, 6-7 = 240, 4-6 = 240 WEBS 3-7=-119 NOTES (7-6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 6 and 356 lb uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 21 .41b up at 5-0-0, and 2.71b up at 5-4-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 13 LOADCASE(S) Standard _`••IFIQ'••, C'y1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 ••G' Uniform Loads (plf) i' ;• Vert: 1-3 = -74.0, 3-5 = -74.0, 2-4 = -20.0 * Concentrated Loads (lb) No.45161 " Vert: 7 = 24.2 Or C SPATE OF °' O` S'• ti O R tOA' S 01VAL March 13,2002 AWAPJaxa - veryM a..tyn parameters and REM NOraS off TMS AND RZVERS6 SWE BZFOJtg USE. Design valid for use only with MITek connectors. This design h based only upon parameters shown, and is tot an Individual building component to be Installed and boded vertically. Applicability at design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent btbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull OST-8a Quality Standard, DSB•89 Bracing Spocificotlon, and HIB-91 Handling Instolllna and Bracing Rocommondftb aflonavailablefromTrussPlateinstitute, 583 D'OnoDrive, Madison, WI 53719. Tek® Symbols PLATE LOCATION AND ORIENTATION 0110- 1'/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. Ir a: 0 For 4 x 2 orientation, locate plates I/a" from outside edge of aotrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/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 00:10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR r 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N 19! 0 MiTeko AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each cc joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PANEL TM CLIP 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. FORM018.019 HYDRO -AIR Job I russ I russ I ype JUNAIDIE BUDIMAN PE i145161 ty y 16472 Segovia Cit. N. 12177864 DR1732E D3 ROOF TRUSS Pembroke Pines, FI 33331-4627. 1 1 optional) ACCU17-SPAIT-MI, LONGWOOD, FL, MiTek Industries, Inc. s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 3-0-0 5-6-0 8-6-0 3-0-0 2-6-0 3-0-0 6x6 Scale 1:15.7 6x10 = 32 5.00 FfY 3x4 i 3x4 4 1 F- m 8 7 6 5 3x4 = 3x8 = 2x4 II 2x4 II 3-0-0 5-6-0 8-6-0 3-0-0 2-6-0 3-0-0 late offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.20 Vert(LL) 0.01 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/deft = 360 Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 2-3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8 = 465/Mechanical, 5 = 465/Mechanical Max Horz 8=-28(load case 5) Max Uplift 8 = -411 (load case 4), 5=-382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-441, 2-3=-403, 3-4=-441, 1-8=-435, 4-5=-435 BOT CHORD 7-8=-0, 6-7=403, 5-6=0 WEBS 2-7=-87, 2-6=0, 3-6=-87, 1-7=440, 4-6=440 NOTES (8-7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 8 and 382 lb uplift at joint 5. pt/ 6) This truss has been designed with ANSIIrPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 54.41b down and 1 21.5Ib up at 3-0-0, and ,.••••• 114.41b down and 121.51b up at 5-6-0 on top chord, and 24.81b down and 92.81b up at 3-0-0, and 24.81b down andnJF/+•'•.y 92.81b up at 5-4-15 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. •U` :• 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. No. 4 5161 LOADCASEIS) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 = Uniform Loads (plf) STATE OF ° Vert: 1-2 = -74.0, 2-3 = -74.0, 3-4 = -74.0, 5-8 = -20.0 0 .• Concentrated Loads IV I.• s'•.— Vert: 2=-54.4 3=-54.4 7=-24.8 6=-24.8 , I10:,{r` ANAL March 13,2002 AwARwNO - Verj/y design parameters and READ NOTES oNTms AND REVER36 SWE BEMRS USE. Design valid tot use only with MiTek connectors. This design b based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Spectflcatlon, and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrla Drive, Madison, WI53719. WWII Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. a c 2. Cut members to bear tightly against each17-1 other. 0", J503. Place plates on each face of truss at each For 4 x 2 orientation, locate X 0 Q joint and embed fully. Avoid knots and wane plates/a" from outside edge of a y O at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord P ca, V 710 at I/4 panel length(* 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® O FORM018.019 O HYDRO -AIR TM PANEL CLIP 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. Job russ I russ ype JUNAIDIE BUDIMAN PE #45161 ty y 12177865 DR1732E J ROOF TRUSS 16472 Segovia Cir. N. Y0 1 Pembroke Pines. FI 33331-4627. optional) MiTek Industries, Inc. s Aug 70 2001 Inc. Wed Mar age 1-0-0 7-0-0 1-0-0 7-0-0 3 Scale 1:18.7 5.00 FTT 2 4 2x4 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.16 Vert(TL) 0.24 1-2 >69 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3 = 234/Mechanical, 2=424/0-8-0, 4 = 66/Mechanical Max Horz 2 = 221(load case 5) Max Uplift 3 = -250(load case 5), 2=-168(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=29, 2-3=75 BOT CHORD 2-4=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 3 and 168 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard 01113 No. 4 5161 bb t STATE OF R10'* S 01VAL March 13,2002 WARNING - Ver(fy design parameters and READ NOTES ON 77M AND REVERSE &ME BEPORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bullaing 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 bibcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, dellveiy, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Rate Institute. 583 D'Onofilo Drive, Madison, WI53719. IV Tek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, 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 a J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2, Cut members to bear tightly against eachaw other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 0 joint and embed fully. Avoid knots and wane plates/e" from outside edge of a o_ V at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP 14C, u 10 at panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N 19! 0 MiTek° TM PANEL CLIP 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. FORM018,019 MMRO,A/R Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177866 DR1732E J5 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, F133331-4627. crtional) FE—, MiTek Industries, Inc. s Aug 20 20r e n ustnes, Inc. Wed Mar age 1- 0-0 5-0-0 1- 0-0 5-0-0 3 Scale = 1:12.3 5. 00 PT 2 1 2x4 - 4 1- 0-0 5-0-0 1- 0-0 4-0-0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) -0.09 2 > 151 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.1 1 2 > 128 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz TL) -0.05 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 3 = 174/Mechanical, 4=-49/Mechanical, 5=417/0-4-0 Max Harz 5 = 161(load case 5) Max Uplift3 = -1 84(load case 5), 4=-49(1oad case 1), 5=-210(load case 4) Max Grav 3=174(load case 1), 4=70(load case 4), 5=417(load case 1) FORCES IIb) - First Load Case Only TOP CHORD 1-2=28, 2-3=54 BOT CHORD 2-5=0, 4.5=0 NOTES ( 5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 3, 49 lb uplift at joint 4 and 210 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard 10 8 4 r No. 45161 bb 9 '; STATE OF 401 0 sS 4,LOROVAL March 13,2002 A WARNWG - VerVy design parameters and READ NOTES ON TB7S AND REVERSE SIDE BEFORE USE. son e Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and h for an Individual building component to be Installed and boded veril;ally. Applicability, of dh esdpn parametersandproperIncorporationofcomponentresponslblBtyof building designer - not truss designer. Bracing shown h for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction h the responsibility of the erector. Additional permanent brbcing of the overall structure h the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-aa Quality Standard, DSB-139 Bracing Speclticatlon, and HIB-91 Handling installing and Bracing Recommenciatlon available from Truss Plate Institute, 583 D'Onohb Drive. Madison, WI53719. WWI Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 44 re-1'. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. 2, Cut members to bear tightly against eachuc other, WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i 3s Q joint and embed fully. Avoid knots and wane plates 1/6" from outside edge of a o at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords laces PI/ 4 ca , o at panel length(' 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT MRek/ Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/ DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke FORM016, 019 1Q, A 0 HMRO, A/R TM PANEL CLIP 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. Job I russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177867 DR1732E JG MONO TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI 33331-4627. optional) LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug 20 20 1 MiTekIndustries, Inc. Wed Mar age 1-0-0 3-9-14 7-0-0 1-0-0 3-9-14 3-2-2 2x4 II Scale 1:18.1 4 5.00 FfT 3x4 3 8 2 Li F:1 2x4 = 7 6 5 2x4 II 3x4 = 3-9-14 7-0-0 3-9-14 3-2-2 ate Offsets12:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CS I DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.22 Vert(LL) 0.01 6 > 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.12 Vert(TL) 0.02 1-2 >632 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) list LC LL Min I/defl = 360 Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=437/0-1-8, 5=334/0-1-8 Max Horz 2 = 241(load case 4) Max Uplift 2 = -286(load case 4), 5=-268(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=28, 2-8=-520, 3-8=-405, 3-4=-55, 4-5=-80 BOT CHORD 2-7 = 428, 6-7 = 428, 5-6 = 428 WEBS 3-6=89, 3-5=-486 NOTES (6-5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 5. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2 and 268 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 37.61b down and 122.71b up at 3.0-0 on top chord, and 12.1lb down at 3-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building `C designer. G [7 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. ......... s. G, • LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) • Nb.45161 Vert: 2-5=-20.0, 1-4=-74.0 Concentrated Loads STATE OF41Vert: 7=-12.1 .1 8=-37.6 L O.. sS/..o toa,, a'NAL March 13,2002 A WARMNO - Ver(fy design parameters and READ NOTES ONTRIS AND REVERSE SIDE HEd?ORE USE. Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded 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 brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult OST•a8 Quality Standard, DSB•ag Bracing Speotfloatlon, and NIB-91 Handling Installlna and Bracing Reeommendatlonovolloble from Truss Plate Institute. 583 D'Onohb Drive. Mocilson, WI53719. WWI Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i. * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. 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 pia J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against each other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i Q joint and embed fully. Avoid knots and wane plates I/a" from outside edge of a o_ at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chordsplices I ce C, o at / 4 panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in it J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang- Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 0000 ICBO1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings ( supports) occur. Mi! MiTeke 01 O HYDRD, 4/R TM PANEL CLIP 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. FORM018.019 Job russ truss lype JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177868 DR1732E JG4 ROOF TRUSS Pembroke Pines, FI33331-4627. 2 1 optional) MiTek Industries, Inc. 4.201 SR1 s Aug 70 7001 MiTekindustries,Inc. Wed Mar age 2-2-8 4-2-8 228 x - 6 200 3 x411 1. 2 ate: 1. 5" = V 5.00 FTT 1 LJ 5 2x4 II 7 4 4x6 = 0 2-2-8 4-2-83x4 2-2-8 2-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) 0.01 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.23 Vert(TL) -0.01 5 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2-8 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1 = 332/0-4-0, 4 = 464/Mechanical Max Horz 1 = 74(load case 4) Max Uplift =-261(load case 4), 4=-407(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-529, 2-6=-0, 3-6=0, 3-4=-60 BOT CHORD 1-5 = 450, 5-7 = 502, 4-7 = 502 WEBS 2-5=370, 2.4=-573 NOTES (7-6) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 1 and 407 lb uplift at joint 4. 5) This truss has been designed with ANSI/rPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 7.31b down and 76.71b up at 2-2-8, and 40.31b 2-9-1 up at on top chord, and 4.31b down at 2-2-8, and 446.41b down and 347.81b up at 2-8-12 on bottom aD1 chord. Design for unspecified connection(s) is delegated to the building designer. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. •P IFf;;. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 j" * M. 45161UniformLoads (plf) Vert: 1-2=-74.0, 2-3=-74.0, 1-4=-20.0 Concentrated Loads (Ib) 0 ' STATE OF eVert: 2=-7.3 5=-4.3 6=27.9 7=-446.4 o R Io` QNA1. March 13,2002 AWARNTNO - VerVy design pamanetere and READ NOTES ON TRW AND REVERSE SWE BEFORE USE. Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for on Individual building component to be Installed and loaded 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. Addttionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stotage, delivery, erection and bracing, consult OST-66 Quality Standard, DS8-89 Bracing Spectflcatlon, and HIB-91 Handling Installlnp and Bracing Recommendation available from Truss Rate 63Institute, SD'Onofrio Drive. Madison, Wl53719. IV Tek® Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required te continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. utwu FORM016,019 WISC/DILHR 870040-N, 930013-N, 910080-N 19! 0 MiTek® NMRO,A/R AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 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, TM erection and installation of trusses. PANEL CLIP © 1993 Mitek Holdings, Inc. Job russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 16472 Segovia Cir. N. 12177869 DR1732E K ROOF TRUSS Pembroke Pines. FI 33331-4627. 6 1 optional) LONGWOOD, FL, MiTek Industries, Inc. s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-0 5-0-0 1-0-0 5-0-0 3 Scale 1:13. 5.00 Ff7- 2 1 4 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.08 Vert(TL) 0.08 1-2 >210 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 3 = 155/Mechanical, 2 = 335/0-8-0, 4 =46/Mechanical Max Harz 2 = 161(load case 5) Max Uplift3=-174(load case 5), 2=-I52(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 29, 2-3 = 50 BOT CHORD 2.4=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 152 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASEIS) Standard Xp;E F3 4C STATE OF OR OVAL March 13,2002 4&WARMNO - VerVy design parameters and READ NOTES ONTMS AND REVERSE SWE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded veltically. Applicability of design potometen and proper Incotporotlan of component Is iesponslblBty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional tempotory bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bNcing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication, quality control storage, dolivery, erection and bracing, consult OST-ail Quality Standard, DSB-89 Bracing Specification, and HI8-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrio Drlve. Madison, Wl53719. N Tek® Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 For 4 x 2 orientation, locate 0 X plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. 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. FORM018,019 Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR Col 86-93, 85-75, 91-28 TC B 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N 19! 0 MiTeko z'® NMRO,A/R AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 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. Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177870 DR1732E L ROOF TRUSS 16472 Segovia Cir. N. 10 1 Pembroke Pines, FI 33331-4627. 1 optional) MiTek Industries, Inc. 4.201 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-0 3-0-0 1-0-0 3-0-0 3 Scale 1:8. 5.00 rT'£ 2 2x4 = 1 5 4 1-0-0 3-0-0 1-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.12 Vert(LL) 0.06 2 >276 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.07 2 > 231 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/defl = 360 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=95/Mechanical, 4=-162/Mechanical, 5=422/0-8-0 Max Horz 5 = 101(load case 5) Max Uplift 3 = - 1 08(load case 5), 4=-162(load case 1), 5=-269(load case 4) Max Grav 3=95(load case 1, 4=128(load case 4), 5=422(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=28, 2-3=29 BOT CHORD 2-5=0, 4-5=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSl95 If end verticals exist, they are not exposed to wind. If 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 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 162 lb uplift at joint 4 and 269 lb uplift at joint 5. 4) This truss has been designed with ANSI/rPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard Q;1i'icq',y No. 4.5161 STATE OF t ato,! O jL March 13,2002 WARNING - Ver(jy design parameters and READ NOTES ON 7ffiS AND REVERSE Sena BEFORE USE. meniiiinme Design valid lot use only with MITek connectors. This design is based only upon parameters shown, and Is lot an Individual building component to be Installed and loaded vertically. Applicability of design patametets and ptopet Incorporation of component is responsibility of building designet - not truss designet. Brocing shown is lot lateral support of individual web members only. Additional tempotaty bracing to Insure stability duting conshuctlon is the tesponslblllty of the erectof. Additional permanent btbcing of the overall structure Is the tesponslblilly of the building designer. For general guidance tegarding fobrloatlon, quality control, stotage, delNefy, erection and btacing, consult OST-88 Quality Standard, DS6-89 Bracing Specification, and HIB-91 WWIIInstallingandBracingRecommendationavailablefromTrussPlateInstitute, 693 D'Onofrlo DtNe, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 10, 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 For 4 x 2 orientation, locate X plates I/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MlTek/Gang-Nall Joint/Plate Placement Chart. PLATE SI2E 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. FORM018.019 Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206,86217,9190 870040-N, 930013-N, 910080-N 19! 0 MiTeko Z.-DIL"O HYDRO -AIR AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 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. Job I russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177871 DR1732E L1 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines, FI 33331-4627. 2 1 optional) LONGWOOD, FL, MiTek Industries, Inc. s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-8 2-11-8 1-0-8 2-11-8 3 Scale = 1:13.5 5.00 FIT 3x4 2 1 4 2x4 II = 2-1 1-8 3x4 i 2-1 1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL1 -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3 = 81 /Mechanical, 5 = 243/0-7-8, 4 = 28/Mechanical Max Horz 5=96(load case 4) Max Uplift 3 = -98(load case 5), 5=-93(load case 4), 4=-280oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=23, 2-5=-215 BOT CHORD 4-5=-0 WEBS 2-4=0 NOTES (5.4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3, 93 lb uplift at joint 5 and 28 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard `D1 3 f No. 4 5161 y lr STATE OF L March 13,2002 A WARNING - VerVy design panasnsters and READ NOTES ON TMS AND REVERSE IRME BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and h for an Individual building component to be Inslalled and boded vertically. Applicability of design parameters and proper Incorporation of component Is responslblllty of building designer - not truss designer. Bracing shown Is for bteial support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllty of the erecla. 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 bracing, consult OST-88 Quality Standard, DS8•89 Bracing Specification, and MIS-91 WWIInstalllnqandBracingRecommendationavailableIsomTrussPlateInstitute, 593 D'Onofrb Drive. Madison, WI53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 a J2 J3 J4 TOP CHORDS owner and all other interested parties.. c: 73 2. Cut members to bear tightly against each other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate oz 5 , LC6 Q O joint and embed fully. Avoid knots and wane plates from outside edge of d v at joint locations. truss and vertical web. d a 4. Unless otherwise noted, locate chordsplices I/ 4 cec, o at 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 18 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. For tabular plating format refer to the M1Tek/ Gang-Nall Joint/Plate Placement Chart. PLATE SI2E 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/ FHA ICBO SBCCI WISC/ DILHR 86- 93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040- N, 930013-N, 910080-N 19! 0 MiTeko OM PANEL TM CLIP 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. FORM018, 01 V HYDRO -MR Job I russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177872 DR1732E 1-2-1 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines. FI 33331-4627. 1 1 optional) Fl-,MiTek Industries, Inc. s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1 2-1-8 2-1-8 2 Scale: 1.5' - 1' 5.00 FfY- 1 3 3x4 c 2-1-8 2-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.06 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 7 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-1-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=91/0-3-0, 2 = 72/Mechanical, 3 = 19/Mechanical Max Horz 1=77(load case 5) Max Uplift =-2911oad case 5), 2=-82(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 28 BOT CHORD 1-3=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 82 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard Q J. XVI v3iF14' ;:." r No. 4.5161 'k 0'. .TAT ANAL March 13,2002 A WARNING - Vert& design panarrseters and READ NOTES ONTWS AND REVERSE SIDE BEFORE USE. weimimme Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is lot an Individual buDdIng component to be installed and boded veIsttbolly. ApplicabilityofdesignparametersandproperIncorporationofcomponentiesponsibllttyofbuildingdesigner - not truss designer. Bracing shown Is lot 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST•88 Quality Standard, DSB•89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI 53719. WWI Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'i4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches.'Apply 1. Provide copies of this truss design to the plates to both sides of truss and securely seat. building designer, erection supervisor, property Al J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against eachc c other. 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i s¢ V Ar 6 joint and embed fully. Avoid knots and wane plates from outside edge of CL O at joint locations. truss and vertical web. d 0 a 4. Unless otherwise noted, locate chords licesP • ce I/4oat panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in it J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. mi! MiTeke 0 ETD, EL ,PANTM CLIP 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. FORM018, 019 I o truss Iruss type JUNAIDIE BUDIMAN PE #45161 ty y 12177873 DR1732E 1-2-6 ROOF TRUSS 16472 Segovia Cit. N. 1 1 Pembroke Pines, FI 33331-4627. optional) MiTek Industries, Inc. 4.201 SPIT s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-0 2-6-8 1-0-0 2-6-8 3 Scale: 1.5' - 1 5.00 jT2- 2 1>< 4 2x4 = 2-6-8 2-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.02 Vert(TL) 0.02 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-6-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 =46/Mechanical, 2 = 237/0-8-0, 4 = 21 /Mechanical Max Horz 2=87(load case 5) Max Uplift 3 = -79(load case 5), 2=-146(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=29, 2-3=-50 BOT CHORD 2-4=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 146 lb uplift at joint 2. 4) This truss has been designed with ANSI/rPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard gyp F- f3UQ/,, Flo;: f L No. 45161 9 STATE OF ply 1o? NAf. March 13,2002 WARMNO - Vetryk design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is tot on Individual building component to be Installed and boded vettbalty. Applicability of design patometeis and ptopei Incorporation of component Is tesponsiblllty of building deslgnet - not truss deslgner. Btacing shown is lot latetal support of Individual web members only. Additional tempotary brocing to Insure stability during construction Is the tesponslblllty of the erector. Additional petmonent bracing of the ovetae structure b the tesponslbtltty of the building deslgnet. For general guidance tegarding lobrkatbn, quality control storage, dellveiy, efectbn and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spaclflcatlon, and HIB-VI I Handling tnstalllnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoftb Dtive, Madison, WI53719. WWI Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Cl 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. I— This symbol indicates the required direction of slots in connector plates. 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. FORM018.019 Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 0 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N 19! 0 MiTeko AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. PANEL TM CLIP 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. Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177874 DR1732E M ROOF TRUSS 16472 Segovia Cir. N. 16 1 Pembroke Pines. FI 33331-4627. optional) AOD, FL, MiTiekindustries, Inc. s ug r e n ustrt ts, Inc. Wed Mar age 1-0-0 1-0-0 1-0-0 1-0-0 3 Scale 1:5.3 5.00 P-2- 2 4 1 2x4 - 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-17/Mechanical, 2=177/0-8-0, 4=9/Mechanical Max Harz 2 = 53(load case 4) Max Uplift3=-25(load case 5), 2=-138(load case 4) Max Grav 3 = 31(load case 4), 2 = 177(load case 1), 4=9(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=28, 2-3=-37 BOT CHORD 2-4=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 138 lb uplift at joint 2. 4) This truss has been designed with ANSI/rPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard plit BUD No. 45161 ' e STATE OF S/ o o. ANAL March 13,2002 Awmmm - verW deetpn parameters and READ Nams oxTms AND RzvzRsE I&= Bf"RE USE. mosmomint Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responslbltlty of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quoBty control. storage, delivery, erection and bracing, consult OST-ail Quality Standard, DSB-BO Bracing Specification, and HIB-91 IV Tek® Handling Installlna and Bracing Recommendation available from Truss Plate Institute, W D'Onofrlo Drive, Madison, WI53710. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/1. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, 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 1 a 8 J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against eachczc other. WEBS JS 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i a:joint and embed fully. Avoid knots and wane plates from outside edge of 0 d o at joint locations. truss andd vertical web. a 4. Unless otherwise noted, locate chordsplices 1/ 4 ceC, u o at panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in A J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. oe" ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/ DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M MiTeke FORM018. 019 ZA 0 fMRO, A/R TM PANEL CLIP 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. Job russ russ ype JUNAIDIE BUDIMAN PE #45161 ty Y 1217787516472SegoviaCir. N. DR1732E M1 ROOF TRUSS Pembroke Pines. FI 33331-4627. 2 1 optional) MiTek Industries, Inc. 4.201 E I MiTpkIndustries, Inc. Wed Mar age 1-0-8 0-11-8 1-0-8 0-11-8 3 Scale = t a 0. 5.00 (IT 2x4 II 2 I t BLDR. TO PROVIDE CONN. TO RESIST HOR. MOVEMENT. 4 2x4 11 0-11-8 0-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) 0.00 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min Well = 360 Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 0-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3=-31/Mechanical, 5=201/0-7-8, 4 = -3/Mechanical Max Harz 5=57(load case 4) Max Uplift 3=-42(1oad case 5), 5=-85(load case 4), 4=-28(1oad case 4) Max Grav 3=6(load case 4), 5 = 201(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=-35, 2-5=-182 BOT CHORD 4-5=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3, 85 lb uplift at joint 5 and 28 lb uplift at joint 4. 4) This truss has been designed with ANS11TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASEIS) Standard `DiE 13 I." Rio. 4 516i 0': STATE OF c S•• y 0 R to' March 13,2002 AWAPJMG - Vert& design paza seterm and READ NOTES ON THIS AND REVERSE SME 9EPORL USE. root Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is lot an Individual building component to be Installed and loaded vertically. Appllcob@is tyofdesignparametersandproperIncorporationofcomponentresponsibility of building designer - not truss designer. Btocing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponslblllty of the erector. Additional permanent bracing of the overall structure is the responslbBlty of the building designer. For general guidance regotdtng lobrkatlan, quality control, storage, delivery, erection and btacing, consult OST-88 Quality Standard, DSB•89 Bracing Specification, and HIS-91 k® HandlingInstalllnqandBracingRecommendationavailablefromTrussPlateInstitute. 583 D'Onofrla Drive, Madison, WI63719. ei Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate an joint unless Damage or Personal Injurydimensionsindicateotherwise. 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 J4 TOP CHORDS owner and all other interested parties.. T 2. Cut members to bear tightly against each17-1 T C7 c' other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i joint and embed fully. Avoid knots and wane plates /a" from outside edge of o V at joint locations. truss and vertical web. 0 a 4. Unless otherwise noted, locate chords lacesP I14caC, 06 o at panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt JB 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. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 02 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N 19! 0 MiTeks TM PANEL CLIP 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 an 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. FORM018,019 MMRO,A/R Job I russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177876 OR1732E S ROOF TRUSS 16472 Segovia Cir. N. 3 1 Pembroke Pines, FI 33331-4627. optional) MiTek Industries, Inc. s Aug i e n ustrres, Inc. Wed Mar age 1-5-0 5-3-5 9-10-13 1-5-0 5-3-5 4-7-8 Scale = 1:18.9 4 9 3.54 FTT 3x4 s 3 8- 2 10 11 7 12 6 5 2x4 II 3x4 - 2x4 = 5-3-5 9-10-13 5-3-5 4-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.08 6-7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.08 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) -0.02 5 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/defl = 360 Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=189/0-1-8, 2=636/0-11-5, 5=399/Mechanical Max Harz 2 = 219(load case 2) Max Uplift4 = -243(load case 3), 2=-53611oad case 2, 5=-356(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29, 2-8=-1105, 3-8=•1008, 3-9=-89, 4-9=44 BOT CHORD 2-10=1007, 10-11 =1007, 7-11 =1007, 7-12=1007, 6-12=1007, 5-6=0 WEBS 3-7=187, 3-6=-1075 NOTES (7-6) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 4, 536 lb uplift at joint 2 and 356 lb uplift at joint 5. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 150.01b up at 4-3-11, and 161.71b down and 395.31b up at 7-1-10 on top chord, and 21.61b up at 1-5-12, and 12.1lb down at 4-3-11, and 52.11b down at 7-1-10 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. BUQ ptE LOAD CASE(S) Standard _!'•„•••••.' Regular: , `• 'i1) Lumber Increase=1.33, Plate Increase=1.33 .•(,Q FrC'4 G FUniformLoads (plf) ; Vert: 1-4=-74.0, 2-5=-20.0 •• Concentrated Loads (lb) * No. Q j1s Vert: 8=10.1 9=-161.7 10=21.6 11 =-12.1 12=-52.1 rSTATEOF c :• A" 0 R l0?' S aNAL e A WA&WNO - VerVy design parameters and READ NOTES ON THIS AND REVERSE ISWE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. AppRcobBlty 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 iesponsibBity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 WWIInstallingeandBracingRecommendationavailablefromTrussPlateInstitute, 593 D•Onofrlo Drive, Madison, w153719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke 19 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLI P 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. FORM018.019 HMRO,A/R O 0 1 .• Job I russ iruss type JUNAIDIE BUDIMAN PE #45161 ty y 12177877 DR1732E S1 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines. FI 33331-462T optional) C-PAIT-Ti, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Aug r e n ustrl is, Inc. Wed Mar :1 age 1-5-0 3-10-5 7-0-14 1-5-0 3-10-5 3-2-8 Scale - 1:14.2 3 3.54 F1'£ 2 1 2x4 = 4 1-0-0 3-10-5 7-0-14 1-0-0 2-10-5 3-2-8 LOADING (psf) SPACING 2.0-0 CST DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) -0.21 2 >84 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.22 2 > 80 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.07 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min Well = 360 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-14 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 294/Mechanical, 4=-1/Mechanical, 5=396/0-11-5 Max Horz 5 = 144(load case 3) Max Uplift3=-286(load case 5), 4=-1(load case 1), 5=-2060oad case 2) Max Grav 3 = 294(load case 1), 4 = 80(load case 2), 5 = 396(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29, 2-3=59 BOT CHORD 2-5=-0, 4-5=0 NOTES (5-4) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 3, 1 lb uplift at joint 4 and 206 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) `piE tJQ Vert: 1-2=-74.0 .......... Trapezoidal Loads (plf) Vert: 2=0.0-to-3=-130.8, 2=0.0-to-4=-35.4 v No.451fi1 ' STATE OFO .' tV ss94 OR .000" OVAL March 13,2002 A WARMNG - Ver(fy design parameters and READ NOTES ON TMS AND REVERSE SLDE BF"RE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on individual building component to be Installed and boded vertically. App0cobWty 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 brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrb Drive, Madison, WI53719. Tek® Symbols PLATE LOCATION AND ORIENTATION t 3/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-NallJolnt/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 400" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeko ME AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PANEL TM CLIP 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. FORM018,01 V HMRO,A/R Job russ Truss Type JUNAIDIE BUDIMAN PE 945161 ty y 12177878 DR 1732E S2 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI 33331-4627. optional) A l e n ustrles, nc. 1 SR1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar :1 age 1 1-5-0 4-2-15 1-5-0 4-2-15 Scale 1:9.7 3 3.54 2 1 5 4 2x4 = 4-2-15 i 4-2-15 LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.04 1-2 > 493 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 1 12/Mechanical, 2 = 329/0-1 1-5, 4 = 32/Mechanical Max Horz 2 = 1020oad case 3) Max Uplift 3=-128(Ioad case 5), 2=-206(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 29, 2-3 = 26 BOT CHORD 2-5=0, 4-5=0 NOTES (6-5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 206 Ib uplift at joint 2. 4) This truss has been designed with ANSIlTPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 21.61b up at 1-5-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard ` Di 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 B , Uniform Loads (plf) ` ........ Vert: 1-3=-74.0, 2-4=-20.0 Concentrated Loads (lb) Vert: 5 = 21.6 I Rio. 4 5161 V STATE OF 01UAL March 13,2002 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is iesponslblllty 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 bibcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. ;Te k® Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss.and securely seat. L 0 For 4 x 2 orientation, locateL 0 3: plates 1/8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40 11 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, MiTeko M General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane oz at joint locations. a 4. Unless otherwise noted, locate chord splices o at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 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. FOR M01 B4O1 V MYORMA/R Job I russ truss Type JUNAIDIE BUDIMAN PE #45161 ty y HORTON 1 12177879 DR1732E S3 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, FI 33331-4627. optional) A A-GWOOD, FL, MI e n ustrles, Inc. —4-72M SR1 s Aug 20 9001 MiTelk Intlustrres,Inc. Wed Mar 13 1 age 1 1-5-11 4.2-3 1-5-11 4-2-3 3 Scale = 1:13. 3.54 F1'£ 3x4 s 2 1 fli 6 4 3x4 - 2x4 II 4-2-3 4-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.22 Vert(LL) 0.02 4-5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.12 Vert(TL) 0.04 1-2 >449 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 22lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3 = 1 21 /Mechanical, 5 = 327/0-10-10, 4 = 35/Mechanical Max Horz 5 = 101(load case 2) Max Uplift3=-131(load case 5), 5=-232(load case 2), 4=-43(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 35, 2-3 = 26, 2-5 =-296 BOT CHORD 5-6=0, 4-6=0 WEBS 2.4=-0 NOTES (6-5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 If 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 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 232 lb uplift at joint 5 and 43 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 96.81b up at 1-5-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 13 GGrrJJ++ LOAD CASE(S) Standard ...........•/ 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 F10 Uniform Loads (plf) •'GL :• : Vert: 1-2=-74.0. 2.3=-74.0, 4-5=-20.0 Concentrated Loads (lb) Vert: 6 = 11.9 No, 4• j 161 0 : SiT'ATE OF R10•!''.[. ss oNAL March 13,2002 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 0 Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vetticalty. Applicability of design parameters and ptoper Incorporation of component is responsibility of building designer - not truss designer. Btacing shown is lot lateral support of Individual web members only. Additional temporary bracing to Inswe stability duting construction is the tesponslblllty of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For genetal guidance tegarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, OSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Bale Institute. 583 D'Onofrb Drive. Madison, WI53719. NaiTe k® Symbols Numbering System AGeneral Safety Notes 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 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each u a other. o WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i ;, , ; Q joint and embed fully. Avoid knots and wane plates I/8" from outside edge of o_ a ° at joint locations. truss and vertical web, a o 4. Unless otherwise noted, locate chords lacesP at I /4 length(+ 6" from ce C, panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in A J8 J7 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 MlTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, ' PANEL TM CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,01 V HYMMA11R 0 s 1 } A Job I rusS I rusS Type JUNAIDIE BUDIMIAN PE #45161 ty y 12177880 DR1 732E S4 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, A 33331-4627. o tional) A A- L, MiTek Industries, Inc. 1 s Aug 1 r e n ustrles, nc.Wed Mar 1 age 1-5-0 3-7-2 1-5.0 3-7-2 Scale 8.5 3 3.54 r1F 2 1 5 4 2x4 = 3.7.2 3-7-2 LOADING (psf) SPACING 2-0-0 CST DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.04 1-2 >540 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min Well = 360 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-7-2 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 81 /Mechanical, 2 = 306/0-1 1-5, 4 = 24/Mechanical Max Horz 2=89(load case 2) Max Uplift 3 = - 1 05(load case 5), 2=-202(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29, 2.3=-49 BOT CHORD 2-5=0, 4-5=0 NOTES (6-5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it 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 II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 202 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 21.61b up at 1-5-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard ` iE 31) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 p Uniform Loads (plf) ,..