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318 Clydesdale Cir - BR02-001889 (BAKERS CROSSING) (SFR) DOCUMENTSPERMIT ADDRESS -) 66 CONTRACTOR ADDRESS _ 2 PHONE NUMBER t101 - &n 1 _ CL \ G N PROPERTY OWNER S ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE C7 C1 x SUBDIVISION SS • ch n PERMIT # V DATE PERMIT DESCRIPTION PERMIT VALUATION $ G \p S , SQUARE FOOTAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 318 CLYDESDALE CIR for which permit 02-00001889 has heretofore been issued on 7/30/02 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 e_tj;'-'Q '11 a complies with all the building, plumbing, electr'cal, z ning 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 47,6 • L' ZONING: Inspected UTILITIES: FIRE: Inspected Water _ Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: I / Street Drainage I2/2 Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 1Z Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 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 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 8/08/02 7/30/02 9/10/02 8/21/02 7/30/02 7/30/02 7/30/02 7/30/02 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 318 CLYDESDALE CIR for which permit 02-00001889 has heretofore been issued on 7/30/02 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-POLICE IMPACT RESID 7/30/02 91.93 01-RADON GAS TAX FEE 7/30/02 11.32 01-ROAD IMPACT FEES 7/30/02 847.00 01-RECOVERY FD/CERT. PGM. 7/30/02 11.32 01-SCHOOL IMPACT FEE 7/30/02 1384.00 WD IMPACT:SINGLE FAMILY 7/30/02 650.00 SD IMPACT:SINGLE FAMILY 7/30/02 1700.00 tincip )ZIZ,6/0 x, OWNER BIJILDING OFFICIAL / DATE REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE**** DATE i D PERMIT #na ADDRESS 1\P) SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax: (407) 321-3579 The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering T UI` Fema Rec d Public Works Cert. of Elev. Rec'd Utilities Bldg. Inspector Apprvd Conditions: (to be completed only if approval is conditional) tbtrc REQUEST FOR FINAL INSPECTION 3)-k CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE**** /tA/'V-tj DATE PERMIT # ADDRESS SUBDIVISION Bakers Crossinq CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax: (407) 321-3579 The Building Division has receivE d a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works I,r 6rr5 I I2`,Jy Utilities Conditions: (to be completed only if approval is conditional) Fema Rec'd Cert. of Elev. Rec'd Bldg. Inspector Apprvd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE**** DATE - 0-0a PERMIT # ADDRESS SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax: (407) 321-3579 The Building Division has receivE.-d a request for a final inspection and a Certificate of Occupancy for the above (referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilities-.-C,w---- 1 Conditions: (to be completed only if approval is conditional) Fema Rec'd Cert. of Elev. Rec'd Bldg. Inspector Apprvd LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 12/23/02 09:12:49 Location ID . . . . . 230865 Parcel Number . . . . 18.20.31. - - Alternate location ID Location address . . . 318 CLYDESDALE CIR Primary related party D.R. HORTON T e information, pressySppequence Enter. DateCode(F4) A Free -form information 1.00 CSUC UT LOT 25 73002 2.00 CSUC UT 3/4" WA METER SET FEE $190.00 PD 7-30-02 73002 3.00 CSUC UT REC45397 73002 4.00 CSUC UT WA TP SET FEE :L!20.00 PD 9-3-02 REC45420 90502 5.00 CSUC UT ROAD BORE (RW) $300.00 PD 10-1-02 100702 6.00 CSUC UT REC#5435 100702 7.00 _ 8.00 _ 9.00 _ 10.00 Special notes pore... F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdiusion Notes F12=Cancel F16=Related pty data FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Imaortant: Read the instructions on pages 1- 7. O.M.B. No. 3067-0077 Expires Julyn31, 2002 SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME I Policy NI mber D.R. HORTON HOMES BUILDING STREET ADDRESS Qncluding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 318 CLYDESDALE CIRCLE ( CITY STATE ZIP CODE SANFORD I Ft. 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 25, BAKERS CROSSING, PHASE 1 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, R necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (type): or ##.#####°) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER ! I SEMNaE NAME I FLORIDAtSEMINOLECOUNTY12028964. MAP AND PANEL 65. SUFFIX I BT FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTNE/REVISED DATE 98. FLOOD ZONE(S) Zane AD, use depth of flooding) OD45 E 4/17)95 4/17/95 X 24.6 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. AS Profile FIRM Community Determined ® Other (Describe): NEAL HILER ENGINEERING, INC. 1311. 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' I Building Under Construction' ® Finished Conslnrction A new Elevation Certificate will be required when eonshdon 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, AR AE, AR/A1-A , AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram ed in Item C2. State the datum used. tt 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 r>easuremenls and datum conversion calculation. Use the space provided or the Comments area of Section 0 or Section G, as appropriate, to document the datum i version. Datum NGVD29 Conversion/Comments =— Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ® No Ic o a) Top of bottom floor (including basement or enclosure) 46. 9IL(m) CD o b) Top of next higher floor N/A. fl (m) kn o c) Bottom of lowest horizontal structural member (V zones only N/A. fl.(m) 00 ` V o d) Attached garage (top of slab) 46. 5 ft.(m) E o e) Lowest elevation of machinery and/or equipment m Q' servicing the being (Describe in a Comments area) 46.4 ft.(m) E „ 0 1) Lowest adjacent (finished) grade (LAG) 45.P.0) d T o g) Highest adjacent (finished) grade (HAG) 45. 9 ft.(m) o h) No. of permanent openings (flood vents) Within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) I SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION I This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. j I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I I 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 320 E. SOUTH STRWET, SfTjE.180 SIGN. nrURE I I i CITY ORLANDO DATE 121171D2 STATE ( ZIP C, FL 32801 TELEPHONE 407) 426-7979 FEMA Foni• 511-31, JUL 00 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copy the corresponding information from Section A- For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX ND. , Policy Number 318 CLYDESDALE CIRCLE CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32773 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, 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 Et through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. I Et. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is tang completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. 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). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(c m) above the highest adjacent 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 time community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued 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 community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 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 oc) mpleted Section E for a building located in Zone A (without a FEMA4ssued or communily4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPUANCE/OCCUPANCY ISSUED 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 (in Zone AO) depth of flooding at the building site is: _ _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Fui: 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS PLAT. OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 25, BAKERS CROSSING PHASE I AS RECORDED IN PLAT BOOK 60, PAGES 27-29 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOT PLATTED PER THIS PLAT i I I POINT ON PLAT I 1BOUNDARY 1 0.00' I WALK 1$ S89' 34.'30"E 1.6. OFF 97_9,4g40E 25.44 5' DRAINAGE EASEMENT I 1' 30 F-_---_---___ ri______________._ YPAD ____ n GRAPHIC SCALE I - I55 0 C1 25. 00' 0 w LOT 24w Jo KY '.;::-<. •.+d . : o I O pl•.py: o0. ( J o w I OOwW` oza N <O W ln 0 < z7 wd 4044 3 Z ss.o' I Q a 25.0' ¢ II : WALK IS I w 1.7' OFF } U 1W5'LOF1: 70 UITII Ty EASEMENT _---' 1 WALK IS O 8 1. 6' OFF Aip0*1 99'17'45 PT rY 7g'69 '•.:... of R=27.00 I L= 46. 79' S80=6•E C6= S50'04' 22"W 745.87• - C=41.15' B ELGIAN WAY Pl TRACT A 50' RIGHT OF WAY CENTERLINE OF NOTE: RIGHT-OF- WAY THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: D.R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CH MORTGAGE COMPANY, I , LTD. 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 12-16-02, UNLESS OTHERWISE SHOWN. 3. 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. 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. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE THE NORTHERLY LINE OF LOT 25 BEING S 89' 34'30" E PER PLAT FIELD DATE:) 12- 16-02 SCALE: 1" = 30 FEET APPROVED BY: WRM JOB NO. ASM32936 DRAWN BY: REVISED: DATION 9- 13- 02/C PLAN 7-8- 02 JML PLOT PLAN 6- 19-02 LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE q 4.5 EXISTING ELEVATION OCONCRETE 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 C CO7ICRETF. PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 320 EAST SOUTH STREET. SUITE 180 ORLANDO. FLORIDA 32801- ( 407) 426- 7979 SET 1/2- IRON ROO AND CAP LB #6393 (12/ t 6/02) Q FND PK NAIL LB A4671 (12- 16-02) FND 5/8- IRON ROD AND CAP O LB #4671 ( 12-16-02) CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOI ES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENO YES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION 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 FLOR! DA BOARD OF PROFESSIONAL SURVcYORS AND MAPPERS IN CHAPTER 61G17-5, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA FOR THE 1 FIRM WILLIAM R. ML ELLO jr. SM jJ4928, DATE CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: to 1 - 19(?q Date: The undersigned hereby applies for a permit to install the following plumbing: Owners Name: -b • v- • i 0 , fir. ) n r . Address of Job: 2, fDc- k-et'i Cfoif.' 3/8 C i APjAOVA Cr`, NTAGE PLUMBING, I C. ADVANTAGE PLUMBING, INC. Plumbing Contractor: P.O. BOX 620027 407) 366.3994 OVIEDO, FLORMA 32762-0027 Residential: Non -Residential: (407) 366-3994 By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. aS: I Applicant's Signature ADVANTAGE PLUMSINQ, INC. 27OVIEDO, OFLORIDA 203762-0027407) 366.3994 C F J.S 780' State License Number CITY OF SANFORD 'MECHANICAL PERMIT APPLICATION Permit Number: OZ ' e 'Date: Theundersigned hereby applies for a permit to install the following equipment: Owner' s Name: _ Address of Job: Mechanical Con Residential Non -Residential State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: — o The undersigned hereby applies for a permit to install the following electrical: Owners Name: t> 2 Address of Job: 31 ci 0 4 d Electrical Contractor. WCLZ 5C— Residential: Non -Residential: Number Amount Addition, Alteration, Repair (Residential & Non -Residential New Residential: AMP Service New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other. Description of Work: Application Fee: I 10.00 TOTAL DUE: S` By Signing this application I am stating that I am in compliance with City of Sa lectrical Code. Applicant's Signature x E2-oo1s2yL State License Number I list IN 1111111 oil 11 all 11111 Is 111 11111 as III Is 111 11 1111 It III I loll THIS INSTRUMENT PREPARED BY: Patricia L. Coulton D.R. Horton, Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 RECORD AND RETURN TO: D.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 MARYAW MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04471 PG 0739 CLERK'S # 2002913950 RECORDED 07/25/2002 0914305 AM RECORDING FEES 6.09 RECORDED BY L McKinIty 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 pproperty: Lot(s) 25 and 46 Bakers Crossing Phase I Plat Book 60, Page(s) 27- 29, Public Records of Semmolc 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, I-L 32822 CERTIFIED COPY Owner's interest in site of the improvements: Fee Simple MARYANNE MOW Fee Simple Title Holder (if other than Owner): CLERK OF CIRCUIT CC= Name: Phone fa: Address: Fax t:': SEMI I LE CO TY 1 FLOPj Contractor: D.R. Horton, Inc. Phone H: Fax tt: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Y Surety : any): Address: Phone fa: L ( VUL 2 5 20021 Amount of bond: $0.00 Fax P: Lender: Phone #: Address: Fax h: 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 in Section 713.13(1)(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration (late is one (1) year from the date of recording unless a different date is specified): D.R. Horton, Inc., 0 o ert awso ssistant Secretary Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this 1 day of 200IL. by Robert A. Lawson Assistant Secretary of D.R. Horton, Inc., a c aware Corporation, on a o t i ecorporation. He/She is personally Gown to me. Notary Public, State and County Aforesaid o ar ignature PATRICIA L. COULTON vueuC M' Comm Exp. 7/ WW2 No. CC 762427 ersanaft Known t 10" I.D. Notary Seal d J r PERMIT No This permit shall nutlrorirc work to be done in the City of Sanford based on the approved construction plans andtheinformationprovidedbelow: Riplrt-of Way U(iliza(ion.................. Driveway................. Applicant Namc llc—hLy LG1 J firm: D'I` 101- nr\ Address: , - ' Pli nC:D, - lal(I)a1'I (rltea._ Project Location or Address: l T 2 5_ C Title of Approved 0ovelopment plans: Approval Uate:_ Schedule of Work: From To I'rncrgerrcy*hcpairs ....... 0 Proposed Activity: Driveway (nstal( a(ion....... Aerial Utilities ....... 0 Underground Utilities ....... Bore and Jack ....... CD Open Cutting of Roadway ....... Sidewalk Installation ....... 0 0 (heir ....... 0 Specific Description: Etcavation Information: Total Length _(FT) plumber of Open Roadway Cuts Aerial Information: Length (FT) plumber of Poles (Existing) (Hew) 0 4 4 4 ................... . It is understood:and agreed that the tights and privileges herein set out are granted only to the extent of the City of Sanford' s jurisdiction and (lie right, title, or interest in the land to be entered and'used by the permittee. The permittce shall at all times assure all risks of and Indemnity, defend, save harmless lice City of Sanford from and against all' loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee Of theforesaidtightsandprivileges. In the event of any future construction of roadways, utilities, stormwaler facilities,or any general maintenance activities by lire City becomes in conflict with the above permitted activity, the permittee shall romovo andlor relocate as necessary at no cas( to t(te City of Sanford, insofar as such facilities are within the public hght•of• way. 4CALL THE PUBLIC WO S DEPT, AT 330•SGSI TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE j1C 0/1Tf. Reviewed: Public works. Date Utilities — All PHO V I:(). ('nginr!r!iuu) U;rlr CITY OF SANFORD PERMIT APPLICATION U o Permit No.: + Job "Address: 31 CI`-I5 E Mechanical Plumbing Fire AlarmtISprinkler Permit Type: Building Electrical Description.ofWork: Additional Information for Electrical & Plumbing Permits Electrical: _Change of Service Temporary Pole New AMP Service of AMPS Addition/Alteration Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Z2L"y 4 -1 `1 ;1 Occupancy Type: Residential _ Industrial Total Sq Ftg: Value of Work: SCommercial Type of Construction: J51eT'K Flood Zone: Number of Stories: _ Number of Dwelling Unlb: Attach Proof of Ownership tit Legal Description) Parcel No.: Owner/Address/Phone: ad o f LOoZ R-N`s U =1_ 325 2. Contractor/Address/Phone: - iCk-V I jJz `j'_ Q l State Licenso Number: C(OSS- 06 , t F1TLu. CAy 1 lct") Phone & Fax Number. ate /&:q 'g l01 Aiaq e6 -q QZZz3 Contact Person: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: Address: Phone No.: Architect/ Engineer A •8.` ^ C a-O)F' Address: Ao1 NSR• 34 S 115111 t-tti l. 1 32a\'- Fax No.: 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 inthisjurisdiction. I understand that a separate permit must be secu d for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constriction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR R PROVMyIENI'S TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT Wrf H 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 additionil permits acquired from other go trnmental entities such as water management districts, state agencies, or federal agencies. of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. t - Signaiure of Owner/Agent Date Print Owner/ Agent is _ Produced ID Ii lonbdULTON My Comm Exp. 7/26/2002 No. CC 762427 4. t'S1f .e.: Wio+m t I Other I.D. Personally Known to Me or UTARY OF FPATRICIAL. COULTON O My Comm ExP. 7/26/2002 N No. CC 762427 M I I Other I.D. Contractor/Agent is nally Kno%%m to Mo or Produced ID APPLICATION APPROVED BY: /)S, 6 -1 4— Date: 7 — Z 3 — Z Special Conditions: 4 s LA4 3,46 y c ; Tv 01FI s s raJLE IMPACT FIFC,.' S=ATEftVT lsijllu Y CIi Y —Y' SiAN:FOR1D STATEMENT NUMBER; 102-`51eZO I DATt: __.., • _ Y, UIILOIINGG` PERMIT NUMSt' r Y ` •(CTT''Y) COUNTY iUM1d IVR:. M_ "eTwrw -ntir!.----- ---------- TRAFFIC ZZNEs w .- JtarIa.O?.CTl 1: j 9 .,'` I iE --------- . SEC: TWPI Phi CO=Lz a ...... "i .---------.-.-wa+_ SL3t7T. i I ,'1F t: -------- _--- t TRA .T: • -------w_.-.._ PLA a r OOK:' . _ PLAT b0UK PAC s <.._.._ kLOCK: C`'_... liMifilFit;+ OAhBE'. __--- ------ '..:' - _..-.«,,.......,,! ._._.......-..,._-...,..... .... w-......---».-- APPLICANTN!' l i f., a .-—.-w........r....w.+......-......-r...w.........a..r ..i...r Mer w..Pw.www .....ww+..w...+nrrw.rr.w.enww..r rse.r.r•wr-...r AUORE: S• .._ .w.... r. ..r .w.-......r..h------- LAND USr CATEGORY-! 001 -. SINGLE fA,MILY t,`icTACIJEO HOUSE TYPE L#Sf n . ESXvl:hll IAL WORK 9ESCRIPTION: SINOL.F F•AMlLY HCiUSC; JrwTACH1 0 CONSTRUCTION . J f0BENtFIT " 77TALEU°C UNITRAT; PCk TYPE TYPE. OfST SCHEOOLe 0 SC. i1 CF .OMITS I.s. o R-wwu A.i.--n..— ------ M OSIt A01TER.IALS. CL3-1wIOF 0 O JL UNIT S 705.00 1 t, 705.00 ROADS COLLECTORS NiURTH K,`L UNIT 1'42.00. 1 *tA 147o00 LIBRARY O L!L a rasi 54..CO 1 t :+4.0(1 SCHOOLS •CJ,- wl0 j L UNIT $113,54.00 1 $ 3j4*00 ARiI'SNT 0OF $ ? i as a 04 STATEMENT RECE, wrO MY:` _:"'' _ f 5If l ATUOtY . *'.. - T'_-' • w. n..Kr tPlEAS? ;1 tTNT NAME) NOTE TO REUTVING, 51-,NtAi'JWAPPLICANT! i! FAILURE TO' NOTIFY .04NL R- R+NC ENMAf T 14ELY PAY#fENl` MAY At-SULT IN' VOU LIACILIT'.Y FOR THE FEE. 01STRIBUTtON.- I- G'miNTY 3-L17Y 2•-.APPLXCANIT 4-;« U%i'r l NOTE** it PERSONS AREADVISEDTHATTHIS, I:d Al, STAT•r PENT OF Fi;'E-S WHICH ARP OU, E ANU PA'YABLF, PRIOR T3 15SUii CE OF ;A LutL.oIN; PERSONS. Alf. ALSO AOVIScO. TMAT ANY Rli;HT&i frig THE APBLICANTy OR OWNER, TO APPEAL ' rHE CALCULATIC,NS QF THE RCA,: r LVIRARY SYSTEM AN)*/OR. EDUCATIONAL (SCfOC1nL) IMPACT F,7S MUST '3E L>fE-RCISED • BY f'.ILXNG A WRITTEN REQUEST. WITHIN 45 CALENDAR •i DAYS., Of THE RECEIVINQ SIGNATURE )ATE ABOVC, 3UT- N` T LATER 'TNANO CEAT FTCATE Of OCCUPANCY OR OCCUPANCY* THE RCQUFST .F04 ArVIEW OUST i rf:T THE REQUI1kt-MENTS OF TkE COVOTY' I. At00 0EVcL0P,! F-. "tT C(y. CIOPIF'S U , T'HE Rol_rn GOVERNING APPE-ALL, MAY AE P%KEO Up} OR RcwFiwly FITM THE%i PLIAN IMPLEMENTATION 7FFICE+ 1101. EAST FIRST STREET-, .SANNF•t3:RD!_ FL.ORIOAI132771, (407•) 665-7414'0 PAYMENT. SIHOULl bE ,!' 0c- TO: CITY OFyS#WaAO UILOXNi OEO> A'ftT,MtTNT 300 NJLR' 0# PAR?C, AVENUE PAYNENT SHUULU SE IV CHECK 'XONiiY C4;:0$r AN'J SHOULD REFCFQiNCF, THE: .STATVvENT NUN iE-A AN0 CITY r4U-XLVLNj PLRMIT . NUMel;R ,AY THC TOP LEFT OF T•?E NOTICC. THIS. STATEMENT ES VAL. l) ONLY IN. CONJW, CTIQiv i ITH 'ISSt1AVCE 0 A r Ll- FAAI LY `UILCIN' i PEn 11 * a * e+** a***+** 5yjt,3.. 45 . Q ST C O TRQ L'— Sentricon* Colony Elimination System Pretreatment Plan Agreement Dnte of Install : Contract Number PUCHASERS NAME AND ADDRESS Address city/state/zip Phone R Email Quarterly Payment Amount en> I First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will resultInthecancellationofthisWarrantyandjustify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone & Email INSTALLATION ADDRESS: -- ZS tKEc s (Zt`' SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATE, D: DAMAGE REPAIR WARRANTY From the date of Installation of the Sentricon* Colony Elimination System, Apex will varrant 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 $1,000,000. 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 GOVERN - THE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date ustomer 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 Plan may maintained for the LIFETIME of the Identified property subject to the terms and conditions of this agreement for - - I -,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 area(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 under the aren(s) batted. At no time will damage caused to any portions) of the Structure(s), even by an active wood destroying insectinfestation, 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 paragraph. DISCLAIMER: COMPAN- DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAITTES. OF iVfERCHAIITABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR SERVICEPROVIDEDHEREUNDERTHATHASCREATEDORAMOUNTEDTOANEXPRESSWARRANTY. Customerexpresslywaivesandreleasesanyclaimsinanylawsuit, arbitration or other legal proceeding against Apex for negligence, 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 no eventshallApexbeliableforanyamountgreaterthatamountpaidbytheCustomertoApexfortheservicetobeperformed. at It Is the ity f All SENSITIVITY/PHYSICAL FACTORS: Customer ants to consult a physician if(necessary regardinglAnyoAffecta the Property treatment y or guests, and/or other temporary or permanent occupantsless than twotingnotmayhaveand (2)it is their responsibility t ni t iyo Apex illness, oriother condition that may )beaActvatActivated exacerbatedd by the products aentregardingndor sensitivity concerning odors, dust, pollen, respiratory techniques utilized by Apex. GENERAL TERMS AND CONDITIONSB specific reference hereto, the Customer understands that the general terms and conditions are hereby made part of this contract annents apply without exception. 20MPONENTS: The 1 DOWELANCO OWNERSHIOF areaand Nwis remafn1to property of DowEtan ou The Customerstomer undthassnohrlghtstto -,anyofrite of the Sentrlcon "System (Components) Components, andthePurchasermaynotalter, remove, or modify the components in any way, other than the right to their use as Instilled byApexontheCustomer's premises under this agreement. On expirationorterminationofthisAgreement, Apex and 1)owElanco or its representative are authorized by the Customer to retrieve fromtheCustomer's premises the Stntlons and other Components contained therein for appropriate disposition. 3, If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentrlcon* System m of a. Apex will: (1)so notfy el e Customer; tionsht (notez) Conventlonal Customeroffer "liquid barrier" method s of ieofutermite control sing a different may notofferAnreffective or discont nuing theP a different means of controlling certain termite Infestations of certain structures. In such event Apexli the Cusbto elr and ( relationship.); ( ) Apex ( Parties) form oftermite protection, and therefore may have to discontinue theite agree on use of adifferentdiscontinueformoftermrelationship, nor IfApex cannot offer a, give the Customer n effective different form of termite protectlofor service paid for but not yet received;- )nf the Customer elects to refund to the Customer an amountequaltothefee paid for services not yet received, and;.(S)retrieve, or advise DowElanco'or er's premises; and Its representativeswheretoretrieve, theComponentsfromtheCustomtheb. the Customer an(I)g7rant Apex Andd, (2 either agree with Apex co orontheuserepresentativea different form ofeaccess to the prtermite control or ll elect tordlscontinttcathis the Components;, ( ) relationship. ADDITION'S AND/OR ALTERATIONS This Agreement coverstheStructure(s) Identified herein as of the date of the initial installation. Prior to; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termltlelde being applied on or close to the location of any Station, or; (3) soilIsremovedoraddedaround •the foundation, or; (4) any tampering of bolting equipment or supplies occurs, the Customer will Immediately notify Apex Inwriting. Fnllure to notify Apex In writing of the events listed above may void 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 will exercise duecarewhiteperforminganyworkhereunderInavoidance of damaging any part be responsible for damage caused at the. oftheCustomer's property, plants, or animals. Under no circumstances or conditions shall Apex time the work Is performed except those damagesresultingfromgrossnegligenceonthepartofApex. PAYIENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in iN Merritt Island, Brevard County, Florida. In theeventoffailuretomakepaymentwhendue, or any other default by Customer (1) Apex may Without notice, terminate this Agreement and pursue allotheravailableremedies, which shall be cumulative, and (2) Interest shall accrue at the hlghest rate allowed by law during theperiodofanydelinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by Apex, whether or not suit Is brought. i UE/SEVERABILITY. Venue for any and alllegalproceedingsshallbe In Brevard County, Florida. If any part of this Agreement is held to be invalld or unenforceable for anyreason, 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 fuelfor materials, sttikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex discl alms any liability for special, Incidentai, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)tcrmite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termlte 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 Assoclatlon 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 seg. The proceeding shall be governed by one arbitrator, and the location of arbltratlon 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 arbitrators will be final and conclusive, and binding on both parties. Customer agrees that any such arbitratlon 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 arbitratlon proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no other representatlons 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 immediately In writing to The Apex Corporate Offlce. Apex is only obiigated 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 re -inspection, whether the inspection was requested by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement Is assignable by Customer for a period of 1 (one) year from Its effective date. After this Initial 12 (rwelve) month period, Customer may transferorassignthisAgreementwithaESiTQDtransferfeepayabletoApexwithin30thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/ Sarasota Area 508 S Piumosa St: 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Winterpark, FL 32792 Tampa, FL 33510 407-459-2847 40'7-858-0540 813. 221.2847 800-929-2847 883-764-2847 877-459. 