••••. • 2-4=-20.0 AQIFIsrConcentratedtedLoads (lb) Vert: 5 = 21.6 1k ' No. 4 5161 P '; SPATE OF 4 YVAL March 13,2002 A WARNING - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectots. This design is based only upon parameters shown, and is for on Individual building component to be Installed and boded 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 membets 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. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OS7-88 Ouollfy Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Brocing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. IV iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 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 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each u w other. o WEBS JS Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate Qv ` ; ' ; joint and embed fully. Avoid knots and wane plates I/8" from outside edge of o a ' at joint locations. truss and vertical web. a O 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" from ce C, u panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 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-Nall Jolnt/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. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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, 4e 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. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM PANEL CLIP erection and installation of trusses. 4 1993 Mitek Holdings, Inc. FORM018,019 HMRO,AZR® r.: u r .p I i 10-4-0 I8-6-0 i;_,&RrII _0: ALL BEARING WALLS TO BE PLACED L I1 PLY HGR. CTICE! ! REVIEW ALL SPAN DIMENSIONS- -BRG. WALLS PRIOR TO SETTING TRUSSES.. lI& 2 PLY HGR. IEMGNEEREO DRAWINGS--LOADING--PITCH AND OVERHANGS L- - — - - WALLS SHOWN ARE TO BE BEARING_. - —5 d 13 PLY HGR. LSIGNED APPROVAL: X- ACCU SPAN 407-321-1440 BY: T.H JOB NUMBER: DR1732E i DATE: 3-6-01 CUSTOMER: D.R. HORTON 1 JOB NAME: 1732 t' ELEV. PITCH. LOAD:SHINGLES 5. 12" BRG: BLOCK PLOT PLAN DESCRIPTION: A- PTRCE l OF LAND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST, CITY OF SANFORD, S MINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE NORTHWEST CORNER OF LOT 25, BAKERS CROSSING PHASE 1, PLAT BOOK 60, PAGES 27 THROUGH 29; THENCE RUN N00'25'30"E A DISTANCE OF 89.73 FEET; THENCE RUN S89'33'46"E A DISTANCE OF 3.38 FEET; THENCE RUN NOO'25'29"E A DISTANCE OF 195.00 FEET; THENCE RUN S89'33'46"E A DISTANCE OF 290.00 FEET TO THE POINT OF BEGINNING; THENCE CONTINUE S89'33'46"E A DISTANCE OF 50.00 FEET; THENCE RUN S00'25'29"W A DISTANCE OF 116.19 FEET; THENCE RUN N89'17'34"W A DISTANCE OF 50.00 FEET; THENCE RUN N00'25'29"E A DISTANCE OF 115.95 FEET TO THE POINT OF BEGINNING, CONTAINING 0.13 ACRES t. NOTE: WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE PROPOSED USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAN IS BASED ON. ROSE HILL PHASE II POINT OF LOT 6 LOT 7 BEGINNING 50.00' S89'33'46"E S89.33'46"E t- 290.00' ,A ll LOT 9 DRAINAGE TYPE A W ). NO r . ., 1 " = 30' I GRAPHIC SCALE Ln r -9.0: 0 15 30 O ATIO Z 5.0' 5.0 4a o' LOT 8 L]J 40.0' o) 0) LOT 10 N- 0) N MODEL 32 — S89'33'46"E uj to FINISHED, FLOOR N W 3.38' .— O R ELEVAnoN.48.0 55.0 3 O— O O Mo z El Lrn CN Oi O DO COVERED O ENTRANCE Z ]v I ].Y R .i.... b 7.]' 5.0 15.6 POINT OF •> COMMENCEMENT J-;-AM-ACENT FLOOR SLAB ELEVAT;ON UST BE 16" A^ • r- t... : ROV'vlLOT2510' UiIL1TY EASEMENT :': BAKERS CROSSING — — I • c'".`.'f.. ROAD UN`ESIPLATBOOK60 PAGES 27-29 R. N89.17.34W OTHERWISE APPROVEDR. 50.00' I OIutlI PT _ _ 1_08.01' _ I _ _ _ 393.17' CENTERLINES N89'I7'34'w 561,18 - RIGHT—OF—WAY BUILDING SETBACKS FRON T: 25' REAR: 20' SIDE: 5' PREPARED FOR: CORNER: 15' D.R. HORTON MINIMUM LOT WIDTH 50 LOT 9 CONTAINS 5804 SOUARE FEET t THIS STRUCTURE CONTAINS 2180 SOUARE FEET t TOTAL CONCRETE 519 SO. FT. t TOTAL SOD 3105 SO. FT. t 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF Tf IE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 25 BAKERS CROSSING PHASE 1 BEING N89'17'34" W PER PLAT. FIELD DATE:) REVISED: SCALE: 11" = 30 FEET APPROVED BY: WRM TRACT A UNNAMED ROADWAY 50' RIGHT OF WAY LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH CENIERLINE POO POINT ON BOUNDARY POL POINT ON LINE RIGNt OF WAY LINE PCC POINT OF COMPOUND CURVATURE x PROPOSED ELEVATION POC POINT ON CURVE OR OFFICIAL RECORD PROPOSED DRAINAGE FLOW PD PLANNED DEVELOPMENT CONCRETE o DENOTES DELTA ANGLE L DENOTES ARC LENGTH LB LAND SURVEYING BUSINESS C.B. DENOTES CHORD BEARING LS LAND SURVEYOR PC DENOTES POINT OF CURVATURE PRM PERMANENT REFERENCE MONUMENT PI DENOTES POINT OF INTERSECTION PCP PERMANENT CONTROL POINT PRC DENOTES POINT OF REVERSE CURVATURE P) PER PLAT PT DENOTES POINT OF TANGENCY M) MEASURED TYP TYPICAL CALC) CALCULATED A/C AIR CONDITIONER FIND FOUND COW CONCRETE BLOCK WALL C/W CONCRETE WALK RP RADIUS POINT S/W SIDEWALK R RADIUS CP CONCREIE PAD CS CONCRETE SLAB PB PLAT BOOK C CHORD LENGTH PGS PAGES R/W RIGHT—OF—WAY NG NATURAL GRADE ORD OFFICIAL RECORDS BOOK SO. FL SQUARE FEET AMERICAN SURVEYING & MAPPI ERTIFICATION OF AUTHORIZATION NUMBER LB 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801- (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. FOR THE FIRM WILLR. MUSCATELLO JR. PSM//4 28 DATE JOB NO. ASM40133 DRAWN BY: METES & BOUNDS 05/13/03 SOD LOT PLAN 3-11-03 CKB 1 CAUL. BETWEEN B.V. ONE By WOOD CONCRETE O?. WCIGp BUCK t (BUCK WIDTM) BUCK BY OTHERS MASONRr OPENING nAS'r, OPENING 6r OTHEP.S / gY OTHER' INS iaLLA T10N ANC)¢!R ONE B7 WO00 J/16' DIA, taPCON CAULr. BETWEEN BUCK By OTHERS WINDOW FLANGE (7 ST L WOOD BUC• ( • MIN Br a EHBEOn_Ni SHIM AS REO'D. 1/(' NA X, RIGID VINYL (SEE NOTES) GLAZING BEAD INSTALLATION ANCHOR ( TYP.) 3/I6' DIA, TAPCON STUCCO SHIN AS REO'D. BY OTHERS 1/4• HAIL GLASS PCRIMCfCR ( SEE NOTES) IT YP.)(SEE NOTES) CAULK BY.OTHERS FLANGE TYPE FLAMGC TYPE WINDOW FRANC WINDOW FRAME , JAMB CAULK BETWEEN RIGID VINYL HEADER WINDOW FLANGE o 6 WOOD BUCK• PERIMETER GLAZING BEAD CAULK TrPJ GLASS By OTHERS pOv (TYP.) (SEE NOTES) v.vItVINDOVWIDTH) eJ( BUCK CAULK 6ETVEEN WINDOW HEIGHT) FLANGE L PRECAST SILL . V/ VULKEN IIb AD/SilvE CAULK. OR APRv-0. EDL" SECTION B—B A A NGE TYPE PERIMETERDOv FRANC CAULKL BY OTHERS T W.W. ECAST SILLOTHERS SECTION -A A e C NOSES 1) SHIu AS RE00. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/.-. U E 2) WINDOW FRAME MATERIAL: ALUWNUW ALLOT 6063. I t- 3) INSTALLATION ANCHOR, uUST BE OF SUFFICIENT LIM. TO AC:IrvE / MIN. Eu9CDuENT OF 1-1/4' INTO MASONRY OR CONCRETE. A)" USE-SR1CONIZEO'ACRYLIC.. CAULK BEHIND WINDOW FLANGE AT'AEAO --- .. KJAues. SILL uUST BE ATTACHED TO THE SU3S7RATE WIT:( J VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL. 5) USE SILICONtZEO ACRYLIC CAULK FOR PERIuETER SEAS AROL-NG W.)•-!, Ex TER:CR OF WINDOW FLANGE. - F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR. C.HART, US_ ANCHOR. C•JANTITY LISTED "IN NEXT, LARGER SIZE. FOR :=° / APPROORaTE DESIGN PRESSURE REO'D 7) GLASS T.•:ICKNESS uAY VARY PER Thr ASt:IREuENTS 0: AST. LE1300GLASSCHARTS a) LETTER _SNGuigNS ON THE TAPCON LOCATION CHART INpNU:: WHERE TA?CON ANCHORS ARE TO Sr WSTAV-10 WHEN USLN7 T- 1 1EXTERIORELEVATIONASAKEY ' 9) ALL FACTCPY APPUEO CILES NDT OESIGWE0 FOR TA.=CC'N ANCHOR SHOULD BE FLLE0 WITH j•° SrP.EWS 0: YJ::,LoEs: LT-. TO PROw:cr YIN, 5/: IN EmSEO.rrNT INTO YdAQ0 euiz. .. __ 10) FLORIDA EXT.:VOERS IC=,O SEF.IEi SINVLE ^.uh; S W.., :-IS PRINT AL SD APPJES T FLOF.IOA Et:nl''E:i 15•'IG A_ _ :•:{C _ I j_-1 / LtSERIESSaGLEHUNG-c , r I I O INJV STRIJCTSA_ TAB• Sy SUFFIC:Eh: _ENG _ _ I_il i,-!/a' a:n=v_<iuEh' : Vi _ •i', '_ N rJl%i*1 =i. T '` r'• ALL :7NE E r.• CAULK BETWEEN WOOD BUCK 6 MAS'Y..OPENING BY OTHERS CONCRETE OR MASONRY OPENING By OTHERS 1? G43 4j r r B Ofi a +V V TAPCON LOCATION CHART CALL BUCK 1LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 30.3 To -0- 4i, To 7oPsr 3oPv To 6E1V .1P57 TO 70.v 12 isVa x 25 8 e F.c /,G I] Ia 1/a 1 37 3/a 6 B F,c F,G la Ia 1/a A .9 5/6 8 B F,G F,G 145 le 1/a 1 55 IP B e F,G F,O 1S isVe 1 62 8 e r•c F,O 16 . 111 I/a x 71 B F,c F,GJU 17 1 I a 1 83 FG FG 1 IN2 25 1/2 = 25 B e IH3 25 1/I 1 37 3/6 8 8 F.0 Ina 23 1/2 x .9 5/a 6 8 F•0•HJ 1 N45 25 1/2 ASS 1/• 8 8 F,cJV IM5 25 I/21 62 8 8 F.cJU HIS 25 1/2 a 71 g B F,cJU IH7 SS 1 2 1 e3 8 8 K F,cJx 30 1/2 a 25 29 1/2 1 25 30 1/2 . SZ 3/a 29 1/2 1 37 3/a 8 8 f•G1/2 50 5/a 29 1/2 1 .9 S/a 8 8 F.G.MJ301/2 . 56 1/. 29 1/2 1 55 1/• e 6 F.G.M1301/2 KF 53 29 1/2 1 62 8 6 F,GJSJ501/3 72 29 1/2 X 71 13 6 IJ F,O.HJ301) a. 29 12 1 a3 e 8 K F.c.). K36x252336. 371/6 B a F,G2a361 •9 5/a 8 e F.G.NJ2.5 35 , SS W 8e F,c.NJ2536161IF,GJU2636X71sBO.E.F,GJIJ2)36 1 a3 8 B F,GJ4J.K 26 1125 2 . SB 3/6 1 : 37 ]/E 8 rA F-G M1 2 S0 s/a 1 1 •9 5/e 8 9 F•e ,G•HJ 1 . s6 I/. q , SS I/. 8 6 F.G.H,I F.G- a2 63 1 1 67 8 8 F,GJIJ O.E-F•Gmi 2 72 7) B 8 F,GJIJ O.E.F.G.-i a , ea 1 1 E! B a F.GJ.K F.CMJJ.K as 26 U 1 23 B A.0 r.cl a . 3e 3/3 I 37 3/3 8 A.0 F.G F.OJ(J 3 . 50 5/s 7 . .9 5/3 B A.0 F,G F,C.HJ 5i 1/. 7 I SS 1/. a A.0 F,G MJ JF.eJ• 63 u 1 62 8 A.0 F.c,H.1 0.£.F,cvJ4. S . 72 7 1 71 a A,CA. F.c.M.1 O.E.F,GJY.1 a7 . a) F F HI r 32 52 1/3 1 25 8 A,C F.c F.c SJ 77 1/0 77 3/! 8 AC i,c F,G,M,1 3. 52 1/3 X A9 !/a 6 A.0 PpJIJ F.O.HJ 345 52 1/a 1 55 1/. a A,C F.CJI,I O.E.F.GJI,1 52 1/a..1 62. a - - _ A,C rA.IA -—O.ELGI+J. 36 s3 V3 X 71 a A,C F,c!NJ 0.£.F.c NJ p 51 1/5 . 67 a.0 F,c.l.r. D.Ef.G.JJ..J.r. 37 S)ZE NOT AVANLLLE IN ICOO OP. ISOO SERIEi. FLORIDA EXTR DER'S) SANFOPD. FLOPi A I, TITLE: INSTF'_LAT!0N DpAwo av:: ; i APPPOVED S : 1Ij /! I=-/IJ' ;_"CALE:..'S IDu'r_... -LEXu I I = R SHEATHING By OTHERS 8 WSTALLATfON ANCHOR SCREV ITTPJ EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS rim FRAME HEADER VICDVKIT EXTERIOR PERINETCR CAULK BY OTHERS CXTCRIOR rlmiSm BY OTHERS 8 INS TALLAi ION ANCHOR SCREV (tTP.> SHEATHING BY OTHERS 1' ,ax6Ep(NI III•.•-- VN' . •8 INSTALLATION CAULK BEHIND rIN I WIN SVKC ANCHOR SCREV (TTP,) TVO BY BUILD B, rRAHINGSHINASRCO'D. I 'IT OTHERSSEENOTES) DOVN BY OTHERS I i CAULK BEHIND FIN FIN FRAME JAMB NOTES' ' SHIM AS REO'D. 1) SHIM AS REO'D. AO.IACENT TO EACH INSTALLATION ANCHOR WITH LOAD SCARING SEC NOTES) SHIM, MAX. ALLOWABLE SHIM STACK TO BE 1/4'. GLAZING (TrP. 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. SEE NOTES) Vr MAX. 3) USE StLICONIZEO ACRYLIC CAULK BEHIND WINDOW FIN At HEAD. SILL & JAMBS. 1• KK VICE A) USE SM)CONiZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF O(BCI(KIqyl WINDOW FRAME. ' S) GLASS THICKNESS MAY VARY PER THE REOWREGEC iS OF CUSS OUALCHARTS. SINGLE GLAZING IS SHOWN. INSULATING CUSS IS ALSO OUALIFIEO. ALSO SHEATHING 6) SCREW ANCHORS AT HEAD, SILL & JAMBS SHOULD BE IS SCREWS Or SUFFICIENT Br OTHERS LTH. TO PROVIDE MIN. I IN. MIN. EMBEDMENT INTO WOOD FRAME. PLACE /B SCREW ANCHORS 6' FROM CORNERS AND 24' O.C. MAX. EXTERIOR 7) BUILD DOWN AROUND CURVED PRTTON OF WINDOW FRAME TO BE ENGINEERED BY EXTERIOR FINISH OTHERS. BUILD DOWN MUST BE OF SUFFICIENT STRENGTH TO AOEOUATELY BY OINERS TRANSFER LOAD FROM WINDOW TO THE STRUCTURE. 8) FLORIDA EXTRUDERS 1000 SERIES DESIGNER WINDOW SHOWN. THIS PRINT ALSO APPLIES TO FLORIDA EXTRUDERS 1750 SERIES &, 2000 SERIES. DTN PERIMETER CAULK 9) ELEVATIONS SHOW COMMON CONFIGURATIONS. IT IS NOT INTENDED TO LIMIT USE OF BY OTHERS THIS PRODUCT TO THESE TWO CONFIGURATIONS. THIS SHEET APPLIES TO ALL CONFIGURATIONS THAT CAN BE MANUFACTURED FROM THE 1000, 1750. & 2000 SERIES DESIGNER FIXED WINDOW FRAMING SYSTEMS. SECTION B—B10) WINDOW UNIT CAN ALSO BE MULLED TO OTHER UNITS USING ALUMINUM TUBE MULLION. SEE MULLION INSTALLATION SHEETS FOR REQUIREMENTS. GLAZING (TYP. SEE NOTES) FIN FRAME SILL SHIM AS REO'D.— SEE NOTES) / L Snly PACE T•e a, ExTERjOR ELEyAT10N r:AM:NG 9, OTHERS CAULK BCM:NC FIN 4R OWE.ILE SEC i 1C"Il S-A M11 EXTERIOR ELEVATION FLORIDA EXTRUDERSINTERNATIONAL. INCSANFORD. FLORIDA TITLE: FIN INSTALLATION DETAIL DESIGNER FIXED WINDOW 1000, 1750, & 2000 SER' S 2002 DRAWN BY: BB T APPROVED BY: DATE:02/14/02 SCALE:NTS JDWG: FLEX0037 ONE BY BUCK BY OTHERS L04"EBA. SHEATHING VINDOV PLy%pWD (TYPJ BY OTHERS EXTERIOR F[NTSH BY OTHERS PCRTMETER CAULK J BY OTHERS v1NDOv FRAM HEAD WINDOWNE1GHf EXTERIOR VIMDOV FRAME - SILL PERIMETER CAULK BY OTHERS EXTERIOR FINISH By OTHERS INSTALLATION ANCHOR 10 SCREv BUILD DOVN BY OTHERS ALSO APPLIES TO SILL) 1) NOTES M AS REO•D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4•. 2) WINDOw FRAME MATERIAL: ALUMINUM ALLOY 6063. 1-3/8• MIN. 3) TAPCON INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LTH- TO ACwEK EMBEDMENT MIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCREYL /10 R(STALLATION ' SCREWS AT HEAD & JAMBS MUST BE OF SUFFICIENT LEHGfH TO ACHIEVE 1-3/8 MIN. EMBEDMENT TIRO w0pp FRAMING AND BUILD DOWN WHERE REWIRED. INSTALLATION ANCHORS & SCREWS TO BE PLACED 6 IN. FROM CORNERS.