2847 0 Limited Power Of Attorney I hearby name and appoint: Craig Coulton and R6L each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and apply The Building Dept. of: C tu oE _ahV& For a residential permit for work to be performed at: Lot # : Z'J Subdivision : V)alLus Crass', Y, Address: -5 125 And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number L2' ` ,w - Signature of Contractor This foregoing instrument was acknowledged before me this: Date: —By: Richard B. Ladd ( Contractor ) Who is personally known to me. State of County c Notary Nublic -Signature Fro ~FATWCIAVL. CAULTON TANr o My Comm Exp. 7/2612002 FSLIC ' No. CC 762427 C y NVWM [ 100- I.D. Notary Seal CITY OF SANFORD BUILDING DIVISIONSUBMITTALREQUIREMENTSFORB.ESIDENTIAL BUILDING PERMIT 1. 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: a Foundation plan Indicating rooter sizesbarf or fill bearing walls Provide side view details of these footers with reinforcement b. Floor plan indicating Interior wall partitions and room Identification, room dimensions, door, window, and/or opening sizes, smoke detector, ioention(s), landings, decks and stairs. Bathroom fixtures and distances from walls are to be shown. 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 floor elevation height as per City Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used In the structure. Bearing non -bearing inter and exterior. Show all components of wall section. e, Framing plan for floor joists where conventionally framed. Plan toindicatespan, size and species of materials to be used. f. Engineered truss plan with details of bracing. Engineered beams for spoteing openings to Barry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 4c S.F. Garages/Carports - S.F. Porch(s)/Entry(s)---S.F. Patios) 1 S.F. Conditioned structure 22 r, S.F. Total (Gross Area) 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97) 4. Soil analysis and/or soil compaiction 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 Blvd,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. O'WNERIBULLDER MUST APPEAR JN 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, mechanicnl and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel- tic bearhs - columns- cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation / firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final rind plumbing final 14. Building final 15. Other i`^ DATE SIGNATURE— _ By Owner or Authoilzed Agent) o I CDs A 7 f7— —Z94 -RR%_j I / / -_ IINI F C Im L K All A13 A15 j- I A17 A19 _ A:_.:..._--...... A A O A A13 12-11-0 A11 00 I A II S1 Xp, I I I 7 1_ M 1 BG 6 rD 3.___- 3-0-0 13-6-0 BRG. IN ENTRY L 10-4-0 5-6-0 Y1',Ar\Nj G: ALL 13EARINC WALLS TO BE PLACED Imo ;_ 1 PLY HCR. ICTICE! ! REVIEW ALL SPAN DIMENSIONS-- BRG. WALLS I I PRIOR TO SETTING TRUSSES.. :9 (S 2 PLY HGR. IENIGNEERED DRAWINGS--LOADING--PITCH AND OVERHANGS L- - — - - WALLS SHOWN ARE TO BE BEARING_. - —I A d 3 PLY HCR. I SIGNED APPROVAL: X I JOB NUMBER: DR1732E DATE: 3-6-01 2 PITCH: LOAO:SHINGLES CCU SPAN CUSTOMER: D.R. HORTON 5 I /H: 1" L407-321-1440 BY: T-H JOB NAME: 1732 "E" ELEV. BRG: eLoac C 0 MiTek Industries Inc 5 16472 Segovia Circle North MiTek® Pembroke Pines, FL 333314627 USA Fax (954) 680 4395 June 28, 2002 The truss drawings referenced below, have been prepared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 2000 software. Pages or sheets covered by this seal : 12177850 thru 1? 177880. Total: 31 drawings. Job :DR1732E Builder D.R. HORTON Location :BAKERS CROSSING, LOT 25 County :SEMINOLE 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: 1) 31 Truss drawing. 2) Truss Index. June 28, 2002 Junaidie Budiman, PE 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 Trusses induded=31 ' 0,"\DR1732E\a.tre" 12177850 1,'1DR1732E\a1l.tre" 12177851 2,"\DR1732E\a13.tre" 12177852 3,"\DR1732E\al5.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\a9gAre" 12177859 10,"\DR1732E\b.tre" 12177860 11,"\DR1732E\bg.tre" 12177861 12,"\DR1732E\c.tre" 12177862 13,"\DR1732E\c5.tre" 12177863 14,9DR1732E\d3.tre" 12177864 15,-OR1732E\ Are" 1 2177865 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,"\DR1732E\12-6Are" 12177873 24,"\DR1732E\mAre" 12177874 25,"\DR1732E\m1Are" 12177875 26,"\DR1732E\s.tre" 12177876 27,"\DR1732E\s1Are" 12177877 28,"\DR1732E\s2Are" 12177878 29,-\DR1732E\s3.tre" 12177879 30,"\DR1732E\s4.tre" 12177880 ME 13 f r•cd J. y No. 4.5161 0 SPATE OF O R I'Do PJUAL March 13, 2002 A WARNING - VcrW design parameters and Rr.AD NOTES ON THIS AND RE VERSI: SME Br"RX use. ale Design valid for use only with MIIek 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 responslbaty of building designer - not truss designer. Bracing shown is for loteral support of Individual web members only. Additional tomporary bracing to knure stability durIng construction is the responstbNly of the erector. Additional permanent brbcing of the overall structure is the responslbMy of the building designer. For general guidance regarding fabrloatlon, quality control, storage, dellmry, erection and bracing, consult CST-83 Quality Standard, DSI.89 Broclrq Spectf cation, and NIB-91 M iTek® Handling IndoUlna and Broctng Recommendation available from Truss Plate Institute, 583 D'OnoOlo Drive, Madison, WI63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND.ORIENTATION Failure to FOIIOW Could Cause Proper/ 13/1 *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 c2 a other. 0 WEBSN3. Place plates on each face of truss at each For 4 x 2 orientation, locate O Qjoints '' and embed fully. Avoid knots and wane plates/s" from outside edge of d O_ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lices at /4 length(+ 6" from PC8C, 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. 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 AT THE LOWEST JOINT 7. Comber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. Is the responsibilityPtY of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead toad 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 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 HMRO-AIRO Job 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, FI33331.4627. optional) FE'MiTek Industries, Inc. 4.201 s ug 20 20 3 MiTe k Industries, Inc. Wed Mar age y 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. 5.(6 = 5 5.00 rrT 3x4 i- 3x4 4 6 5x8 5x6 cc 3 7 2 6 9ad1 3x8 = 12 i1 10 3x8 = 5x6 = 5N8 = 5x8 = 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 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 1/defl = 360 Weight: 195 Ib 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 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 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. p LOAD CASE(S) Standard ` 1 13 t No. 4.5161 O 's SYAiE OF t A•-•4L 0 R1to, March 13,2002 A& WARMNG - ver(& de.fyn par ursetem and READ NOTES ON TMS AM REVERSE SME BEFORE USE. Design valid toy use only with MITek connectors. This design is based only upon parameters shown, and is far an Individual buBdhg component to be Installed and loaded vertically. Applicability of design parameters and proper kycorporation of component is responsmWty of building designer - not truss designer. Bracing shown is far lateral support of lndlvldual web members only. Additional temporary broeing to Insure dabotty during construction is the responsibmty of the erector. Additional permanent brbcing of the overall structure is the responslbtmy, of the building designer. For general guidance regordIng fabrication, quality control, storage, delivery, erection and brockg, consult OST-Ba Ouaftly Standard, 099.89 Bracing Specification, and HIII.91 handling InstaSb lnaandBracingRecommendationovallabfromTruss Plate Institute. 583 D'Onof io Drive. Madison, WI63719. hM iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Property 13/1 * Center'plate on joint unless. Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply l . 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 T other. o WEBS JS 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 from outside edge of U 0 0. 0 ° V at joint locations. truss and vertical web. d a o 4, Unless otherwise noted, locate chordsplices at 1/4 length(* 6" from ca panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 AT THE LOWEST JOINT 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 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 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, @ PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. Ow CLIP FORM016, 019 HyDRO,A/R Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177851 DR1732E All 16472 Segovia Cir. N. ROOF TRUSS 2 1 Pembroke Pines, Fl33331-4627. optional) ACCU-SPAN_r MiTek Industries, Inc. 4.201 SAT—s-Tu-g 20 2001 MiTekIndustries, Inc. Wed Mar age j 0-p 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 = 5x8 = 5x8 = 3x4 = 4 5 6 7 5.00 FTY 2x4 2x4 3 8 2 8 106d1 3x8 = 13 12 11 3x8 = 5x8 = 5x8 = 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 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 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/ANS195 1st LC LL Min I/defl = 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.1 D 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 =1951 /0-8-0 Max Horz 2=134(load case 4) Max Uplift2=-1082(load case 4), 9=-930(load case 3) FORCES (lb) - 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, 1 1-12 = 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 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 3) Provide adequate drainage to prevent water pending. 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 ANSIrrPI 1-1995 criteria. , Dt Dr lD6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. oL LOAD CASE(S) Standard •: G• P Q,4',• ?j No. 45161 STATE OF t March 13,2002 Awmmm - Vert,& design parametere and RzAD NOTES ON Tms AND Ravmm SWE BE"RE USE. Design vaDd toe use only with Mfiek connectors. fhb design Is based only upon parameters drown, and b fee an IndMdual building component to be Installed and boded vertically. Applicability of design parameters and proper Incapotatlon of component Is eetponsbOty of building designee - not truss designee. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insuee stability dueIng construction Is the tesponslbtllfy of the emetoe. AddBbnal permanent brlacIng of the ovetal shucture Is the tesponsU:iMy of the building designee. For general guidance tegatding fabrication, quality control, stodge, deBvery, eeectbn and beacig, consull OST-Ell Quality Standard, DSB-89 Bracing Specification, and NIB-91 Handling Installlnq and Bracing Recommendation available from Truss Piste institute. 583 bD'Ono6Delve, Madison, W153719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION - Failure to Follow Could Cause Property 1'* 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 a other. 0 WEBSQ3. Place plates on each face of truss at each For 4 x 2 orientation, locate O ;, QjointMJ5 and embed fully. Avoid knots and wane plates r/8"from outside edge of o_ a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords Ilces at I/4 length(+ 6" from Pcepaneladjacentjoint.) 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE 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, TM11 PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 HYDRO-AIR0 Job russ russ I ype JUNAIDIE BUDIMAN PE k45161 ty y 12177852 DR1732E A13 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines. FI33331-4627. optional) MiTek Industries, Inc. 4.201 SRT-s-K-ug 70 7001 Mw-T ek Industries, Inc. Wed Mar age j-0-p 6-9-14 13-0-0 17-8-0 22-4-0 27-0-0 33-2-2 40-0-0 41-0;0 r—r 1-0-0 6-9-14 6-2-2 4-8-0 4-8-0 4-8-0 6-2-2 6-9-14 1-0-0 Scale = 1:71.3 5x6 = 2x4 II 3x4 = 5xe = 4 5 6 7 5.00 rt'F 2x4 t4// 3 y 9 p_ 1 1 l 13 d d 3x8 - 14 13 12 11 3x8 = 5xe = 3x8 = 5x6 = 5xe = 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 Plate Offsets LOADING (psf) SPACING 2-0-0 CS1 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 Well = 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 SOT 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 Horz 2=-154(load case 5) Max Uplift 2=-I065(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 ANSIIfPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.E B(J, LOADCASE(S) Standard .4.P I rC'4i• t ' No. 4.5161 xo`., STATE of • k, ontaL A WARNING - ver M design paranwile.e and READ NOTES ON THIS AM R9VZJtS : B DZ BaPoxE USE. Design vaild for use only with MITek eonneetaL This design is based only upon parameters shown, and is tot an Individual building component to be Installed and boded vertically. AppRcabBlty of design parameters and proper Incorporation of component Is iesponslblBty of building designer - not truss designer. Bracing shown is far lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the elector. Additional permanent br>Sclg of the ovetal structure k the iespommWly of the building designer. For general guidance tegaiding fabrication, quality eonhoL storage, de"ry, erection and bracing. consult CST-63 Cuattly Standard, DSI•89 tracing Specification, and 14I11-91 Handling Indollina and Bracing Recommendation available from True Plate Institute, 683 D'Onofrio Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION• . 1 /. * Center plate on joint uriless dimensions indicate otherwise. Dimensions ore 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 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 400" continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 Cr 0 a 0 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 FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N H Im! 0 MiTeke 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. FORM018,019 HYDRO -AIR Job I russ cuss ype JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177853 DR1732E A15 ROOF TRUSS Pembroke Pines, FI 33331-4627. 2 1 optional) MiTek Industries, Inc. 4.201 s Aug 70 7001 MiTekIndustries, Inc. Wed Mar age 0-p 7-9-14 15.0-0 20-0-0 25-0-0 32-2-2 40-0-0 4,1-0;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 rfT 2x4 II 5x8 = 4 5 6 5x8 5x8 3 7272 8 91 d 3x8 = 12 11 10 3x8 = 5x8 = 5xE = 5x8 = 10-3-14 20-0-0 29-8-2 40-0-0 r 10-3-14 9-8-2 9-8-2 10-3-14 Plate Offsets , 12:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 1/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.8i Vert(LL) 0.30 11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.62 11-12 >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/defl = 360 Weight: 192 lb 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 (Ib/size) 2 = 1951 /0-8-0, 8 = 1951/0-8-0 Max Horz 2 = 174(load case 4) Max Uplift2 = -1 045(load case 4), 8=-925(load case 5) FORCES (Ib) - 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) 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 adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1045 lb uplift at joint 2 and 925 lb uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. p6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard ' ,:G(,4j;. t/ j No.451&i STATE OF 4C ANAL rNO - VerVy design parameters and R&W NOres ONTHM AND itavaxse: fsma BEMIze use. ® 4&WAJU Design volld for use only with MITek aonneetaa This design is based only upon parameter dawn, and is fa an Individual building component to be Installed and boded vertically. AppReabMy of design parameter and proper krcorporatlon of component is responslbaty of building designer - not truss designer. Bracing shown is for lateral support of Individual web member only. Additional temporary bracing to Insular dabtltty during construction Is the responslbmly of the erector. Additional permanent brbcing of the overall structure is the impondb0ty, of the building designer. For general guidance regarding Icbrlcalbn, quality controL storage, delivery, erection and bracing, consult CST-611 Quality Standard, 091-89 Broci g Specification, and HIB-91 Handling Uug tallLandBracing Recommendation available from Truss Plate Institute, utitute, 583D'OnoDrive, Madison, WI53710. M iTek® Symbols PLATE LOCATION AND, ORIENTATION, C66ter plate on joint unless dimensions indicote'otherwise. bimensions'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 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. UVU 0 cc 0 U a 0 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 FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N H Im! 0 MiTeke 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 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 NMRO,A/R Job russ cuss ype JUNAIDIE BUDIMAN PE k45161 tY Y 16472 Segovia Cir. N. 12177854 DR1732E A17 ROOF TRUSS Pembroke Pines. FI 33331-4627. 2 1 optional) pFL, MiTekIndustries, Inc. 4.201 9ATs Aug 20 2001 MiTekIndustries, Inc. Wed Mar age j-0-p 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 5x8 = 5• 5x8 = 5 8 5x8 - 5x6 4 7 2x4 2x4 // 3 8 2 9 1 lobd 3x8 = 14 13 12 11 3x8 = 5x8 = 3x8 = 5x8 = 5x8 = 8-4-11 17-0-0 23-0-0 31-7-5 40-0-0 r ; 8-4-11 8-7-5 6-0-0 8-7-5 8-4-11 Plate Offsets , 14:0-3-0,0-3-01 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/ANSI95 list 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 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 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. p 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.`D LOAD CASE(S) Standard ..'4•'/ No. 45161 Ir Oz STATE OF r+ V yL0 o aL Awwrw m - verW derign pamnuctem and R&w Haras ONTMS Mtn RLrvtstzstt smis BEW)Ra USE. Design valid for use only with Milek conneetOlL 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 Inmporatlon of component Is responsibility of building designer • not truss designer. Bracing shown Is 1a lotefol support of IndlMucl web members only. Additional temporary bating to Insure stability during construction Is the retponslbWty 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, delvery, erection and bracing, consuit OST•83 Quality Standard, 039•89 Brocing Specification, and HIB-91 Handling Installing and Broctng Recommendation available from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION - Failure to Follow Could Cause Proper/ tIi. *C'eriter 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 c other. o WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o a ' at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord splices 114oat panel length(+ 6" from adjacent joint.) ca, 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-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 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, 0$ 01 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. t 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 PA erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIPNEL FORM018,019 GANG-11U1JL OQ01ii R® Job I russ truss type JUNAIDIE BUDIMAN PE #45161 Y y 12177855 DR1732E A19 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, FI 33331-4627. optional) MiTek Industries, Inc. 4.201 SH 1 s Aug 70 7001 MiTe k Industries, Inc. Wed Mar age j p 6-9-3 12-10-10 19-0-0 ,21-0-0. 27-1-6 33-2-13 40-0-0 41-010 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 5xe = 5x8 = 5 6 5.00 p F 3x4 3x4 4 7 5x8 i 5xe cc 3 8 00 2 9 1 t14 3x8 = 14 13 12 11 3x8 = 5x6 - 5x8 - 3x4 - 5x8 = 9-9-14 19-0-0 21-0-01 30-2-2 40-0-0 9-9-14 9-2-2 2-0-0 9-2-2 9-9-14 Plate Offsets - , 14:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 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 Uplift 2 = -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 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 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. p 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED.`DiE LOADCASE(S) Standard t No. 45161 ' STATE OF t QWARNING - VerJ& design parameters and READ NOTES ONTMS AND REVERS8 SrnE BEpoRE USE. ® Design valid for use only with Mfiek connector. This design is based only upon parameters drown, and is fa an Individual building component to be installed and loaded vertically. Applicability, of design parameters and proper Incaporatlon of component is responslbOfty of building designer - not truss designer. Bracing shown is for lotenal support of Individual web member only. Addltbnal tomporary bracing to Insure stability during condruction is the responslblilfy of the erector. Addltbnal permanent brbckg of the overall structure Is the respons0apty of the building designer. For general guidance regarding tobrlcallon, quality eonhol, stotage, delivery, erection and bracing, consult OST-63 Ouallty Standard, 081•69 Bracing Specification, and HIB•91 Handling IrWa@na and Bracing Recommendation availm ablefroTrussRb ate Institute, 583D'OnohDrive, Madison, WI63719. M iTek® Symbols Numbering System General Safety Notes PLATE LOCATION AND -ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on. -joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the building designer, erection supervisor, propertysecurelyseot• J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. o WEBS J5 a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate oN; ;Qjoint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o_ a V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at 1/4 length(+ 6" from u C, panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 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, 4000 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, TMPN PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG-NfUL HMRO,AIRO Job I russ I russ I ype JUNAIDIE BUDIMAN PE 945161 ty 16472 Segovia Cir. N. 12177856 DR1732E A7 ROOF TRUSS Pembroke Pines, FI 33331-4627. t optional) FC,'MiTek Industries, Inc. 4.201 5RT—s—Xu-g 20 20)1 MiTek Industries, Inc. Wed Mar 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 41-0-0 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 = 6x10 = 4x8 = 7x8 = 4x8 = 5.00 FTT 4 5 6 7 8 2x4 2x4 3 9 2 10 1 1164 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 Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 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) 1t:t LC LL Min I/defl = 360 Weight: 430 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D '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 NoA 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 II, condition II partially enclosed building, with exposure 8 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 2060 lb uplift at joint 2 and D D1 ... 1947 lb uplift at joint 10. 5) ThistrusshasbeendesignedwithANSI/TPI 1-1995 criteria. _ .. Q Fi 6) 2-ply truss to be connected together with10dCommon(.148'x3") Nails as follows: G • •, /jj Top chords connected as follows: 2 X 4 - 1rowat0-9-0 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. * i 0, 45181 • 7) Special hanger(s) or connection( s) required tosupportconcentratedload(s) 603.21b down and 569.31b up at 33-0-0, and t 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. rTATE OF f 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ONTHEPARAMETERINDICATED. •. a 0 . t.. 40 o..c/ LOAD CASE(S) StandardVS u 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 `O`Y L Uniform Loads (plf) 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 A WAJUMO - Ver(& design para+neters and READ NOTES ON THIS AND REVERS3 SIDE BEFORE USE. Design valid for use only with MiTek connecto•. This design k based only upon parameters shown, and is to an trfdtvklual building component to be Installed and loaded vertically. ApplicaWlty of design parameters and proper trwceiporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional tompoary bracing to Insure dobmty during construction is the iesponslbl0ty of the erector. AddRbnal permanent bracing of the overall structure is the responsibility of the building designee. For general guidance regarding fabrication, Quality control storage, dell"ry, election and bracing, aonsull QST•88 Quality Standard, DSI.89 Broctrg Spectficatlon, and HIS-91 Nandltna Installing and Bracing Recommendation avaSb Plate abfrom Truss institute, 583 D'Onohb Delve, Madison, WI63719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW 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 c2 C3 other. o WEBS J5 cc 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o U , ; , Q C6 joint and embed fully. Avoid knots and wane plates/a" from outside edge of o a ° V of joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chordsplices at I/4 length(* 6" from ca C, panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility PtYof 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, 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 erection and Installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018. 019 MYDRO,A11RO Job I russ truss I ype JUNAIDIE BUDIMAN PE #45161 ty y 1 1Segovia Cir. N. 12177857 DR1732E A7A ROOF TRUSS Pembroke Pines. FI 33331-4627. 1 1 optional) r e Industries,Inc. s ug 20 20D1 MiTekindustries nc. Wed Mar age 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 jTT 2x4 3 2 1 3x8 = 11 18 19 10 20 21 9 22 23 3x4 = 7x8 = 5x10 = 3x8 II 7- 0-0 i 1 1-8-15 16-4-1 21-1-0 7- 0-0 4-8-15 4-7-3 4-8-15 Plate Offsets LOADING ( psf) SPACING 2-0-0 CS1 DEFL in (loc) 1/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 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/ANS195 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.2D 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/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 31 Provide adequate drainage to prevent water ponding. bp 4) 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. __ ...•......., 5) This truss has been designed with ANSI/TPI 1-1995 criteria. ,vim• `Q1 jF L',4jA_ 6) Special hanger(s) or connection(s) required to support concentrated load(s) 159.51b down and 305.111b up at 7-0-0, 159. 51b down and 305.11b up at 9-1-1, 159.51b down and 305.11b up at 11-1.1. 159.51b down and 305.111b up at ' •; 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 -• Ir .' 342. 51b up at 18-5-4 on top chord, and 625.11b down and 577.61b up at 7-0-0, 46.Olb down at 9-1-1, 46.Olb down at P10. 45161 11- 1-1, 46.Olb down at 13-1-1, 46.Olb down at 15-1-1, and 46.Olb down at 17-1-1, and 17.9Ib down at 18-5-4 on .9 bottomchord. Design for unspecified connection(s) is delegated to the building designer. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 0 .. SITATE OF 4 LOADStandardR 1C 0 CASE( S) r.e.s•• 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 u Uniform Loads (plf) `Y L Vert: 1-4=-74.0, 4-7=-74.0, 2-8=-20.0 March 13,2002 Awmmm; - verM design parameters and READ NorEB ON Tms AND REVERSti SIDE BEFORE USE. Design valid for use only with MlTek connectors. This design It based only upon parameters shown, and b for an individual building component to be installed and loaded vertically. Applicability of design parameters and ptopet hcoipaatlon of component Is iesponsiblSty of building designer - not truss deslgnet. Stocktg shown Is tot loteiat support of Individual web member only. Additional temporary btacktg to Insure stability during construction Is the tesponsibUlty of the eiectot. Additional permanent br>Sctng of the ovetat shuctuie k the responnm0ty of the building designer. For general guidance tegotding fabrication, quality aanhoL storage, delivery• erection and btacig• consult CST-65 Ouattly Standard, OSB-89 tracing Speclflcatlon, and HIS-91 Handling trs88 toUlnq andBracingRecommendationavailablehornTrussPlateinstitute. 