& 24 K O.C. MAX. - • . .. ..... • . •:,-6 .''a. }Sr2;:; a. USE SILICONIZED ACRYLIC CAULK BEHIND W040OW FLANGE AT HEAD. SELL *'JAMBS 5) USE UJCONIZEACRYLIC DCA" FOR PERIMETER SEAL AROUND EXTERIOR OF ri FIANCE. '"` 1/ 4' MAX WINDOW .. .. .' .. :•.: , 6) CLASS TN1C1(NCSS ALAI VARY PER THE REQUIREMENTS OF ASTM'E1300 CLASS r SHIM SPACE CHARTS. SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO pUALIRED 7) BmD DOWN AROUND CUR40 PORTION OF WINDOW FRAME' TO BE ENGINEERED BY OTHERS. BUILD DOWN MUST BE OF SuFftMNT STRENGTH TO ADEOUATELY -. .• TRANSFER LOAD FROM WINDOW TO THE STRUCTURE. 8) FLORIDA EXTRUDERS 1000 SERIES DESIGNER WINDOW SHOWN. THIS PRINT ALSO , APPLIES TO FLORIDA EXTRUDERS 1750 SERIES & 2000 SERIES. . ' 9) ELEVAr*mS SHOW COMMON CONFWURATONS. (I IS NOT INTENDED TO UwT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS. THIS SHEET APPLIES TO ALL SHIM AS REO'D CONFIGURATIONS THAT CAN BE MANUFACTURED FROM THE 1000. 1750• h 2000 SCE NOTES) SERIES DESIGNER FIXED WINDOW FRAMING SYSTEMS. 10) WINDOW/ UHIT CAN ALSO BE MULLED TO OTHER UNITS USING ALUMINUM TUBE MULLION. SEE MULLION INSTALLATION SHEETS FOR REOXREMENTS. GLAZING ( TYP. SEE NOTES) SHIM AS REO'D SEE NOTES) BUCK HEGHT L '/' MA EXTERIOR ELEvAT10N SHIMSPACECADLK BETVEEN G VINDOv FLANGEI ONEQ1BUCK BY vOGD 1 _ H/A- U.CENTRAL FLORIDA B. 0. A. F. CAULK BCIvECN Eu3EpuENr VOOD BUCK l KASOOPENINGlAlA U['tt CII QJ ER 1\t91F1Y1 : BY OTMER$ F4E DDONE BrvOt—• X N BUCK Br DrHERST CONCRETE OR SECTIONA —A \INiiALL iITt ANC!:CP. By OTHER$ ]t16' Cia Ir•.%CDN -r` r1 ' g. EMBEDMENT BUCK VIDTH I/( u". SHIM SPACE CAULK BEIvECN. Iva By BUCK ... TvO BY FRAMING &.CONCRETE By OTHERS 'BT OTHERS SHIM AS RCO-D ' ram• T;•. INSTALLATION AfQmR .t= SEE MOTES) SORE li:- cam" •'1r 4. JAMB y yt 7 -<+• 7,(' S f y,(,,'ST VIN(bV FLANG[p i -. 41 I-. SCE FUTCb t .... hT(X`c, •y%rr' t b' S [ . tiM1 Y'"• fL, N C[CRETE f w PERIMETER CAULK t" ,!. B . pRTKTRS T vk . B OTHERS VINDOV VIDTHEXTERIORFINISH a SECTION B—B BY OTHERS ay*i; WINDOW WIDTHI WINODW HEIGHT B B AEXTERIOR ELEVATION FLORIDA EXTRUDERS'" SANFORD. FLORIDA TITLE: FLANGE INSTALLATION DETAIL V/ FRAME BUILD DOVN DESIGNER. FIXED WINDOV 1000. 1750• s 2000 SERIES DRAWN BY:Bd APPROVED BY: DATE:02/12.102 I SCALE: NTS jDWG.: FLEX0036 R SHIN AS Rf'D'D INSTALLATION ANCHOR SHEATHING SEE NOTES) L8 SCREV BY OTHERS CAULK ¢ETvEEN DOOR TLANGE iV0 BY v000 L SHEATHING By OSIERS i vI I vl 1/V MAX SHIM SPACE I-1/8' MiN. --' EMBEDMENT STUCCO iR SIDING BY OTHERS SLIDING GLASS DOOR FRAME PERIMETER HEAD CAULK BY OTHERS u W TEMPERED GLASS (TYPJ j,"") {+• . w '7 `,'1. DOOR 3'.!;•.tlfA..i !^G i.i.` c' - HEIGHT IDA uDF S ax SLIDING GLASS DOOR rRAME TILL DOOR VIDTH /K- MAX. anln TVO ¢Y VQQD 1-1/8 MIN. BY OTHERS EMBEDMENT SLIDING GLASS DOOR `RAM JAM. SLIDING CLASS DOOR sMiM As R;o•D. HOOK STRIP SEE NOTES) INSTALLATION ANCHOR 8 SCREV TEMPERED GLASS CAULK BETVEENTYP.) DOOR iLANGE L SHEATHING PERIMETER J S— SHEATHING BY OTHERS CAULK OTHERS STUCCO TEMPERED GLASS — C T YP.) OR SIDING HT OTHERS SLIDING GLASS DOOR INTERLOCK SECTION B-B INSTALLATION AN'CHQR a SCREv Tv0 BY VOOD BY OTHCRS CAULK BETVEEN HOOx STRIP L SHEATHING SHEATHING --I BT OTHERS STUCCO OR SIDING BY OTHERS HOOK STRIP DETAIL 1-1/8' MIK EMBEDMENT N D9 I wiLLATI ALVIINIPI ALLOT 60612) •9 WS10, I T O WOOD, TA ,Nit SC Q $TAT ATIOK LCNGTN TO ASELL t Mtn. CNSED,CNiOF1-1,B' INTO TM T IAPC6, TYPEKI WSTALLANT 1-1/4S M Slt1 AQT R7 OFAST.LL T1 . A.CP TO ACHIEVE Nlll Or T. 1 Q 1-v• Wi0 w:O,ar CF C GRCiLITINSfAL1•ONI .D ACRYLICCIC C ON BACK 7 ONIS SNEL I. USC S[LICONIZLD ACRTLK E.VLK B[NIM DOW. rLA,GL AT AQAO L )ARMS. SI USE SILICCNIZCD ACRTLIC CAULK FOR P(aD[tCR SEAL ARo_wO EAtERtOR OT DOW. 6, IF C ^CI DOOR SIZE IS ACT LISTED I- ANCHOR CHART• USE -CACIR OLA—firT LISTED VITA NCXf LARGLR SIZE. FOR N( APPROPRIATE DEVGr PRESSIRE REDID. 7, FOR POCKET DOOR SIZES VSE CLCSCSI WASS DOOR SI7C L COWICADD, GTIr0rQiswCo OENIN4 PLACE InSr. LL.I1M_-C"EVS. IN raOn1-Or ,O: STRIP AS SMO—. D, CLASS TNICKNCSS w —Al PER RECUIRLMCNTS Or .Sin CI)OD GLASS CHARTf 9, ODOR G VRT ISAPPRDVCDUSINGTEMPEREDCLAS: In SImCLE GLAZED DR INSMATIGLASS. ID, IAAS , SILL C6b2aS ARE TO SE SLALED VITA • SA•LL JOINT SCAM SEALER. 11, SN1M AS REO'D. Al. CA. SET O INSTALLAITON ANCHMS. MAX. KLOVARLE %MIA STACA TO IE 1„•. 12, ALL r* x,RCRExTSAuCMo ImG M AM O CCRRO:tCm R[SISI•NT w AP?P.. 1), ALL INSTALLATIONa• LHfi MOVI,6PANELAND r RCPRE:O,, R SIAED PAKL •„PROVED ii f] CONCIEURATIa: ARE A: LISTED 6" AKNOR CAART ON SACK Or THIS S,CLf. I / I E X T E P i U R ELEVATION N, NOT ALL EOK'. '3.9IDNS LISTED •ROVE ARE t>a.M C Mt; DRAYWG. FALL VEa WSTALL.f IOM 1 i En EE DNEN: furls: 'A -A'. 'S•!' L Mw7K STRIP 0.Ta;t •PPLr 7C InSfKLALION O ALL •+:PROVED C / 11 d . 1-1/ a' MIN. D COKlfCIr NS. 2 PANEL DLL).. S 1Q/ N n, FLORIDA0• ICS AAD t00o SLVTE: Su InG Q•sz Dma Is fWvn. TAIs PatnT ALSO lEs rO d A ZCOO SERIES .ND SOD SERIES. IBERALLi APPLY CAULKING UNDER SILL OR SET SILL IN BED — INS7ALL A1iQN ANCHOR OT CONCRETE 3,:5' 0:= TA: CQN / S`C I 10N A -A / L F p ?1120132 ir REVI DESCRIPTION I DATE i INi ExT- L P, I D A !NTR[NC Ps SarTFo4D FL. TITLE: SLIDING, GLASS DOOR INSTALLATiON WITH r8 SCREWS DP_wN BY: ?3 I APPPDVED BY: II IDATE: !2/!7701 SCALE: Ni: IDWC. rz !Ex7J27 S.'1 I O i I.oe P.v./2 siGI SILL da y 3/4 Sri TAPP;NO SMS e P- X 1/E TULE MULLION SEALANT SETVEE V[NDaV FLANGES L MULLION SEALANT SETVELN' u '--4e X 3/4 SELF vINDO': FLANGES ' COO SMS L Yam :CN ,,a0 SY HFAD cIYP.) SEALA;IT EETVEEN _ VINDav FLANCES SECTION A —A. W t M.lLLION r SILL (TYP.) e X 3/4 SELF TAPF:;NG SMS i X .. 7/14 X 1/e T+UBE HULL ION SEALANT eETVEEN V!N3'3V FLANGES' L MULLION OC X 2/4 SELF 1c G S.H. TA?2i..G SMf HEAD (TYP.) S'AL.ANT SETVECN S _C T ION A -A. Q viNDav` F(p.:GEs L MULLION OOG' P.V./E IGNEK SEALANT cETVEEN SILL (TYF., V[r: Cr4 FLANu' T ^9 ,X 2/c SE F L ML'LLi3N IAPPiN:i SMS x i/F I UN iC I L: r 1000 -Q /DGN_rR J SILL (TYP.)- i x : x _iE T" EE MULL:CN 9 TYPICAL L+ULLIO N TO CONCP I L ,?AME ArPLIES TC ,!AME WHERE . X 4- Q L' 2' X 4' TU9= MULLIONS A.:: US_C'; CONCRETE OR HASONP': — EY GT:i:RS ONE eY VGO^_/ ii6' Ct 5' OTHERS Q Imo- l ENTRAL FL©LIMA B. Q. A. S . TA X 3/4 SELF Gitc S.F'_ TAPPING SMS 1i11uVU FI ACS UYLER lUIE: 1_ Au (TYP.) f==uDEP:S SECTI' 0N A —A (2) r I000 P.V./DESIGNER I SP_L cTYP.) S X 3/4 SELF SMS TAPPING1 x e lnn. P.V./DEirr_.NE.r< LL , SILL (TYP.) x3/e Tu:_ MULLION r E A SELF TAPPING SNS 4 x fi 1r U 2 Mi . / SEALANT EET`:EEN VINO FLAN'_E - DOE Y 2/4 SELF laic S. . TAPPIN= SMS HEAD ( TYP.., S= CT!^N A. -A. E, f-- MO P.'../DESIGNER TYP.) I etc X 2/4 S'-_F F'= P:NG SY.S x 4 X 3%6 Ir- 3/ e LION 1q. prime ---- LATIOK AN_r?_; 3/:E' TAPCG.`: __ RZY AN:r._4 cT7 .. Ex TERN-.L YULL;ON INSTALLATI- N _6 I 1 1 N r t_ t I l I I 4 Ir,J 1 1/4' MIN. LM= G L'I'Lf' T voe. ED FROM _X7c"JOR OD S.N. - - FLORIDA EXTRUDERS' SA FORD, F FLORIDAI — TITLE:_= Y. sHI. I •Jf _ 7, 7 T : ..I I I I CF- f`-UL ii1 DRAWN EY: i i'.: I APPROVED 9Y: t/-.-.. _ :'? a 'r..Tr.: _ .. cC.U.F.: Ifl'NG.: '•'., i. , a _ l X 2 x 2/2 IG4G S.1i _ J/ - X 2 X 1/_ -ci Sr, i 1 1 cc ,v,::: L 1 TUx= N• n L: V JAI?E (TYrJ TUBE .uh n2 X './2 SELF TAF-P1NG S".S 1 SEALANT BETwL--: ' V:Nax_•v FLANGES a MLILL10" X !-2 S `r TAPPING SMS SECTION A —A. 1 1 X 2 7/16 X i/6 TUEE MULLIuN JAM2 CTYFJ JAM (TYP.) c5 X I/2 SELF TAFPL4C SMS 1... SEALANT BE T V c--NVINBIIVFLANGES 6 MLLUGN L- 5B X 1-1/2 SELF TAPPING SMS SECTION A —A -!Sll X e )( TUBE M'JLLI^N S:1` Jn? ;; •fo.l 1 I 02 X 1 i 2 SE'_ TAFPi*,G SMS 1 SEALo"T' BETVEEN Yi";mv FLA.4-ES 42 X 1-1/2 SELF TUcc r?UU_ii': TAPPi,: i SHS SECTION A —A (2; X E Ill<_ X 3/2 1007 S.M. r iL'BS MUILIGN JAMB (TY?.) G X 1/2 SELF TA_PPlN'S SMS 16 ON_ EY WOOD_ `-AN f- 1 GTHERS 1 1/4' NIN. FY • . ' a QEN.BEC,YENTI Q \ • t I S INSTALLATION AN-- QR 3/16- M TAPCQN SCPEV ANCHOR (TY=. i EXTERNAL Y.ULUON I j INSTALLATION CLIP TYPiCAL MULLION TO CONCRETE 0 HEAD r?ULL1CnJ I it(APPiJES TO HEAD & Sit•WHERE 1' X 5 lam& 2X - IUEE I. WO.•1S A4E USED) L— v j r TA! L kE X 1/2 SELFI INSTAL4TIGN ANCW-f TAPPING + S MA. TAPCQN SILL CLIP s 42 X 1-1/2 SELF SEALf F:T ETVEEN VINTG' V FLANGES '1 1 1/1, HIS. V r iNnA T 'cETV£EN TA.PFiI>•3 S,^VS S. NULUDf +, IN_: FLAr:G_S EMBE•; HENT I iB Q SELF TAPPING SMS --_TAIL ! 5- SiLL By QTFkR` xtl te.riY i i .1To- i R Gi,TiiTSON<L ANC^arts, V;=N Rc:...iREU) i X e X. 2/6 _ ice._ ------+ J E MU4 LIEN AT 6y • " iil INTOij ! r--_—' Qu" _ I I iouvA ter A. EE.', O Ul l I — i O _ Es '!. i ? SELF j to EV,'_FR-:! EXTEF;CP y INTERNATIONAL. INC I FLORIDA EXTRUDERS SANFORD, FLORIDA TITLE: = r'. 1OC'-. -c':U L.`-:'__ JHc- I 1 :3F - 11RewA.° P%0'1ED BY: MIAMhOADE MIANTI-DADECOUNTY. FLORl METRO -DARE FLAGLER BUILDI' PRODUCT CONTROL NOTICE Or ACCEPTANCE Pren]dor Entry Systems 911 E. Jeferson, P.O. Box 76 , Pittsburgh ,KS 66762 BUILDINC CODE COMPLIANCE OFF] MEI RO-DADS FLAGL RR nUILDl 1.10 w1:S"r rLAGt.CIt S"1'IiliL"I', sure: I MIAMI, FLORIDA 33130.1 305) 375-2901 FAX (305) 375.2 CONTRAC'COR LICENSING SEX.71 305) 375.2527 VAN (305) 375•: CON•I•ILVII'olt t:rOliC.t:au:wr t)t1'ISi 3us) 373.7966 I -AN (305) 375-: PRUI)uc r CONTROL. un•IS 305) 375.2902 I:r'X (305) 3724 Your application for Notice of Acceptance (NOA) of El3tergy 6-8 S-VV/C Inswing Glazed Double w/sidelites Residential Steal Door under Chapter 3 of the Code of Mia,ni-Dade County governing the use of Alternate Materials and Types Construction, and completely described herein, has been recommended for acceptance by the Miami -Da( 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 t product or material at any time from a jobsite or manufacturer's plant for quality control testing. If product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend use of such product or material immediately. BCCO reserves the right to revoke this approval, if it determined by BCCO that this product or material fails to meet the requirements of (lie South Flor Buildin; Cede. The expense of such testing will bc! incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.25 EXPIRES: 04/02/2006 Raw tcoanguez Chief Product Control Division THIS IS THE COVCRSHCET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GCNCRAL CONDITIONS BUILDING CODE & PRODUCT REVIEW CONIN11TTEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildi Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions forth above. APPROVE D: 06105/200 i Francisco J. Quintana, R.A. Director Miami -Dade Comity Building Code' Compliance Oflic 10 Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVEDJUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE- SPL,CIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.27 which was issued on April 28, 2000 approves a residential insulated door, as described in Section 2 of this Notice of Accepta designed to comply- with. the South Florida Building Code (SFBC), 1994 Edition for Miami-[ County, for.the locations where the pressure requirements, as determined by SFBC Chapter 23 not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-NV/E Insiving Glazed Double Residential Insulated Steel Doors Sidelites- and its components shall. be constructed in strict compliance with the follo% documents: Drawing No 31-1028-E`V7I, Sheets 1 through 6 of 6, titled "Premdor (Entergy Br. Double Door with Sidelites in Wood Frames with Bumper Threshold (inswing)," prepare( manufacturer, dated 7/29/97 with revision C dated 01/11/00, bearing the Miami -Dade Coy Product Control approval stamp with the Notice of Acceptance number and approval date by Miami -Dade County Product Control Division. These documents shall hereinafter be referred t the approved drawings. 3. LIMITATIONS 3.! This approval applies to single unit applications of pair of doors and single door only, as shown i approved drawings. Sin le door units shall include all componcnts described in the active leaf o this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is'less than 45 degrees. Unless unit is installed.ir non -habitable areas where the unit and the area are dcsi;ncd to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance wit the approved drawings. 4.2 Hurricane protection system (shutters): the installation of this unit will rewire a hurri, a; otcction systern. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statemcnL "Miami -Dade County Product Control Approved 6. BUILDING PERMIT.REQUIREiti•IENTS 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 in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installatio 6.1.3 Any other documents required by the Building Oflicial or the South Florida Building Co. SFBC) in order to properly evaluate the install ion of this system. :2) Mane l Pcrc2, P.E. Product Co C Exam Product Control Division M n Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED EXPIRES JUN 0 5 2001 April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS t . Renewal of this Acceptance (approval) shall be considered after a renewal application has been fi and the original submitted docurrncntation, 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 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 acceplar including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initi; submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the proddct or process shall automatically because for termination of (his Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate feel and granted by this office. 5. Any of the following sh-111 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 other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displaycd in advertising literature. if any portion of the Notice of Acceptance is displaycd, then it shall be done in its entirety. 