3 D'Onoftlo Drive, Madison, WI63719. M iTe k® Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i. 1 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply l . 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 cz C73 other. o WEBS J5 a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate O , ¢ joint and embed fully. Avoid knots and wane plates I/8" from outside edge of o a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" from ce C, cb panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, 8. Plate type, size and location dimensions PLATE SIZE 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, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 HYDRO.AIR® 4. Job I russ truss type ty y 12177857 DR1732E A7A ROOF TRUSS 1 1 optional) r e Industries, Inc. 4.201 SH1 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age LOAD CASE(S) Standard Concentrated Loads IIb1 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 Xp1E BUD gr,I No. 45161 7 ww' s STATE OF,.• t- VVS%aL March 13,2002 AWARMNO - VerM deefgn parameters and READ Noras ONTMS AND REVLRSI! SWE BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters drown, and is for an individual building component to be installed and loaded vertically. AppftobMy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bractng shown is lot lateral support of Individual web members only. Additional tomporary brocing to Insure stability during construction is the responslb@ty of the erector. Additional permanent bflw*V of the overall structure It the responsbmty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 957-65 Quality Standard, DSS-89 Bracing SpecHlcatlon, and HIS-91 Handling Installing and Bracing Recommendation available from truss Plate Institute, 3W D'Ononlo Drive, Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 * 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 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/a" from outside edge of o_ a ° V at joint locations. truss and vertical web. a o 4, Unless otherwise noted, locate chords lacesP at 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 J1 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE 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, 4000 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, T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 aANo-MAIL ® HYDRO, IR Job russ runs ype JUNAIDIE BUDIMAN PE #45161 ty y 16472 Segovia Cir. N. 12177858 DR1732E A9 ROOF TRUSS Pembroke Pines. FI 333314627. 1 1 optional) ACCU-SPAN-V,-101TGWOOD, FL, MiTek Industries, Inc. 4.201 s Aug 20 2001 MiTekIndustries, Inc. Wed Mar age j-0-p 4-9-14 9-0-0 14-6-0 20-0-0 25-6-0 31-0-0 35-2-2 40-0-0 4a-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. 5x8 - 5x6 = 3x4 = 5x8 = 3x4 = 5.00 FTT 4 5 6 7 8 2x4 2x4 3 9 2 10 1 11 3x8 = 17 16 15 14 13 12 3x8 = 3x8 - 4x6 = 3x4 = 3x8 = 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 e LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 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 1 st LC LL Min Well = 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 (lb/size) 2 = 1951 /0-8-0, 10 = 1951/0-8-0 Max Horz 2 = 1 14(load case 4) Max Uplift 2=-1096(load case 4), 10=-963(load case 3) FORCES (Ib) - 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) 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 1096 lb uplift at joint 2 and 963 lb uplift at joint 10: 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS FBC D 17TO2001, BASED ON THE PARAMETER INDICATED. oi Q/ LOAD CASE(S) Standard ,v-: G(, t ' No. 45161 STAiE OF .• D. 0 WAMNG - Tier W design pararssstem and READ NOTES ON TEIM AND REIVEIM; SWE BEMIM use. Design valid for use only with MITek connectors. this design k based only upon parameters drown, and Is for an Individual building component to be tnstaSaH and loaded vertically. Applicability of design parameters and proper Inoaporatlon of component Is responslbmty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure dabmty during Construction It the responslWly of the erector. Additional permanent brbeing of the overall structure k the responsbNty of the building designer. For general guidance regarding fabrication, cluoRly control storage• delivery, erection and bracing, consull CST-83 Cuottly Standard, DSS-89 Bracing SpecMlcaflon, and HIB-91 M iTek® Handling Installing and Broci ng Recamenrndallan available from Truss Plate Institute, 883 D'Ono6b Drive, Madison, W153719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION'' Failure to Follow Could Cause Property 13/1 * 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 T c2 c3 other. JS o WEBScc3. Place plates on each face of truss at each For 4 x 2 orientation, locate O , Q3 joint and embed fully. Avoid knots and wane plates /a" from outside edge of o a at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices at /4 length(* 6" fromceC, 06 panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. Is the responsibilityPty 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, 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 M iTek® engineer. , 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 awa'Nat HMRO,Alp® Job I russ I russ ype JUNAIDIE BUDIMAN PE #45161 y y 12177859 DR1732E A9G ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines. FI 33331-4627. optional) MiTek Industries, Inc. s ug70 20D1 MwTekIndustries, Inc. Wed Mar age j-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 4a-0;0 r—, 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 = 5x8 = 2x4 II 5x12 = 2x4 II 3x4 = 5.00 FiT 4 5 6 7 8 9 2x4 2x4 3 10 2 11 11 dr3 4x8 = 18 17 16 15 14 13 4x8 = 4xe = 7x8 = 2x4 11 4x8 = 7x8 = 4xe = 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 e , LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl 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(TLI -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/ANSI95 1st LC LL Min I/defl = 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 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 31 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 Ile uplift at joint 11. 1 1351ThistrusshasbeendesignedwithANSI/TPI 1-1995 criteria. [7 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 l F IQq % chord. Design for unspecified connection(s) is delegated to the building designer. 7 7) THIS DESIGN CONFORMS TO FBC ' •'G,.,•, 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard * No. 45161 •; 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 = Uniform Loads (plf) C Q^ Vert: 1-4=-74.0, 4-9=-74.0, 9-12--74.0, 2-11 'o20.0 STATE OF Concentrated Loads (lb) 06. A••/4(OVert: 17=-994.7 RI'D VS ANAL March 13,2002 AWAMNG - VerW design parcwwtere and RP.AD NOIZS ONTIM AND REVERS&; SSME BEFORE USE. Design valid for use only with Mf1ek connectors. Thb design b based only upon parameters shown, and b far an individual building component to be Installed and loaded vertically. ApplicabYty of design parameters and paper Incorpotatlon of component Is responsBAlty of building designer - not truss designer. Bracing shown Is far lateral support of hdMdual web members only. Additlooal tomporary bracing to insure stability during construction It the responslbmty of the erector. Additional permanent brbeing of the overall structure b the responslbmty of the building designer. For general guidance regardtrng fabrication, quality control storage, delivery, erection and bracing, consult OST-63 Qualify Standard. DS9.89 Sroeing Speclflcatkx% and HIS-91 HandWq butolllna and Srochm Recommendation available from Truss Plate Institute, 583 D'Onoft o Drive. Madbon, WI83719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2• Cut members to bear tightly against each T other. o WEBS JS a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates from outside edge of U O CL ° u at joint locations. dtrussand vertical web. 0 a o 4. Unless otherwise noted, locate chordssplicesP' at I/4 length(* 6" from cu c, 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 AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 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, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 HYDRO-AIR J00 I rusS I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177860 DR1732E B ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, FI 33331-4627. optional) MiTek Industries, Inc. 4.201 SR1 s Aug 20 7001 MiTekIndustries, Inc. Wed Mar age 1-0-0 6-11-0 12-11-0 1-0-0 6-11-0 6-0-0 Scale: 1/2'- 1 4x6 - 3 5.00 ri-T 4 5 2 Li 3x4 c 3x4 a 6 3x4 = 2x4 II 3x6 II 6-11-0 12-1 1-0 6-11-0 6-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) -0.01 6 > 999 M1120 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 WB 0.04 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min Udell = 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 = 59 1 /Mechanical, 2=694/0-8-0 Max Horz 2= 102(load case 4) Max Uplift 5=-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 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) 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/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard •G`Q t ` No. 4.5161 0 '; STATE OF JVA1. March 13,2002 A WARNrNO - ver{ fj/ design pasamsters and READ NOTES ON TffiS AND RCVERSf: SIDE JBZ"JW USE. Design valid toy use only with MrIek connectors. This design b based only upon parameter drown- and b for an Individual bulttlhg component to be installed and boded vertically. AppBcabMty of design parameters and proper Incorporation of component Is responslbOtty of buStlirg designer - not truss designer. Bracing shown It far lateral support of Individual web member only. Additional temporary bracing to Inswe stability during eondiuctbn It the iesponsiblilty of the erector. Addltbnal permanent brbcing of the overall structure Is the iesponslb0ty of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST-83 Quality Standard, DSB-69 Broctrg Specification, and HIB-91 Handling hdallina and Brochg Recommendation available from Truss Plate Institute, 583 D'Onolrb Drive, Madison, WI63719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 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 Wsecurely 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 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 3 ; ¢ joint and embed fully. Avoid knots and wane plates from outside edge of o_ u at joint locations. d trussandvertical web. 0 a o 4. Unless otherwise noted, locate chordsplices at panel length(+ 6" from adjacent joint.) ca, C, u BOTTOM CHORDS This symbol indicates the 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. 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 formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang- Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice Is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 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, 4e unlessotherwisenoted. 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 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016, 019 MANo-MAIL MYOROI:R Job I russ 1russ lype JUNAIDIE BUDIMAN PE t145161 ty y 16472 Segovia Cir. N. 12177861 DR1732E BG ROOF TRUSS Pembroke Pines, FI 33331.4627. 1 1 optional) LONGWOOD, FL, MiTek Industries, Inc. s ug 20 20"11 MiTek industries, Inc. Wed Mar age 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 FEZ- 3x4 3x4 -- 3 5 8 2 10 9 8 7 11 3x4 - 2x4 II 3x8 = 2x4 11 3x4 - 3-1 1-13 6-11-0 9-10-3 13-5-0 3-11-13 2-11-3 2-11-3 3-6-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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/ANS195 Matrix) 1st LC LL Min I/defl = 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 = 1543/0-3-0, 2 = 1 155/0-8-0 Max Horz 2 = 107(load case 4) Max Uplift6 = -789(load case 3), 2=-760(1oad case 4) FORCES (lb) - 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, 7-1 1 =1598, 6-11 =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 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 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/rPI 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.`Di B U` LOADCASE(S) Standard _` •• P i Q•, A_ rv. 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 r'"4 Uniform Loads (plf) Vert: 1-4=-74.0, 4-6=-74.0, 2-6=-20.0 * 'yConcentratedLoads (lb) No. 4•5161 Vert: 6=-488.1 10=-444.6 11 =-444.6 ' Or ri STATE OF o c+S•• y OR I'DSaNA1. • March 13,2002 4& WARMNO - verb fy design parameters and READ NOTES ON Tffi8 AND RLVER.SE SLIDE BEFORE USE. Design valid lot use only with Mffek connectors. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and boded vertically. Applicabgy, of design parameters and proper Incotporatbn of component Is responsibility of building designer - not truss designer. Bracing shown Is tot Wetal support of Individual web members only. Additional temporary bracing to Insure dabWry, during construction If the tesponslblBy of the erector. Additional permanent biictrq of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality conhol stotage, delvery, election and bracing, consult CST-88 Cuattly Standard, OBB-89 Bracing SpecMleatlon, and HIB-91 Handling Wtalllnq and BBracingRecommendation available from truss Plate Institute, 583 D'Onohb Drive, Modbon, WI53719. M iTe 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. 0 0 For 4 x 2 orientation, locate plates /a" from outside edge of o truss and vertical web. 0 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. 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. 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'/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of, fabrication. 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 40,00 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. MiTek® TM PANEL CLIP FORM018,019 HMRO,AZR® 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 Truss Type JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177862 DR1732E C ROOF TRUSS Pembroke Pines, FI33331-4627. 1 1 11 optional) MiTek industries, Inc. 4.201 59T—s-Wu-g 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 4xe = 3 5.00 FiT 4 2 5 IK^6 US = US = 8 7 8 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 0.41 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 WS 0.04 Horz(TL) 0.00 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st 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. GOT CHORD 2 X 4 SYP No.2D GOT 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 = -358(load case 4), 6=-358(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=28, 2-3=-389, 3-4=-389, 4-5=28 GOT 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 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, 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 ANSI/TPI 1-1995 criteria. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. of f LOAD CASE(S) Standard `Os pLlQ/ FI.........i rC4 On M. 45161 01 STAfE OF i o a,oaV, ANAL March 13,2002 AWARNrxa - VerW design parameters and P.&W xtmfa ON TIM AM REVrJM; SWE BE"IM USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is fa an Individual building component to be installed and loaded venlcol y. Applicability of design patometen and proper Ineaporatlon of component is responsiblIfty of building designer - not Huss designer. Siccing shown is tot loteral support of individual web member only. Addlfbnal tomporory bracing to Irnure stab0ty during construction is the tesponslbl0ty of the erector. Addtlbnal permanent btbctrp of the overall structure is the responsm6ny of the building deslgnet. For genetol guidance tegarding tabftatlon, quality conhol, storage, delivery, election and beacMg• consult CST-63 Cuatlty standard, DSS-89 Bracing Specification, and HIS-91 Handling Indotiltq and Bracing Recommendation available from Truss Plate Institute, 583 D'OnobftDrive, Madison, WI63719. MiTek® 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 Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. Ye J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each a c other. 0 WEBS J5 cc 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o ¢ X '; '' ; joint and embed fully. Avoid knots and wane from outside edge of o_ d ' at joint locations. truss andd vertical web. truss a a o 4. Unless otherwise noted, locate chordsplices at / 4 panel length(+ 6" from adjacent joint.) caC, U. BOTTOM CHORDS This symbol indicates the 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, 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 MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 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 engineer. MiTek® 15. Care should be exercised in handling, TM PAPENELerection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018. 019 HMRO,A/R® ob russ russ ype JUNAIDIE BUDIMAN PE #45161 ty y 12177863 DR1732E C5 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines. FI 33331-4627. optional) MiTek Industries, Inc. 4.201 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 3 5.00 FTY 4 2 5 3x6 - 3x6 - 8 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 D£FL in (Ioc) 1/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.04 4 > 314 MI120 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) 1st LC LL Min Well = 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.213 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(load case 4) FORCES (Ib) - 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 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 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/rPI 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 o^ 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 zA4 LOAD CASE(S) Standard Q IF q •. A- 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 •'' ram', "v Uniform Loads (plf) ' Vert: 1-3=-74.0, 3-5=-74.0, 2-4=-20.0 * Concentrated Loads (Ib) No. 45161 Vert: 7 = 24.2 ' Os, rTATE OF .t ww . .• ly A••-1yf OR`, uSS O{w March 13,2002 Q wewtmyo - verM design pararrseten and then Nores ON This AND ttcv=m, srnc Bz"Rc uss. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be fled and loaded vertically. Appicab®ty of design parameters and proper lncaporatlon of component b 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 brbeig of the overall structure Is the iesponsbAlly of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and btactng, consull QST-83 Quality Standard, DSB-89 Bracing SpecIfIcatlan, and NIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI53719. M 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 c other. o J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 3 Q0 ; JC6Z joint and embed fully. Avoid knots and wane plates I/a"from outside edge of o d ° V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords laces I Pceat /4 length(+ 6" frompanel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 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 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 HMRO,A/RO uu r rubs r rubs r yNo JUNAIDIE BUDIMAN PE #45161 Ury rry nun r ury 11,34 c 1217786416472SegoviaCir. N. DR1732E D3 ROOF TRUSS Pembroke Pines, FI 33331-4527. 1 1 „ 3-0-0 5-6-0 8-6-0 3-0-0 2-6-0 3-0-0 ex8 = Scale - 1:15.7 600 = 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 Plate Offsets LOADING (psf) SPACING 2-0-0 CST 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 Vort(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 1st LC LL Min 1/defl = 360 Weight: 50 lb LUMBER TOP CHORD 2 X 4 SYP No.2D *Except* 2-3 2 X 6 SYP No.2ND BOT 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(1oad case 5) Max Uplift8=-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 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 18-7) 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 psi 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) 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. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 54.41b down and 121.51b 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 and 92.81b up at 5-4-15 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 8) 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) Vert: 1-2=-74.0, 2-3--74.0, 3-4=-74.0, 5-8=-20.0 Concentrated Loads (lb) Vert: 2=-54.4 3=-54.4 7=-24.8 6=-24.8 No. 45161 CQ o STATE OF .`' s40 4L ° a'° to, 80March 13,2002 AWARNTNG - v r{k design parameters and READ NOTES ON rffiS AND REVERSIS SWE BEFORE USE. Design valid for use only with Mifek connectors. This design Is based only upon parameters drown, and Is for an IndMdual building component to be Installed and boded vertically. AppllcabYSy, of design parameters and proper Incorpotatbn of component It responslbmry, of building designer - not truss designer. Bracing shown It far lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. AddBbnal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobrbatbn, quality control, storage, delivery, erection and bracing, consull CST-88 Quality Standard, DSI.89 Brocng SpecUloatlon, and HIB-91 MiTek® HandlingtmtolllnqandIroeingRecommendationava0oblefromTrussPblateinstitute, 583 D'OroeDrive, Madison, WI5371 V. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 * 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each T c2 c3 other. o JS Q WEBS 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 c o a _ at joint locations. truss and vertical web. 10 a o 4. Unless otherwise noted, locate chord splices I/ 4at panel length(+ 6" from adjacent joint.) u C, u BOTTOM CHORDS This symbol indicates the 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. 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 MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 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, TMPAPNNEL erection and installation of trusses. 1993 Mffek Holdings, Inc. CLIP FORM018.019 NMRO-AIR Job russ russ Type JUNAIDIE BUDIMAN PE #45161 ty y 12177865 DR1732E J ROOF TRUSS 16472 Segovia Cir. N. 20 1 Pembroke Pines, FI 33331-4627. optional) LONGWOOD, FL, MiTek Industries, Inc. 4.201 SAT77—ug 70 700 MwTekn ustnes, 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/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vrdrt(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/ANS195 Matrix) 1st LC LL Min I/defl = 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 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If and 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. 51 THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard p,E BUD t ' No. 45161 •'k O •', %TATE OFValmZZORI ONA1. March 13,2002 AWARNING - Ver(& design parameters and READ NOTES ONTBIS AND REVERSIS SIDE BEFORE USE. Mom® Design valid for use only with Wait connectors. This design is based only upon parameters drown, and is fa an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is iesponslWSfy of building designer - not truss Eldesigner. Bracing shown is for lateral support of Individual web members only. Addttlanal temporary bracing to Insure dolowly during construction is the responsibility of the erector. Additional permanent brbc6g of the overall structure is the responslbBlty of the building designer. For general guidance regarding fabrication, quality contioL storage, delivery, election and bracing, consult QST-80 Quality Standard, DSB-89 Bracing Specification. and HIB-al Handling Indallho and Brocing Recommendation available from Truss Rate institute, 883 D'Onofila Drive, Madison, WI53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3i. *Center plate on joint'unless Damage or Personal Injurydimensionsindicate'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 1. securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachua other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o 3 , ; Q joint and embed fully. Avoid knots and wane plates from outside edge of o_ a y V at joint locations. truss andd vertical web. a o 4. Unless otherwise noted, locate chordsplices I/ 4 atpanel length(+ 6" from adjacent joint.) caC, C6 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 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, PAPI NELTM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016, 019 MYDRD,41R Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177866 DR1732E J5 ROOF TRUSS 16472 S ovia Cir. N. 1 1PembrokePines, FI33331-4627. optional) MiTek Industries, Inc. s ug 20 2001 MiTekIndustries, Inc. Wed Mar age 1-0-0 5-0-0 1-0-0 5-0-0 3 Scale . 1:12.3 5.00 ri T 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 floc) I/defl 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/ANSI95 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 Horz 5 = 161(load case 5) Max Uplift3=-1840oad case 5), 4=-49(load case 1), 5=-2100oad case 4) Max Grav 3=174(load case 1), 4=70(load case 4), 5=417(load case 1) FORCES (lb) - 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 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 21 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 p,E 183 No. 45161 bb 0 '. STATE OF s.•' L OR pI' i y„1•.• S JUA1. March 13,2002 A WARMNo - VerM design parameters and R&w Norz8 ON THIS AND Rav6Rw amz HEPORL um. Design valid for use only with Mites connectors. This design is based only upon parameten shown, and is for an Individual buAdIng 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 brbeIng of the overall structure is the iesponsibS)ty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull C87-611 Quality Standard, DSI.89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute. 383 D'Onoelo Drive. Madison, WI53719. M iTek® Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 0110, 13/. *'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 building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each c2 a other. o WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; Q joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of O a ° V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP 114at panel length(+ 6" from adjacent joint.) ca BOTTOM CHORDSThissymbolindicatesthe 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. 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 MfTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling Is installed, oe" 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 M iTek® engineer. - 15. Care should be exercised in handling, TMJIM erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018.019 HRO.AI R Job I russ J russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177867 DR1732E JG MONO TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI33331-4627. optional) 4, LONGWOOD, FL, MiTek Industries, Inc. 4.201 sRT—s-Ku-g 20 20011 MiTekIndustries, Inc. Wed Mar age 1-0-0 3-9-14 7-0-0 1-0-0 3-9-14 3-2-2 2x4 11 scale = 1:18.1 4 5.00 FT7- 3x4 3 8 2 2x4 = 7 6 5 2x4 11 3x4 = 3-9-14 7-0-0 3-9-14 3-2-2 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.22 Ven(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 Harz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st 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 Ilb/size) 2=437/0-1-8, 5=334/0-1-8 Max Horz 2 = 241(load case 4) Max Uplift 2=-28611oad case 4, 5=-26811oad case 4) FORCES (lb) - 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 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 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 ANSIITPI 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 12.11b down at 3-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building `pi BUDdesigner. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. 1 ••..••• 13 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 7kUniformLoads (plf) P10, 45161 Vert: 2-5=-20.0, 1-4=-74.0 0ConcentratedLoads (lb) Vert: 7=-12.18=-37.6 i STATE OF S 0R o JAI March 13,2002 QwAMNG - verW design pananseten and READ NoraS ONTBIS AND REVERSIS SME aeFotta USE. Design valid for use only with MITek connectors. This design is baud only upon parameters dawn, and is for an Individual building component to be Installed and boded vertically. AppBoabMty of design parameters and proper In=poratlon of component is responsibility of building designer - not truss designer. Bracing shown is fa lateral support of Individual web members only. Additional tomporary brockq to ktsure stability during construction is the responslblIlly of the erector. Additional permanent brbcktg of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol, storage, delivery, erection and bracing, consu8 OST-88 Quality Standard, DSB-89 Bracing Specllicatlom and NIB-91 Handling Installing and trockq Recommendation available from Truss Gate Institute, 883 frbD'OraDrlve, Madison, WI53719. M 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 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, propertysecurelyseat. Ye J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each C7 other. cc WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate O , ¢ joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o_ a y V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at I14 length(+ 6" from ca panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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, 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 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 rCB 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, 401 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 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 ono-wnrL Of MR0,41R® Job DR1732E I russ JG4 I russ I ype JUNAIDIE BUDIMAN PE #45161 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines, FI 33331,1627. tY 2 Y 1 12177868 optional) MiTek Industries, Inc. 4.201 SAT-s-T-ug 20 2001 MiTekIndustries, Inc. Wed Mar age 2-2-8 4-2-8 2-2-8 x_ 6 2-0-0 3 x4 11 2 cele: 1.5' - 1' 5.00 r1 F Ll 1 5 2x4 II 7 4 4x6 = U4 = 2-2-8 4-2-8 2-2-8 2-0-0 Plate offsets LOADING (psf) TCLL 30.0 SPACING 2-0-0 Plates Increase 1.33 CSI TC 0.14 DEFL in (loc) I/defl Vert(LL) 0.01 5 >999 PLATES GRIP 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/ANS195 Matrix) t::t 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 purfins, 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/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 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/TPI 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 Q1 Sl r 40.31b up at 2-9-1 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 t L7 chord. Design for unspecified connection(s) is delegated to the building designer. ...• 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. v LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 * : 20.451 fit ." Uniform Loads (plf) - ; Vert: 1-2=-74.0. 2-3--74.0, 1-4=-20.0 Concentrated Loads (lb) Vert: 2=-7.3 5=-4.3 6=27.9 7=-446.4 0w•S STATE OF ..•'+ vS aNAL March 13,2002 A WAMNO - VerW design parameters and READ NOTES ON THIS AND RE VERS8 SLIDE BEFORE USE. Design valid for use only with Mffek 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 responslbmty, of building designer - not huts designer. Bracing shown Is fa lateral support of Individual web members only. Addlilonal tomporary bracing to Insure stability during construction Is the responslblilty of the erector. Additional permanent bracing of the overall structure Is the responslblBty of the building designer. For generalp guidance regarding tabrlcatlon, quality conhol, storage, delivery, erection and bracing, consult OST-ea Ouatify Standard, OSS-89 {racing Specification, and NIB-91 Handling Installlna and trocing Recommendation available from Trust Rate institute, 583 D'Ononlo Drive. Madison, Wl53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t)i. * 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 C? other. o WEBS J5 cc3. 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/e" from outside edge of o V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP 4 length(* 6" from C, c6 at panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 P 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 MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 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, T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP 1 FORM016,019 onwo-L HYDRO -AIR 0 Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 16472 Segovia Cir. N. 12177869 DR1732E K ROOF TRUSS Pembroke Pines. FI33331-4627. 6 1 optional) FC-MiTek Industries, Inc. 4.201 Mfl—s Tug 20 20 )l MiTek Industries, Inc. Wed Mar age 1.0-0 5-0-0 1-0-0 5-0-0 3 Scale 1:13. 5.00 2 1 4 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.08 Vr;rt(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/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 = 155/Mechanical, 2=335/0-8-0, 4 = 46/Mechanical Max Horz 2=161(load case 5) Max Uplift3=-174(load case 5), 2=-152(load case 4) FORCES (lb) - 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 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi 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 CASE(S) Standard o;F- 13 No, 4.5161 STATE offt.•• y ANAL March 13,2002 A wwRmm - verVy design parameters and READ Nares oN rests Arun RcvERm srnc HE"Rc USE. 10011 Design valid for use only with Mf1ek 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 krcorpoiatlon of component b responsibility of bu0ding designer - not truss designer. Bracing shown b far lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction b the iesponslbillty of the erector. Addilional 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-BB Quality Standard, DSB-89 Bracing Speclflaatim and HIB-91 Handling Installing and BrocN Recommendatlon avaRable from Truss Plate Institute, SS3 D'Onofrio Drive, Madison, WI6371 V. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 13/1. * Center on joint unless Failure to Follow Could Cause Property plate 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 7o 2. Cut members to bear tightly against eachTa other. WEBS J5 a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; ; a cc joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices I/ 4at panel length(* 6" from adjacent joint.) ce C, u 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 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. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 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 erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG -NAIL ®OQQ-AIR 0 Job I russ I russ ype JUNAIDIE BUDIMAN PE #46161 Y y 12177870 DR1732E L ROOF TRUSS 16472 Segovia Cir. N. 10 1 Pembroke Pines. FI 33331-4627. optional) FC,-MiTek Industries, Inc. s ug 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 P3- 2 Kid 1 2x4 = 5 4 1-0-0 3-0-0 1-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vcrt(LL) 0.06 2 > 276 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 V(;rt(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/ANSI95 Matrix) 1st LC LL Min Well = 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 (lb/size) 3 = 95/Mechanical, 4=-162/Mechanical, 5=422/0-8-0 Max Horz 5 = 101(load case 5) Max Uplift3=-108(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 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 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/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard 8U4 J•.G`; i rcgr• y t :• l0.4516 bb O °s PTA TE OF .° w i'• ti 0 R t0,1'• 1 S NAL March 13,2002 A WARNDYO - VerVy design parameters and READ NOTES ON TffiS AND RE VERS8 SIDE BEPORE USE. ® Design valld tot use only with Mltek connectors. This design Is based only upon parameters drown, and Is for an Individual building component to be tnstolled and loaded vertically. Applicability of design patameten and propel krootpotallo n of component It tetponslWBty of building designer - not truss deslgnet. Brocing shown Is tot lotetal support of Individual web members only. Addtlbnal temporary btactng to Insure stability dutkp condruction Is the responsiblilty of the etectot. Additional petmonent bAsckng of the ovef ll structure b the tesponslbUtty of the building deslgnet. Fat general guidance regarding fabrloatlon, quality conhot st«ape, delivery, erection and bracing, consult OST-83 Quality Standard, OSI-89 Bracing Specification, and HIB•91 Handling Indallina and Bracing Recommendation ova086 ablefromTrussPlateInstitute. 3 D'Onohlo Drive, Madison, W183719. M 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 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 c c other. 0 WEBS J5 cc3. 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/a" from outside edge of o_ a V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices at / 4 length(* 6" from 78C, u panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility PtYof 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 iCB 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, 401" 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 erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP FORM016, 019 onJuo-NAJ ® NYDRO,A R® Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y DR1732E L1 16472 Segovia Cir. N. ROOF TRUSS 2 1 12177871 Pembroke Pines, FI 33331-4627. optional) MiTek Industries, nc. 4.201 SITF -STug 20 2C 3 1 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 4EE 2x4 II = 2-11-8 3x4 2-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell 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(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 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 Uplift3 = -98(load case 5), 5=-93(load case 4), 4=-28(load 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 11, condition II partially enclosed building, with exposure 8 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 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 C 13 f J•.G` Q i cq F G No. 45161 o, STATE OF .d cis,• y 1o,' S ONA1. March 13,2002 A WARMNO - VerVy design parasssetem and READ NOTEB ON TB7B AND REVERSIS SWE BEF'ORE 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. ApplicabBlty of Uedgre parameters and proper Incorporatlon of component is responslblItty of building designer - not truss designer. Bracing shown is fa 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 iesponsibillty of the building designer. For general guidance regarding fabrication, quality conhol, storage, dellvery, erection and bracing, consufi OST-83 Quality Standard, 081-89 Bracing Specification, and NIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute, $83 D'Onofelo Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION t 3/1 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and sec urely seat. For 4 x 2 orientation, locate plates I/a" 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 0 Q 0 U a 0 Numbering System J2 J3 Ja 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 40,10 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 O FORM018,019 QAto-NAJL ® #fMR01A1/p 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 o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at IA 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 truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177872 DR1732E L2-1 ROOF TRUSS 16472 Segovia Cir. N. Pembroke Pines. FI 33331-4627. 1 1 optional) MiTek Industries, Inc. 4.201 sRT-s-K-ug 20 20D1 MiTekIndustries, Inc. Wed Mar age 2-'1-8 2-1-8 2 Scale: 1.5' - 1' 5.00 FTY 1 3 3x4 = 2-1-8 2-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 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) 1st 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 (lb/size) 1 = 91 /0-3-0, 2 = 72/Mechanical, 3 = 19/Mechanical Max Horz 1 = 77(load case 5) Max Uplift =-29(load case 5), 2=-82(load case 5) FORCES (lb) - 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. 51 THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard NVE B1JDIf No. 45161 eosrnTEof ,`• March 13,2002 A WARNING - VerW design parameters and READ NOTES ON TWS AND REVERSB SWZ BZFGJtE USE. ® Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is far an IndWuol bu0ding component to be installed and loaded vertically. Applicability of design parameters and proper In=poratbn of component It responsibmty of building designer - not truss designer. Bracing shown b for Wolof support of Individual web members only. Additional temporary bracing to Insure stability during construction It the responsibility of the erector. Additional permanent brbcln g of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, election and bracing, consult OST-BB Quality Standard, OSS-89 Bracing SpeeMkatlon, and HIB-91 Nandling Installing and Brocing Recommendation ovalloble from Truss Plate Institute, Sea D'Onotrlo Drive, Madison, WI53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. * 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each T cz a other. cc WEBS JS 3. Place plates on each face of truss at eacha4:* For 4 x 2 orientation, locate i U , ; , ; Q joint and embed fully. Avoid knots and wane plates I/e"from outside edge of O d at joint locations. truss and vertical web. o 4. Unless otherwise noted, locate chordsplices at /4 l length(' th 6 from ce v cs paneen ad oint. adjacent1 joint.) BOTTOM CHORDS This symbol indicates the 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. 