7. A copy of this Acccptancc 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 needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END Of THIS ACCEPNCI; Manu Pcrcz, P.[-.,'Product Pon tr xam Produ ' ntrol Division Glazed Units COP-WL-IWAOI OO.02 FIBERGLASS DOORS 6'8" Height — Inswing X Singles1I 2'0" MasoniteInternationalr COP-WL-MA0141-02 l' • t 02-0419.08 Application Filed) M-1j.Furm1. 52.0 NO 2'6" 2'8" 2'10" 3'0" 3'6" Not Listed Not Listed t XO, OX. OXO I ; t i 1 1 2'8" + 1'0" 1 1 COP-WL-MA0143-02 I1 OCCO 02- 0419.08 Application Filed) on, Tx 1 52. 0 1 NO 2' 8" + 17 2' 10" + IV 2' 10" + 1'2" TO" + 1'0' 3' 0" + 1'2" 1' D"+2'8"+IT COP- WL-MA0144-02 02- 0419.08 Application Filed) 52.0 NO I I 1' 0" + 2'10" + 17 1' 2" + 2'8" + 17' 1' D" + 2'8' + 1'0" 1' G" - 10" + l'0" 17' + 2'10" + 1'2" 1' 2" + 3'0" + 1'2" 2' 6" + 2'6' + 2'6" 2' 8" + 2'8" + 2'8' 2' 10" + 2'10" + 2'10' 37 + 3'0" + 3'0" XX, OXXO 2' 8" + 2'8" COP- WL-MA0142-02 02. 0419.08 Application Filed) 52.0 I NO I jt 2' 8" + 2'8" 2' 10" - TIT 3' 0" + 3'0" 2' 6" + 2'8" + 2'6" + 2'6" COP- WL-MA0145-02 02- 0419.08 Application Filed) 52.0 NO 2' 8" + 2'8" + 2'8" + 2'8•' 2' 10" + 2'10" + 2'l0" + 2'10" 3' 0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under [lie product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (wanv.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design 8 geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, slate or local building codes specify the edition required. Masonite International structural, cyclic, air, water, forced entry/or impact testing Is done in accordance with Miami -Dade BUD protocol PA201, 202 & PA2•". Oakc aff ART EW I. N tM V 000.1 I ..r w.- FA—&.. Err o"-. AD: 129. M? om < DDD+D'y Droor 01 D.y un nu D•0Rn1(Di M", )DGtiL[NHDt, Oeirgn )n0 D'0ew 0010 : D ,,C.1 ID [A)r Ve .v:t10N n4liee. Masonite Internatlonal Corporation Glazed Units COP-WL-MA0100-02 FIBERGLASS DOORS 6'8" Height — Outswing Masonile International r., t 2'0" 2'6" _ 02-0418.03 X 2'8" COP-WL-MA0161-02 (Application Filed) 2' 10" 3'0" 3'6" Not Usled Not Listed t ,. 55.0 NO Arrangement Multiples (wid1h) Masonite International 2'8" + 1'0' 2'8" . 17' t —2 13" + 1'0" 2110" + 1'2" COP-WL-MA0163-02 3'0" + IT FAiami-Dade OCCO 02-0418.03 Application Filed) DP Rating Impact Rated 55.0 NO X0. OX• OXO 17 + 2'8" + 1'0" COP-WL-MA0164.02 02-0418.03 Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 17' 1'0" + 2.8" + 1'0" 1'0" + TO" + 1'0" 17' + 2'10" + 17 1'2" + TO' + 1'2" f 2'6" , 2'6" _ 2.6" 2'8" + 2'8" + 2T" 2' I G" + 2 10" + 2'10;' j 3'0" + 3'0" + 37 V. DUO i 2'8" + 2'8" COP-WL-MA0162-02 02-0418.03 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0' + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0165-02 02-0418.03 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10' + 2'l0" + 2'10"^ 3'0" + 3'0" + 3'0" + 3'0" Notes-. 1. Cccr a. rangernents using [ewer panels than wha! is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonia International website (www.masoiile.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural• cyclic, air, water, forced enlry/or impact testing Is done In accordance with Miami -Dade BCCO protocol PA201. PA202 d PA203. r Oakcraft" AR)mFK,. Y t.oORs Om tc.•L,wty o,op,am of ao[ o nlor cm makes soetil¢r,orona . otsion Anf.ct Masonite international Corporation. Gnm;ei: n to clap. ..iu,au rm.cr. Glazed Units COP-WL-MAOIOO.02 FIBERGLASS DOORS 8'0" Height — Inswing 0 7X1 1 f COP-WL-MA0146-02 1, 02-0423.01 Application Filed) 1 40.0 1. 12'0" NO 2'6" 2'8" 2' 10" 3'0" 3'6- Not Listed Not Listed Arrangement XJ. O t, '::0 Multiples (wid1h) 2'8" + 1'0" Alasonite International COP-WL-MA0148-02 Aliami-Dade GCCO 02-0423.01 Application Filed) UP Raling 40.0 Impact Rated NO 2'8" + 17' 2'10" + 1'0" 210" + 1'2" I TG" + '2" COP-WL-MA0149-02 02-0423.01 Application Filed) 40.0 NO I L '0" 2'10" r l'O" — 1'2. + 2'8" + 1'2" IV' +2'8'+IT — 1'0" + 3'0" + 1'0" 1'2" +2'10" + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6' + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" ot, +s0,.+3.G" f XX, OXXO 2,5.. + 2,3" COP-WL-MA0147-02 02 0423.01 Application Filed) 40.0 NO TV + 2-8" 2'10" + 2:10" TO" + TO" 2'6" + 2'8' + 2'6" + 2'6" COP-WL-MA0150-02 02-0423.01 Application Filed) 40.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + 3'0" + 3'0" + 3'0" Notes: Door arrangemanls us;I,g fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available Iro,i. the Masonite International website (www.masonite.com) or from the technical center. 3. Insia:'a:ion ins!rections are available from the f,,.asonite Inter.Vicnal website (www.masonile.com) or from the technical center. Ac!u2i design pressure (equiremenl for a specific cuilding design 8 geographic location is determined by ASCE 7 (Minimum design loads for buhdinys and other structures). National, state or local ouiloing codes specify the edition required. 5. Masonile International structural, cyclic, air, waver, forced entry/or Impact testing is done In accordance with Miami -Dade 8CCO protocol PA2.01, PA202 & PA203. Oak aft jMTEK" I IM•.M f:l, .\<S'*,"TAY a),zmi o..l.. o..,, cY:bpr 1( p!q'in Cl YreGYn T.pr06i1(Ils pules 1pt:.4::. OI'f. Cts.pr' : •1 :, a:.a Matonite International Corporation Glazed Units FIBERGLASS DOORS 8'0" Height — Outswing X 2'0" COP-WL-MA0166-02 r.P• r 02-0423.03 Application Filed) 47.0 NO 2'6" 2'8" 2'10" 3'0" 3'6" Not Listed Not Listed X0. OX, OXO Multiples (Width) 2'8" + 17 61asonille Inlernational COP-WL-MA0168-02 r.le BCCr 02-0423.03 Application Filed) OPRalling 47.0 R =- NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" 37 + 17 3'0" + 17 1'0" + 2'8" + 1'0" COP-WL-MA0169-02 02-0423.03 Application Filed) 47.0 NO 1'0" + 2'10" + 17 17' + 2'8" + 1'2" 17 + 2'8" + IT 1'0" + 37 + 17 1'2" + 2'10" + 17 1'2" + TO" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2' 10" + 2' 10" + 2'10" 3'0" + 37 + 37 XX, OXXO 2'8" + 2'8" COP-WL-MA0167-02 02-0423.03 Application Filed) 47.0 NO 2'8" + 2'8" 2'10" + 2A0" TO" + TO" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0170-02 02-0423.03 Application Filed) 47.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" TO" + TO" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201, PA202 & PA203. Q Oakcraff AR EK" o_ r Owcomm.mp wupgm at p,.du ."D w M mass sp Cilkxcecl m. dap. Ind po0M a s o n i t e I n t e r n a t i o n a l C o r p o r a t i o n OM, .be. 10 comp, .4t a nm . Opaque Units FIBERGLASS DOORS 6'8" Height — Inswing 2'0" 2'6" X 2'8" 2'10" 3'0" 3'6" COP-WL-MA0101-02 01-1031.01 76.0 NO Not Listed Not Listed Arrangement X0. OX, OXO Multiples (width) 2'8" + 1'D" Masonite International COP-WL-MA0103-02 Miami -Bade 02-0109.10 Application Fled) UP Rating 55.0 Impact Rated NO 2'8" + 17 210" + 1'D" 2'10" + 17 3'0" + 1'0" 37 + 1'2" 1'0" + 2'8" + 1'0" COP-WL-MA0104-02 02-0109.10 Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" IT" + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + 37 + 1'0" 17' + 2'10" + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0102-02 02-0109.10 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0105-02 02-0109.10 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 37 + 37 Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 & PA203. 13 Oakcraff ARk EW t..,. oT E.W.— DOOKS awr...".I re..j..r l...r o.o.. Am,29 2007 Ow cMnnwriQ O.Op,im o, D'04 , mW.—Mr A. s d.~S. dct.pn a,m WWO Masonite International Corporation oui i suo.ea ro cmrpc .nnour nmce 4 Opaque Units FIBERGLASS DOORS 6'8" Height — Outswing t•Singles (width)t 2'0" 2.6" X 2'8" 2'10" 3'0" 3'6" t TI. COP-WL-MA0121-02 MT, I l.t 1 01-1031.02 DP Rating 76.0 Impact NO Not Listed Not Listed X0, OX, OXO Multiples t 2'8" + 1'0" t COP-WL-MA0123-02 I.t 1 02-0109.09 Application Filed) DP Rating 55.0 Impact Rate NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" 3'0" + 1'0" 37 + 1'2" 1'0" + 2'8" + 1'0" COP-WL-MA0124-02 02-0109.09 Application Filed) 55.0 NO 17 + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 1'2" + 2'10" + 1'2" 1'2" + 37 + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0122-02 02-0109.09 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0125-02 02-0109.09 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design 8 geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201, PA202 & PA203. 0 O akcraff r. AR k EK'" e. i..,.Rs• .a rNi nr:"ct.,s< t. r+r"r•nooaa se..,."twy om.. Mrr 29. 2002 Our eoto wr rq orognM of MW W imot v tto mj*n toKft&luns. Oe3'On jnd MooKI Masonite International Corporation t 01W 1.0R0 to C-,IV -,hw "We. Opaque Units COP-WL-MA0100-02. FIBERGLASS DOORS 8'0" Height — Inswing 1 1 COP-WL-MA0106-02 r l r 02-0109.08 Application Filed) I - 1 70.0 1. NO IIIIIIIIIIFiur-ItIA. X 1 1 2'0" 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed 1 X0. OX, OXO 1 1 2'8" + 1'0" MA I 1. 11111 COP-WL-MA0108-02 Miami -DadeMiami-DadeBCCO 02- 0109.08 Application Filed) I• Raling 55. 0 impacinated NO 2' 8" + 1'2" 2' 10" + 1'0" 2' 10" + 1'2" 37 + 1'0" 3' 0" + 1'2" 17 + 2'8" + 1'0" COP- WL-MA0109-02 02- 0109.08 Application Filed) 55.0 NO 17 + 2'10" + 17 1' 2" + 2'8" + 1'2" I V + 2'8" + 1'0" 1' 0" + 3'0" + 17 17 + 2'10" + 1'2" 1' 2" + 3'0" + IT 2' 6" + 2'6" + 2'6" 2' 8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" 3' 0" + 3'0" + 3'0" XX, OXXO 2' 8" + 2'8" COP- WL-MA0107-02 02- 0109.08 Application Filed) 55.0 NO 2' 8" + 2'8" 2' 10" + 2'10" 3' 0" + 3'0" 2' 6" + 2'8" + 2'6" + 2'6" COP- WL-MA0110-02 02- 0109.08 Application Filed) 55.0 NO 2' 8" + 2'8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" + 2'10" 3' 0" + 3'0" + 37 + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic• air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 & PA203. Q Oakcraff I UOOw3 r AR EK" I..•... n < c.l r Wl,wl;., .•.1%LN'1'wV n....4..".. re..Nu (.v.Om.. A . r 29. 2002 Ow comnu.lp D.o9HT al O.00.KI mp.ovHlltnl Tr1B 1pKdKrlq..S. atq" Jno o.0ouc1 M a s o n I l e I n t e r n a t i o n a l C o r p o r a t i o n cc., su0lccl to cMnQe wahoul n01Kc. Opaque Units FIBERGLASS DOORS 8'0" Height — Outswing 1EMMO X 1 2'0" WiF Mit 17415,1154M. , COP-WL-MA0126-02 MftMit o. 1• t 02-0109.07 Application Filed) t• • , 70.0 1 NO 2'6" 2'8" 2'10" 3'0" 3'6" ot ListedVR. Not Listed ArrangementMultiples, 2'8" + 1'0" 1TI. 0 COP- WL-MA0128-02 el t Mit15 1 FT • 02- 0109.07 Application Filed) 55.0 1 NO 2' 8" + 1'2" 2' 10" + 1'0" 2' 10" + 1'2" 3' 0" + 1'0" 3' 0" + 17 X0, OX, OXO 17 + 2'8" + 1'0" COP- WL-MA0129-02 02- 0109.07 Application Filed) 55.0 NO 1' 0" + 2'10" + 1'0" 1' 2" + 2'8" + 17' 1' 0" + 2'8" + IT 17 + 3'0" + 17 1' 2" + 2'10" + 1'2" 1' 2" + 3'0" + 1'2" 2' 6" + 2'6" + 2'6" 2' 8" + 2'8 + 2'8" 2' 10" + 2' 10" + 2'10" 37 + 37 + 37 XX, DUO 2' 8" + 2'8" COP- WL-MA0127-02 02- 0109.07 Application Filed) 55.0 NO 2' 8" + 2'8" 2' 10" + 2'10" 3' 0" + 37 2' 6" + 2'8 + 2'6" + 2'6" COP- WL-MA0130-02 02- 0109.07 Application Filed) 55.0 NO 2' 8" + 2'8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" + 2'10" 37 + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 8 PA203. IJ Oakcraff ARk EK'" AV, e i9. 1002 Masonite International Corporation Ow cm"n "g 01001em 01 9,00.0 %,ID,OrC,OMI maen specitir lan. desq" fro D,oMN.t d", suoject to clwpt wnfw mote. X Unit 6' TYP. 6' TYP. 6'8" UNIT 8'0' UNIT 13.15/16' 17-118' MAXIMUM ON CENTER TYP. Minimum Fastener Count 6 per vertical framing member 2 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough Opening Width of door unit plus 1/2" Height of door unit plus 1/4" SINGLE DOOR Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3146 or 3166 Compliance requires that 8" GRADE 1 (ANSI/BHMA At56.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include s8 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively. each with minimum 1-1/4" embedment. 3. Wood bucks by others. must be anchored properly to transfer loads to the structure. 0 QSapri ?9. 2001 •, o.'..r •••, , ow commwn9 01091am of addua •nwo.emem rukn sdecd.nwns. M a s o n i t e International C o r p o r t o n Oetdln aM MMuP dOld suthW 1. eN1pe w N0 W., XO or OXMID-WL-MA0003-02 Unit SINGLE DOOR WITH 1 SIDELITE CL TYP. TYP. TYP. TYP. 1 1 1 1 1/ 1 • 6- TYP. 6'8" UNIT 8V UNIT 13-15/16' 17.1/8' MAXIMUM ON CENTER TYP. 6 per vertical framing member 7 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough Opening I Width of door unit plus 1/2" Height of door unit plus 1/4" I I t t ,, , , Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been Carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and /10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-114" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. Aped 29 2?32 Mdtonite inie national Coipo al on O„' lonl. ^: •JJ'lnW n•w,.11 +,;,•.tn,fni malt) tYtC'IK.l.nn1. O< SQO 1n Yw"C dell,' W01K11. I—ge «ClMul nOlKC. Ox0 Unit H TYP. CL TYP. r SINGLE DOOR WITH 2 SIDELITES 1 / I f r r f I r V s- TYP. 6- TYP. 6'8" UNIT 8V UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYP. Minimum Fastener Count 6 per vertical framing member 11 per horizontal framing member Hinge and strike plates require two 2.1/2" long screws per location. Width of door unit plus 1/2" Height of door unit plus 1/4" Latching Hardware: Compliance requires that GRADE 3 or better (ANSUBHMA Al56.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include S8 and B10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. 0 Ap,A 29. 2002 Masonite International COcpOra,iiOn W ca•r•.•.•.•. muru^ W i,•w.c: , .,.cnan nu.-5 gKc,r,rran•. Oesgn,.w ww•n oClla swrttr ro :r,qc r raur nw..r. oxxo '111 I Unit DOUBLE DOOR WITH 2 SIDELITES 6' 3' 6' CL TYP TYP. nP• TYP. TYF 6'8' 13- UNIT 8'0' UNIT 5/16' 17-1/8' MAXIMUM ON CENTER TYP. 1141nimum Fastener Count Rough Opening 1 6 per vertical framing member Width of door unit plus 1/2" 16 per horizontal framing member Height of door unit plus 1/4" Hinge and strike plates require two 2.1/2" long screws per localion. Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3147 or 3167 Compliance requires that 8" GRADE 1 (ANSI/BHMA At 56.16) surface bolls be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include /8 and N 10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transler loads to the structure. Q April 29. 2OO2 Masonite International CorpOratiron 0. coni...9 wop.am or cro0uct es. mmovemem mans soecncnrons. Opn aM 01.au 0.1"'0^rt Io -hour Mate XX Glazed Inswing Unit APPROVED ARRANGEMENT: O.'yJ.,));J COP-WL-MAO142-02 FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". r Double Door Maximum unit site . 6'0' x 6'8" Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specilic building design and geographic location is determined by ASCE 7-national. state or local building codes specity, the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00y 00 00 00 U00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: El 00 00 00 00 00 00 105 Series 106. 160 Series' 129 series' 12 ILL. 23 RIL. 24 ILL 107 Series' 108 Series 304 Series Series' This glass kit may also be useo m the lollowing door style: Eyebrow 5-panel with scroll Oak raff AR k EK'- r... ... , .._ w....,t•...n I-1.".I T.. F1—g1.-c..vr D. L 1:11JCNOLASS CHI—' OOOM.c April 29.2002 Masonite international Corporation Ow contm.tmq w-am of orodun mywemeM mJ es specd.[algns. Oes pn rnd o•odu t deua staim l 1. mane . r,W trout XX Glazed Inswing Unit COP-WL-MA0142-02 FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: r 7 0 404 Series 410 Series 109 Series 111. 120. 122 152 Series 1e9 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CItY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O_ akcraff AR EK" April 29.2002 Masonite International Corporytion Ow com—mg oroprrm of orocuo + oro+emenl makes smit";ons. Oesicn and oroouct oeuil iublttl to cnr qe rnfq"I now XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Single Door with 1 Sidelite Mabmum unit size - 67 a 6'8- Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: a0 a0 ® a0 00 00 H 00 100 Series 03. 05 Series 136 Series 822 Series 1/2 GLASS: n El a 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 RlL. 23 AIL. 24 RIL 107 Series' 108 Series 304 Series Series' This glass :a ay also be used ill Ine following door style: ryebfow 5-panCl with scroll Oak_raft AR 4 EK" .. unFar:na.a unrKr unrrws ,.t.r.d I—e..•nn., 0— PRCAfr—^" Ap,d 29. 2002 Masonite International Corporation OW Crinl•.W.n: .OV Jn or p.WuCl nip O+M.tnl mares 1(rttd.(Jrroni. Ottd)n JiU J(K...CI Otud f..Lit:r rc tndnpt w.rr M_ or ^~ G|8Z8d |OSYViOg Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 404 Series ^wSe^es | "moeries /^,/au/o ,oxeries /mSerie" moSera Series APPROVED S0ELKESTYLES: 29 Series 200 Series .2R./2L,23R. 23L. 450 Series /oSeries `mSeries 109 Series .m/oSeries 300 Series x4R.m«Series CERTIFIED TEST REPORTS: CTLA-8O5*2 Certifying Engineer and License Number-. Ramesh Puto{, PE.Q0224 Unit Tested inAccordance with Miami -Dade 8CC0P^202. Door panels constructed from 0.075^ minimum thick fiberglass - skins. Both stiles constructed of 1'5/8^ bmio: toU lumber. Top end rails constructed o(31/32^wood. Bottom ooU rails constructed of3182" wood composite. Interior cavity o(slab filled with h0iU polyurethane foam core. Slab glazed with insulated glass mounted ioorigid plastic lip Utosurround. Frame constructed ofwood with onextruded aluminum threshold. PRODUCT COMPLIANCE LABELING: ACCORDANCE WITH COMPANY NAME CITY. STATE To the best of my knowledge U ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 ( Structural Tests and Inspections). Q 0 FIR, On = N** State ofFlorida, Professional Engineer Kurt 8xkhxm P.E.—License Number 5O533 o^mm p""°=~m ~*=`W Oxo Glazed Inswing Unit APPROVED ARRANGEMENT: t ' sci.' Tom' o o f;ty.. j. Y;-K Cu FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Single Door with 2 Sidelites Maximum unit size - 9'0- x 61- Design Pressure 52.0/-52.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 an 00 00 00 000 00 100 series 133, 135 Series 136 Series 822 Series 1/2 GLASS: 0 HU 00 ° a 00 00 00 00 ao ao 105 series 106. 160 Series' 129 Series' 12 R/L. 23 R/L. 2e R/L 107 Series' 108 Series 303 Series Series' INS glass kit may also be used in the following door style: Eyebrow 5•p3nel wide scroll 0 akcraff D AR k EK- 1.1 U LK C L A N.I UN Ik %' OO N I Ibkt..vN rM{uu Env, boon Awd 29. 2002 Masonite International Corporation 0., [ onun'^e doeram ar prooucl +nwo+emem mares soecnKalnns, oesgn an0 wooucl Onaa S DIfC11. (AM1e1 -,r M1 ,, OXO Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: a a nn all 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: 3 129 Series 200 Series 12R, 12L. 23R. 23L 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both Stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE 8CC0 PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). ME i "90W*40 State of Florida, Professional Engineer Kurt Ballhazor, P.E. — License Number 56533 Oak raff AR EK" w ..•.1 1..1. r..1 V1.I:KI:L. ." C.'I-" -"It-I—&T.N—riwrl.0 E—, Dm. April 29. 2002 out comwwmg wootim or wocuD enotoKm"t nUses soe a"tons. oewn and o.uouD crew suolea to cr—ot w n0u1 n01Ke. t •.lu...rlr I. o.n Masonile International CorpOra[ion OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: v oi Fu I Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Double Door with 2 Sidelites Maximum unit size. 12'0- x 6'8- Design Pressure 52.0/-52.0 Limited water unless special threslrolo design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-national, slate or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 00 00 00 00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: 0 0 00 0 ° 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RA.. 2e RA. 107 Series' 108 Series 304 Series Series' This glass kit may also be used in the following door style: Eyebrow 5-panel with scroll Oakraff AR EK" oT r'rnl KaLAS? LNI'KY'DnOKS w..4.u.N FM,— rmrr D— AprIl29.2002 Masonite International Corporation s OW <M1--0 OrOpnr" 01 mooun JnfYo.1mm1 Jne n•OOon Otuu yvgeU m {nnq<.nnpK1 nq<e 0XX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: rr vz O Q o a a 404 Series 410 Series 109 series 114, 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: Q a 129 Series 200 Series IN. 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 series 120. 122 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak riff M k EW 1 rrrLMrelA .1 Lrnr NI ,II rr ry.I..rr.Orbrr.,, (••vr Oew• April 29.2002 o. cwnmrrne wM a woow .nwWerrrta mutes srHtnK la s. eeirpn M wwW ' ecud %.b^1 10 cr-0, ..'"o nave Masonite International Corporation r XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: i:L p f... Double Door Maximum unit size. 6'0" x 8'0' Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: a as 404 Series MM an ao 822 Series 108 Series O akcraff AR 4 EK" VIBLNCLA.NS LN'1'NS',V0UN1 0^°" r,' // — CJYIf'r n E B Aorll29.20D2 Masonite International Corporation OW 8-004OI Of 0,00"I .nO.OVMM Op tS W OKAOnS. &SiV 400 0.OaW OCWJ SOOICCI IO CWNC..InON n014C. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 0 810 Series 852 Series 300 Series CERTIFIED TEST REPORTS: CTtA-805W Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Bafthazor, P.E. — License Number 56533 Oak raft re AR k EK'" r.cly,...l, 1. .T 1• .1 NIUL MI:I •\.. l; r:IN1 ,1111.M w.•.r..w.e F—I.. E.", 0m April 29. 2002 W. conwa.nd wod.tm or paod W .nwo.nne.d nukes soeca,coons. design and wodKl o...., o.... M d 5 0 n i l e international Corporation del)A SUDWO 10 ch ve dnow ndlict XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: COP-WL-MA0148=02 810" FIBERGLASS DOORS 1: O y, Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 87. Single Door with 1 Sidelite Madmum unit size . 67 x 8'0• Design Pressure 40.0/-40.0 Limited crater unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: DID as 00 822 Series 1/2 GLASS: a a 00 40e Series 108 Series a Oak raft M k EW t.r .•;... ,.._ PIIII M(11.\\\IiN'I Nl''IIn+IN w•.*••..I-a+—r—E—, oo.•.PREM rvan•,11 /j)^ MasoniteAt,ld29 2002 Ow• International Corporation 0,0 010,.J or 0ro0K1 WINO+EOIMI n4 e5 SpeLdKJ19 t, d15g0.M MOd.n Otl.. $. nW W 1-01 -W., Mute XO or OX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: s 810 Series 300 Series APPROVED SIDELITE STYLES: 777 a 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak raff AR k EK'" f . ! .+,. , ...... 1ll l:Ml:LA {\ l: rv'1'M 1'•1)11t)X< au.4•..rN r.0..f1.0 f...r,Om. L R Ap1i129.2002 Masonite Irsternational Corporation k Out c ,n N Wopnm of Mooun + wovfmMl makes soecna+cans, Cts-Qn a.W o'oolxl OC1a0 s.owcl 10 ~9' rnnoul n01.(t Ox0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT. O O S Single Door with 2 Sidelites Maximum unit size - 9'0" x 8'0- Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national• state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: P as 404 Series as as 822 Series El 108 Series O, ak,raff AR O EK' y Ylpl•1NI:Ln]%li v'I'q Y,nutbl N-uT.—t....p... t—D—, a Ap,.l29.2002 Masonite International Corporation 00 [MlJ "proglam of proomi n. plpvMlMl Won SDKdK,1*nS. ces.pn Jno p.od"I dtl,a s.ogcl to cNnet -rl nmKt. oxo Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: p 450 Series 852 Seres 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O akcraff AR EK" r.. ....t, t..T I IULN(:LA}ti LN'1'N 1' UVONS rve..r...,..a re..pvt.+ry ^>. 1//,• - a •/ ^ a AptA 29. 2002 o..t., o.... 1 Ow comm;na wocam co pgoeva mao•emem mats Saeca"ons, aespn ana oraaua dew sa wt io [rime wd,4w Mite. OXX0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: r.. O O a'y l:k :: tic, t: ; Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door with 2 Sidelites Maximum unit size . 12.0- x 8'0- Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specific budding design and geographic location Is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: am as as 822 Series 1/2 GLASS: n as 404 Series 0ak!Wraff AR 0 EK'" 1'1111 M(ll •\\.\ L'N'I'N 1''U 11.1N.1 Nwrn..awN 1p.F.0 [.vl Om.. Aprd 29. 2002 Ow contra g droq.am or Dtodua .no.o.eme.n males soeedicalpns. design aM o.oducl UEW "t%l to mange annul MIKe. 108 Series Imi.elr bom moo.. roe Masonite International Corporation s OXX0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 4 T 010 Series 300 Series APPROVED SIDELITE STYLES: a 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). P"PA, ; 11 F, RX-4 pmrim-ow State of Florida, Professional Engineer Kurt Balthazor. P.E. - License Number 56533 Oak raft AR k EK'" f..l.... , .T IrI IILNI:L.\\.\ LN'1'N 1' II.1nN\ r w.i•.r•N fM.rl,u f•Nr, Omn I / 0Sn• d WEM V I.n1I.rJ.,. GJ Apid 29. 2002 Masonite International Corporation 1 our cone—N oropnm or p,W,O ^wovtnwl mJkfS S0104 19n1. M-gn AM OrOdu l dejA $'bKo 10 cnD ut rolrool MI•a XX Glazed Outswing Unit APPROVED ARRANGEMENT: r t FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Double Door Maximum unit size - 6'0- a 6T Design Pressure 55.0/-55.0 Umited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-W L-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: oa 00 ao as ao 00 na 100 Series 133. 135 Series 136 Series 822 Series 112 GLASS: 0 UU 00 ° a 00 as 00 as as as 105 Series 106. 160 Series' 129 Series' 12 RA- 23 R/L. 24 R/L 107 Series' 108 Series 304 Series Series' This glass kit may also De used in the following door style: Eyebrow 5-panel with scroll O ak-;raf f AR k EK' Ilr r C,, r llUYl . Ji. g. r Da April 29. 2002 Masonite International Corporation 0V Cd/l-9 W. gr or pmdu(r md,A—. d,Sgn JM wad., dCUJ SWKtr rd 1N 91 -d t Kl XX Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 00 404 Series 410 Series 109 Series 114, 120.122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). i i State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O ak_raff AR k EK" 1'1 U1: M(L •\.11 LN'1'N 1',UU11N\ Nw,.T..,r.a fa,.rsYn E•v, Oeo.. Nl!! al April 29,2002 Masonite International Corporation ' ow caumumg Woplam or ,00ucl jmd4mouns. dcs on and orooucl xx Glazed Outswing Unit 890" FIBERGLASS DOORS APPROVED ARRANGEMENT: S O.' Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door Maximum unit size - 6'0- x 6'0' Design Pressure 47.0/-47.0 Umited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: nn 404 Series an nn 822 Series 108 Series a 0akcraff AR k EK'" i IUL N<:LA\5 LN'1'"J' UVVM1 CJa.T.•v.J rJw.ry.. Envr O.e„ - April 29. 2002 o....,, o.... dui COnM+ O O'OO'Jm O, IWOO-i mWO.COJmi MACS W d—,Oni. &SMj JOO 0,00eC1 M d S O n i t C international Corporation A S"OPM to Ch^r .n,igyl m,[e 3 4 3 2 1 1 5 GA. STEEL SKIN) s}j wNRMEFKAFE STIES FOR l.' WILE Dorn. REVISIONS 4 AAM URETIOONNEACHED W/ AOHESAE(,Sa,Poe ) REV. NO. ZONE: DATE: ECN NO. APPVO: DESCRIPTION oPFaAAra sse GL.Lss OFA 1 82 11/00 - MWW OTY (1) WAS (2) FOR TRACK BOLT ll/E• ACRYLIC LEFTS AVAILABLE IlSECN B-B) "j 1 HORIZONTAL TRAGIC SFPPORr BY 20 OL FIN. END STIES ATTACHED TO DOOR DOOR WSTNIER (TO SAnIlWITHPATENTEDTOG-L-LAC SYSTEM EAIMvL ``crop. BOTT M k ayrat). I] G FxV. s,m nAG BRAOQi. EACH rASTE2HED TO WOOD AMO WITH 3)LAC) s/u•.1-s/e" Woao G SLEETS. q LISTEDmm, DOUBLE JReGLL e0R1 LOW 1EAL)ROW Is A%AJLABL( M AN OPTION I C FB.r LO• NOONf r 2• QN.V, STEEL TRACK t 1OL TRACK THICKNESS:DW 11 I YG SIDES) Q 7TP. I-1/i•.li G PALTILT 7TRACKBBRACKET. Pro FOINT LOCOrAT (.) TALCS BRACKETS PER SIDE LLN TOP 9RAOtEf REPORT#96C6C « HORIZONTAL TRA'• J 3' 20 U-41ARS. ni OIEU— A A ON MIXT- Ltfw 1 lLiBml z SECIION. ETC.) Alm/e' SKEET AETAL SCREWS LOCATION YFI(17 A OPTIONAL OUTSIDE KEYED LOCKPOSRION IAAIL DOOR WROTH - Ia'-0• o 0 219DE FIEVATM"s rAPPIa SIFTS. IA CA EM NIECES Is G INf4RYrlM FF NwfF NOTE 1, -17iv a satm oN 19 aNim 1 MEW W ems` DOORS Ip TO r-O• HIGH CONSIST OF .) SECIgNS (( FRONT FRAME WITH U.9V. WASHER FSOWED. LAC SCREWS IIAY BE COIMf TUMANDOORS OVER r-0• micH COHHSST of ( SECIATNS (ID ST ). OOAllla ON oNSDE YF/a ([ItR Nor REOIRED) TO PRIVATE A RI91 U"4INC STOP MOWD IC BY DOOR WSTALLER (TO SLR) n SMAa. HORNKS ZONIA. I00NOTFILImm LOAD. 2A IIIEDW FINE . Lure 20 CA. Rol. GLV. STEEL END SRE y F'- I• THICK OPTIOtyi 10 Saar 20 GL GLV. STEEL WIm siRE aIN00W urE 25 rA — STEEL SKIN COATED WITH G-40 MW. C LVANZRIG, 9AWCD- ON PRYER. AND A BAKED - ON POLYESTER TOP COAT APPLIED TO DOM SACS Or STEEL SM. SNP LAP JONF 3• TALL U- BM 20 CA GLV. STEEL Hal. YERD STRENGTH: 50 d3.r L r 4 1/ e ACRTUC LLIE INSIDE SQfIOH a - a LITEDEO C 11RETAOEH12SFGlv. SRII TRAM( 90 BOOK OR S?/I T.OIi TO WOOD JAMBIe.]/!" PAN ICAO SCREWIOSCREWSPERLITE) ANCHORS rn 21 CENEJS (C-90 WITHI ONES/e" SCa. W a001(), OR 2!" OEMERs ( 2.D00 P. ICI. OCICE'rE) Olt PER FIT BRACKET. 7/ le" ID. RWD PUSW T D SOP ufMl MrxASI/!".A 7APOON SCREWS ON I7-1/2" C- (2.000 W EIE). WA91FA5 rIOlIOFD WTFIH fA51010t (OtE POI ROLLER) lea GKV. STEF1 CENFEIt I.Na 12 G GALV. STEEL TOP ONTO YFRNAL TPAMC SLEEVE A;Z;D 1' O.D. bH. WASEP RMLARWEEL RACK LUZ f ro PlfER. SR6 N(!) BATTACH. FiAMH ONE SHAPSDE LATCH O. WITH TAIPMG. MOORS WY BE CMWFUtStM 12 r.1 CALv STEM TRARACKCK BRACETS. FAASTENED TO SItES 1 R . IIAd e' SEER YETK SrAEW$. FAMI 90E a DOOR. ) 11100C EWACKET ATTACHED W/(A) 1A6 e" SHEET METAL WEER. STILE M07 REQUIRED) 10 PRWIOE A FUJSN DID TRACK ARAM® TOEACH /I.a3(e• sN(Ef PETAL 7CREK wuNTwO suaAa.. laazaNrAN JAYBs Oo Tar I sQs rAP4PHC SCREWS PER pO Iwa. 30EM3 MJT J1'.]/a WITH! ONE 1/!"e/e' elllr a Nur (!) TRANSFER LOAD. OR TWO 1/4" OK RNETS. WfS10E KEYED IOIDIE 14 GA. GLV. STEEL OD END 2' DK SHORT•SrDA. 10 BALL SFUl ROLLER ND HIHGE. EACH ASTEH TO END MILEsr STILE WESTERFIELD P. E. FATO 0T Y••E FLORIDAPZJ 48497 STILES W/(4) 1l. 5/e• SHEET METAL INSOE IIANOIE 1/01RM CAROUHA PE /23632 Q (4) 1/!'.)/4• SELF OUTSPOP IiIITO LOCK LOCK BAR sN.P TAPPING spars. LrMH ILrY1r,rY DProN Oil DENG" DESIGN LOADS: + 24SLPPOITTIHC.0 PSF & -24.5PSF ouTSDE 11ANOlE RESPONTHE EACH sSIBILITY PROFESSIONALOF TESTLOADS: +36.0 PSF & -37.0 PSF OF ODOR W RECORD FOR THE BIDIIC OR SIRUCRIRLANDINACCORDANCE20 GA GU. STEEL U-BWS ENO A 2-I-x-I PARFRNN ( I.E TWO U-BARS SERE ON BORON SECIIOtI. ONE U-BW rn NOR SIdK BOLT LACK EM..LES Wro vERFKAI WIlW I OMIT BUIDIID CODES FOR THELOADSUsfEOON (reDIWA pq.wc ,vc yo'm N au,( - THIS DRAWING. WW A TRIED TrAL DANosTA PART NO.: SECTION Ero.. EACH U-BW ATTACHED WITH I/!'.3 !- SF77 TAPPING SCREWS TRACK. ONE LOCK ON I1011LL annv1ivn Lu... steal Oth—i.. TOLERANCES 312 Walut SL Sul. 16M GY1CillMil OH 45202 IDEAL PER silE 111CATION. EACH SIDEor 0a' W OLFAY BIODIIIG FROCWTS CO. s. o.s wrM W.. 0 - 1.03 Ed Na 1- 513-381-48DO Wr Cm amul. F. 0. 1- 513-)62-3519 IryOf `"" XOtr LOCK avraN I.E a DAWIT ( 2) BIDRWI BRACKET. ARAMED LTR. (2) II0e/." SHEET METALSCREWS. 0. ,1 K.` ... r 0a.. r W, bM Il.hvn 00a *• 015 000 . 1.005 0000 a 3; . 001 DESCRIPTION: MODEL 6R5T wa 16-0 K 8-0: 24/-24.5 DESIGN LOAD DRAWN BY: BMM DATE: 4/IB/ 00 SCALE: NTS DWG. ID PAIrIF De9reea - s 1/2' CHECKED BY: MWw DATE: 4/18/00 SHEET 1 OF 1 SIZE X A mira /vq1. Projectim UN... Sbtrl OW ' EINENSgH$ ARE ui woHEs. DWG. NO.: 102138 REV. N0. ) 0 C L-j A 4 1 1) + MODEL: 6RST 25 GA. STEEL SKINT MODEL: 4RST 24 GA. STEEL SKIN) LISTEDOPTIONALoseASSDR k(8" ACRYLIC LITES AVAILABLEEESECTIONB-8) ATTACHED W 1) INTERMEDIATE STILE TOG-L-LOG (TOP & 80n 20 MIN. EED ND STILES ATTACHED i0 DOOR SKIN WITH PATENTTOG-L-LOC SYSTEM AND URETHANEADHESIVE (AL13NG CENTE(t) r A OP, BOTTOM h CENTER). cr 42 4 rREPORT#9606C L I 25 Gil MIN. GALV.-/ LOCK POSITION BOTH SIDES) STEEL SKIN COATED WITH A BAKED -ON PRIMER I TWO POINT LOCKING TIE --III AND A BAILED -ON POLYESTER TOP IT APPLIED TO BOTH DES OF STEEL SKIN. ONE 3" TALL x 20 CA U-BAR (50 KSI) PER DOOR SECTION. EFID SLIDE BOLT I SnLE LOCK ENGAGES INTO VERTICAL TRACK. ONE LLppCC n Lp ,_,y LOCK ON EACH M NEATOPTIONALOUTSIDEKEYEDLOCKPosfTIONDOOR. MAX. DOOR WIDTH 9'0' NINSIDEN5/0 5 OEJ( cE BOLTLTOf I{ x5/8" SHEET METAL SCREWS 1 ]1Q r1() QQ]ONOP]ON NOTE1. DOORS UP TO 7'-0" HIGH CONSIST OF ((4) SECTIONS ((SHOWN). DOORS OVER 7'-0' HIGH CONSIST OF (5) SECTIONS (riOT SHOWN). O O 1/4' x3/4" SELF TAPPING SCREWS. 14 GA END HINGES 16 GA. INTERMEDIATE HINGE VIEW 'B_ wEW C. 2x6 YELLOW PINE JAMB 12 GA GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16'xl-5/8'LAG SCREW PER TRACK BRACKET. 2" GALV. STEEL TRACK FASTENED TO 12 GA. GALV. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4'x5/8" BOLT h NUT OR TWO 1/4" DA . RIVETS. L I 1 REVISIONS DATE: ECN N0. APPVD: DESCRIPTION 11/00 - MWW OTY (1) WAS (2) FOR TRACK BOLT 2' THICK 3' TALL U-BAR HORIZONTAL TRACT( SUPPORT BY 20 GA. GALV, STEEL DOOR INSTALLER (TO SUIT) 1-7/ 6' T 13 CA GALV. STEEL FLAG BRACKET. IS GALY. STEEL TOPROL EACH FASTENEDTOWOODJAMBWITHLEBRACKETATT W/( 3) 3) 5/16'x1-5/8" WOOD LAG SCREWS. 14C/8' SLEET METAL SCREWS. P1QIE: DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM IS LAP JOINTS ca x AVAILABLEAS AN OPTION END w• rc DOOR HETCHi •L' FASTIM M Om 2' GALV. STEEL TRACK. 6 -6 STILES W . 4) 14xg I• MEEYr E L, 7 - 0 78 MIN. TRACK THICKNESS:.060" - k (4) 1/4•x3/4• SELF TAPPING x 8 - 0 88 SCIRWS.' C IIF--- 3• TALL x 20 (A. GALV. i TYP. 2-1/2'x 12 CA GALV. STEEL TRAGIC BRACKET. STEEL U- BVL ONE U-BAR Z. 4) TRACK BRACKETS PER SIDE. PER SECTION. EACH U-BAN ARAC/ED WITH I1E0 1 4'x]/4' SELF TAPPING 6. SCTlEWS STILE IDCATION. O LHR TOP BRACKET HORIZONTAL Li— LTiRACBKFRONTFRAME WITH U.V. COATING ON OUTSIDE SURFACE DOUBLE TR' K 13 G txv. STEEL BOROM LOW HEADROOM OPTION MBUILDIN TWO 1 2' x3' LAG SCREWS ON 24 CENTERS. 1" 0.0. MIN. /i SHM METAL SOPLM n n WASHER REWIRED, LAG SCREWS MAY BE COUNTERSUNK S58 CLASS OR OPTIONAL 10 SCREW BUT NOT REWIRED) TO PROVIDE A FLUSH MOUNTING ALUMINUM EXTRUSION 1/8' ACRYLIC LITE WINDOW LITE SURFACE. HORIZONTAL JAM85 DO NOT TRANSFER LOAD. k ve7ri SECTION B-B STOP MOULDING BY DOOR INSTALLER (TO SUIT) 20 GEL MIN. GALV. STEEL ENO STILE 20 GA. GALV. STEEL INTER. SECTION A - A (SIDE NEW) f8x3/4" PAN HEAD SCREW rI VERTICAL JAMB ATTACHMENT (C- MOLD(10 SCREWS PER LITE) (DI l END r 2ED INSIDE000PSIMIN. CONCRETE COLUMN : STILE 3/8 x4 SLEEVE ANCHORS ON 24 CFJTTETtS (BOTH LITE RETAINER INTE C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR SNAP LATCH ENGAGES STIL 1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 ONTO VERTICAL TRACK. PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, 1' 0.0. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT HANDLE TRANSFER LOAD. OUTSIDE KEYED 18 GA. GALV. STEEL CENTER HINGE. FASTENED TO INTER. STILES W 4) f144/8" SHEET METAL SCREWS. 14 GA GALV. STEEL ROLLER HINGES FASTENED TO ENO STILES EACH W/(4) 14x5/8' SHEET METAL SCREWS AND 4) 1/4' x3/4" SELF TAPPING SCREWS PER ENO HINGE. LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. HANDLE t K r ICI END I V t STILE OUTSIDE KEYED LOCK LOCK BAR LOCKING INSIDE HANDLE DESIGN LOADS: +25. 0 P.S.F. h -32.0 P.S.F. OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F. k -48.0 P.S.F. SNAP LATCH LOCK OPTION PREPARATION OF JAMBS BY OTHERS 2" OW SHORT STEM, 10 BALL STEEL ROLLER. Urxxxa st Lod Ou,w.o. JAMB CONFIWRAnON b tao0ucrsam TOLERANCES — SECTION C-C r s.ao..a •.x0. spwr.e. .0 - 1.03 NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS "e°"`"'• ibm"i1 .pp ;,pig m. I Aspb .w.x. SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ,/ / Aa,-w tlJ, -etk• .wr rwt m .000 - t.005 RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFELD, P.E. /'("' A0000 - ±.001 WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON / % -l/7 THIS DRAWING. FLORIQ4 P. E. 48495/ Third Angle NORTH CAROLINA P.E. 123832 LLL/ Pr°j°cU°" 4 - — S__ OUc _ oWF1190Ns ARE W ware 4 3 oM«i txamc Ae Mom w etxc nr . a® rrx mousstPARTNO.: - DEAL 312 4dWl s< s. LEAD a r312 W* U' OH 4s202 16M DESCRIPTION: MODEL 6RSTW4 9-0 x 8-0: +25/-32 DESIGN LOAD DRAWN BY: BMW DATE: 4/18/00 1 SCAM NTS DWG.R CHECKED BY: MWW DATE: 4/18/00 1 SHEET I OF 1 ISIZE L) DWG. NO.: 102137 1 REV. NO. 1 2 eiVLi;e99PY I r,Ti1T,f .,,„ r.l.,, ftm 9ljuL 16%dw.' A d a DIV. Juju .w vu V. z)-1,6b-20.3 % : 09Ar•s i- RUM v. a-•r. .,. ._Ir•r.',;v..-v<r'•r:,.•..•..n..,. tr...... ..... _."...,...;, ti .,.,..... Pcrmit is .YV Z OZ5 Job AddTtlh 0 C CrTY OF SANFORD PERMIT APPLICATION 1— O a. PciG(fDliop v( Wprki r t t-Q h(` C' G fi4ilPaif Pull IH POP V Iur a Motlu E'irc S nnklcr/Alarm Pool — _ r ermlt T'ypc: Buildinli•___ Elcchical „ Mechanical Plumbing _! P r ElaChane of Smiee Temporary Pole tricstl: Ncw Service - a of AMPS _. Addition/Alteration 6 Duct Layout &Energy C61c. Required) Mechanical: Residential Non•Residcnm tia) ReplaecenlNewPlumbinV New Commercial: ii of Fixtulcs ty o1' Water & Sewer Lines a of Gas Lines — PlumbinVNew Resldentlal: p Ol' Water Closets _ Plumbing Repair - Residential or Cornmcresal ' Occupirscy Type: Residenti-A I Co mmercial Industrial Total Square h'outaQe: — s a of Stories: a of Dwelling Unit]: flood Loot: . (FEMA form rtquir.d for other tnsr, X) Construction Type: __ Attach Proof of Owntrsnlp S. LA -Cal Dmcrlptlon)f w Parcel aO..ncrs Name & Addrtsa: _ _ S' J 7 - Phnnt. =(yt-e. rs t `yy\.C_ 2z5 Contactor ame 6 Addre>,: - UU 1 r Z% L/ , State Llc•cnse Numhcr .. Q L Phone k F,:: S 14 (4 4. - Contact Person: 1ort age Lendtr ' Phone. ArchittcUEnginccr: Fa s: Addre)s: fy h3t no wink insLailition ApplKati On Is hereby mode to obusn a Perm it to nrmodtlo rmeet sundudsk 3nd tofallons slawt reqululln8 'wrstwrnon in hints jurisdiction. hl undm d thut a sc;)ato ^y issuance of a persntl and that all ..ork will be pccf p()O(S FURNACES, BOILERS. )1EI TERS, TANKS, and permit muse besecuredforELECTRICALWORK- PLUMBING, SIGNS. WELLS. SIR CONDITIONERS. ale. A,iR CO •S CONDITIONERS, V IT: I tetli (y tnal all of the tortgoing information is atcurau and dui all writ ..ill be done in conv4XAce .wd, all aPPI'Coblt Laws NEV"ri ng construction rion and DAVIzonin8. WARNMG TOOwN6R: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMSN'r MAY RESULT IN YOUR PAWNC, TWICE FOR IMPROVEMENTSTOYOURPROPERTY. IF YOU fNTEND TO OBTAIN FMANCWG, CONSULT WffH YOUR LFNDER OR AN ATTORNFY BEFORE REC: UKDINO YOUR NOTICE OP COMMENCEMENT. NOTICE: In addition to the requircmenu of thi. permit. lhtrt nuty he additional restrieuons applicable to this property t)ui nvy be found In the public rctOrds of this county, andthererrvybe ddiuonkl permits mquirod fmm othcf eo cmmertul cnnnn such as ws,Lct m.nagentcnt dtsrncu, state rgcncies, Or lcorn1 abcnc 1cz Acccptarxc of permit is vcrirleuuon ih i I will notify he owner of he properly of he r•equtrerne of i:lor Lie - 7 , Signature ufOwncr/ Agent L)Jlc Si rtcturco(Contnct 1/A1<alt Uau Print Owner/AKe... ... Print Cuntrsetor/Agent' s Na e 7 - 7 e_ v3 Sit:n]turc Of Nulary.sroir n/ Flnnila fystc "or nlh1onU Uu:c Ur,lr]Clnf/ ABC nI I? • V,•r:f ii]ily Koown IV Mr n ..- Yc'iunpiw Knn,vn it, Ltd ut Producrn 11) ... ..._ Y rudui at II'r •_ _. ...._ nl'I'I. l('A) it )n nllruOvf.h Ilv ntdK' --.... I,„n]t n D'Ic) I)J:C Ihl,t,al A I)arc) (lanai 3 D:+Ic) t N MARIE A. 7_ETTLEMOYER MY COMMISSION M CC 855100 driLpQe EXPIRES: Jul15. 2003 1 00.8- NOTAFY Fla Notary 8er = & Bonding Co. June 9, 2003 Roger Dixon, City Manager City of Sanford 300 North Park Avenue Sanford, FL 32771 RE: Estoppel Letter This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No:Cy 3 - aC aS for the following work: Construction of a SFR on Lot 9, Bakers Crossing Phase 2, 300 Clydesdale Cir. Sanford, FL 32773 D.R. Horton Inc., hereinafter referred to as the "Owner', recognizes that issuance of Permit No. 0-3 - ZA7_6 will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or buildings from any applicable development regulations. By issuing Permit No. r>:3-7107 '_ , the city does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the above mentioned property until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and it's officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above - referenced project or the issuance of Permit No. 0 3 207- S . The owner also agrees to the following as additional conditions for Permit No. 03. Zc) Z 5 . 6250 Hazeltine National Drive - Suite 102 - Orlando, Florida 32822 - (407) 857-9101 - Fax (407) 857-9228 1 1I L w I Roger Dixon, City Manager The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this documents. WITNESSES: 4C1., Signature Patricia Coulton Printed/ Typed Name if _ Az Signature Medalid Jorge Printed/ Typed Name STATE OF FLORIDA COUNTY OF ORANGE Owner) Signature Robert A. Lawson Printed / typed Name Assistant Secretary Title The foregoing instrument was acknowledged before me this 6th day of June, 2003 by. Robert A. Lawson as the assistant secretary for D.R. Horton Inc. who is personally known tome or who produced their Florida State Identification. j14 OFFICIALNQTAXY 'A PATRICIA COUI.TON NOTARY PUBLIC STATE OF FLORIDA COMMISSION 1\10. DD134330 MY COM ISSION EXPmU1.]26 2006 Notary Signature p 6250 Hazeltine National Drive • Suite 102 • Orlando, Florida 32822 • (407) 857-9101 • Fax (407) 857-9228