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 MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 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, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM019,019 a-L ® #fMRO,AIN@ ob russ truss type JUNAIDIE BUDIMAN PE #45161 ty y 12177873 DR1732E L2-6 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI 33331-4627. optional) LONGWOOD, FL, MiTek Industries, nc. 4.201 SAT—s-Tu-g 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 Ff'l 2 1 4 2x4 = 2-6-8 2-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) Wit We 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 Uplift3=-79(load case 5), 2=-146(1oad case 4) FORCES (lb) - 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 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 79 lb uplift at joint 3 and 146 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 t No. 45161 March 13,2002 A VARMNO -Verily design parameters and READ NOTES ON 7WS AND REVERSH SWE BEFORE USE. 16DesignvalidforuseonlywithMITekconnectors. 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 lmoorporatbn of component is iesponsblSly of building designer - not buss designer. Bracing shown is for bteral support of Individual web members only. AddBbnal tomporary brachg to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsDa0lty of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bacing, consult OST-88 Quality Standard, 031-89 tracing Specification, and NIB-91 Handling Installing and Bracing Recommendation ova Bbabhorn Truss Plate institute. $63 D'Onohb Drlve, Madison, W153719. M iTek® Symbols Numbering System General Safety Notes PLATE LOCATION AND . 11 ORIENTATION Failure to Follow Could Cause Property 13/1 * Centel 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 plptes 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 c2 73 other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate K 3 ,, ; ¢ joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of U O a at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices 4 length(* 6" from ce C, C. at panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. Is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT To RIGHT. practices 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, 40" 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 M iTek® engineer. 15. Care should be exercised in handling, PAPI NEL TM erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP FORM018,019 MYDRO,A11RO ob 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) LONGWOOD, FL, MiTek Industries, Inc. 4.201 SRT—s—Xu-g 20 2031 MiTekIndustries, Inc. Wed Mar age 1-0-0 1-0-0 1-0-0 1-0-0 3 Scale . 1:5.3 5.00 FTY 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.20 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = -1 7/Mechanical, 2=177/0-8-0, 4 = 9/Mechanical Max Horz 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(1oad 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 II, 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 21 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/TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard 113ptFEE ci .•; ' tt . No. 45161 STATE OF lio- JVAL March 13,2002 AWARNINO - VerVy design parasnetern and READ NOTES ON TB78 AND REVERSE: SIDE BEFORE USE. Design valid for use only with Mfiek connectors. This design is based only upon parameters drown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responslWWy of building designer - not truss designer. Bracing shown is far Metal support of Individual web members only. Additional temporary braeklg to Insure stability during construction is the responslblitly of the erector. Additloreal permanent bnbcing of the overall structure is the responsiblity of the building designer. For general guidance regardlreg fabrication, Quality control storage, delivery, erection and bracing, consult OBT•83 Ouatily Standard. 081.89 tracing Specification. and HIB-91 Handling Installing and Braclnrg Recom isle allon ovallable from Truss Plate Institute, 563 D'Onofrlo Drive, Madison, Wl53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/1. * Center plate on joint unless Damage Or Personal Injury dimensions indicate. otherwise. Dimensions are in inches. Apply l . 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 Cz other. o WEBS JS cc 3. Place plates on each face of truss at each For 4 x 2 orientation, locate a: joint and embed fully. Avoid knots and wane prates/a" from outside edge of 0 a at joint locations. truss and vertical web. o a 4. UnIIess otherwise noted, locate chord splices o at /4 panel length(+ 6" from adjacent joint.) ce Cl 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 Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 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, 4000 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 engineer. - MiTek® 15. Care should be exercised in handling, PANEL T~ erection and installation of trusses. 1993 Mffek Holdings, Inc. CLIP FORM016.019 O'L ® HY QC1AIR® Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty Y 16472 Segovia Cir. N. 12177875 DR1732E M1 ROOF TRUSS Pembroke Pines. FI33331-4627. 2 1 optional) MiTek industries, Inc. s ug 20 20 3 MiTekn ustnes, Inc. Wed Mar age 1-0-8 0-11-8 1-0-8 0-11-8 3 Scale 1:10. 5.00 FTT 2x4 II 2 1 BLOR. TO PROVIDE CONN. TO RESIST HOR. MOVEMENT. 4 2x4 I I 0.1 1-6 0-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 6lb 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 Horz 5=57(load case 4) Max Uplift 3 = -42(load case 5), 5=-85(load case 4), 4=-28(load case 4) Max Grav 3 = 60oad 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/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 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 ANSI1TPI 1-1995 criteria. 5) THIS DESIGN CONFORMS TO FBC 2001, BASED ON THE PARAMETER INDICATED. LOAD CASE(S) Standard \pt 13 f4V. i FrC4.11..2G` Q No.45161 trO 's STATE OF r CV L March 13,2002 AWARMNO - Veryk design parameters and READ NOTES ON TSIS AND REVERS3 SWE BEFORE USE. 0 Design valid for use only with Mifek connectas. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertkally. AppRcobity of design parameters and proper Incaporatlon of component is iesponsiblilty of bulldIng designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary brocing to Insure stability during construction is the responsibility of the erector. Additional permanent brbclng of the overall structure is the tesponsibmty of the building designer. For general guidance regarding fabrication, qua0fy controL storage, delivery, erection and bracing, consult QST-ee Quality Standard, DSS-e9 Srocing Spectfkation, and HIS-91 HandiiR ngInstallingandSrocUMRecommendationavailablefromTrussate Insteute, 3a3 D'Ono6lo Drive, Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the building designer, erection supervisor, propertysecurelyseat. fie J2 J3 J4 owner and all other interested parties.. Al TOP CHORDS 2. Cut members to bear tightly against each other. o WEBS J5 a:3. Place plates on each face of truss at eacha4*For 4 x 2 orientation, locate i , ; , ; Qjoint and embed fully. Avoid knots and wane plates 1/8" from outside edge of 0 o a _ y V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP Aatpanel length(+ 6" from adjacent joint.) ceCBOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt 18 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 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. 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, lieunlessotherwisenoted, 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. F. 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. ' 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018, 019 a wo-rwu ® HMRO,AZR® Job I russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177876 DR1732E S ROOF TRUSS 16472 Segovia Cir. N. 3 1 Pembroke Pines. FI 33331-1627. optional) MiTek Industries, Inc. s ug 70 7001 MwTekIndustries, Inc. Wed Mar age 1-5-0 5-3-5 9-10-13 1-5-0 5-3-5 4-7-8 Scale m 1:18.9 4 9 3.54 rT7 3x4 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 floc) 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/ANSI95 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 Horz 2=219(load case 2) Max Uplift4 = -243fload case 3), 2=-536fload case 21, 5=-356fload case 31 FORCES (lb) - 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 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 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 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. 61 Special hanger(s) or connection(s) required to support concentrated load(s) 150.O1b 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 12.11b down at 4-3-11, and 52.1lb 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. LOAD CASE(S) Standard '• 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) Vert: 1-4=-74.0, 2-5=-20.0 '• Concentrated • Loads (lb) - , 45 Vert: 8=10.1 9=-161.7 10=21.6 11 =-12.1 12=-52.1 o STATE of vV.VS w AL A WAR NG - ver{/y design parwretem and READ NOMS ON THIS AND REVERSE &ME 9EMRS USE. Design valid for use only with MITek connector. This design is bared only upon parameters dawn, and is fa an Individual bu9dtrng component to be installed and boded vedlcoly. Apploabity of design parameter and proper Incorporation of component is responsbity of building designer - not truss designer. Bracing shown is for lateral support of Incilvkfual web members only. Addtlbral temporary bracing to knure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the rosponslbity of the building designer. For general guidance regarding fabrication, quality contra storage, delivery, etectkln and bracing, conlsull QST•86 ouaMy standard, 031111-89 Bracing Specification, and ND-91 Handling Installft and Bracing Recommendation ovallable from Truss Plate Wtltute, 683 D'Onohb Drive, Madison, WI63719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 0110, 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each70- other. JSoWEBSa: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 from outside edge of O_ d ° v at joint locations. truss andd vertical web. a O 4. Unless otherwise noted, locate chords licesP at 1/4 length(* 6" frompanel 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 formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Comber is a non-structural consideration and MfTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE 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, 4000 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 M iTek® engineer. - 15. Care should be exercised in handling, PE TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 HYDRO,AIIR® o russ I russ I ype JUNAIDIE BUDIMAN PE #45161 ty y 12177877 DR1732E S1 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines. FI 33331-4627. optional) MiTek Industries, Inc. s ug I e n ustnes, nc. aMar 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 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 CSI 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) 1st LC LL Min I/defl = 360 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.213 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 = 396/0-1 1-5 Max Horz 5 = 144(load case 3) Max Uplift3 = -286(load case 5), 4=-1(load case 1), 5=-206(load case 2) Max Grav 3=294(load case 1), 4=80(load case 2), 5=396(load case 11 FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 29, 2-3 = 59 BOTCHORD 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/rPI 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 ` i BUniformLoads (plf) Vert: 1-2=-74.0 ...... •• •. Trapezoidal Loads (plf) Q1 C,4`•. G• Vert: 2=0.0-to-3=-130.8, 2=0.0-to-4=-35.4 ram''"v r,b.45161 srnTE of ,• 0`AAR`iOs` NSOALe March 13,2002 A WARNING - VerW design parameters and READ NOTES ONTMS AND REVERSR SIDE BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and boded vertically. AppWabity of design parameters and proper Inmporatbn of component is recponslbmty of building designer -riot truss designer. Bracing shown is for lateral support of YWNldual web members only. Additional temporary bracing to Insure stability during construction is the responslbmty of the erector. Addltbnat permanent bfls tr of the overall structure is the iesponsmOty, of the building designer. For general guidance fegording fabrication, quality control, stooge, delivery, election and brocirlg, consull QST•83 Quality Standard, 031•88 Bracing Speciflcatbn, and HIB-91 Handling butalllna and Bracing RecommmWatlon available from Truss Rate Institute. 583 D'Onohb Drlve, Madison, WI6371 V. M iTek® 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. T cc For 4 x 2 orientation, locate 0 plates I/8" from outside edge of otrussandverticalweb. 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 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. FORM016,019 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 LEFTTO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N 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 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. o-Truss runs ype JUNAIDIE BUDIMAN PE #45161 ty y 12177878 DR1732E S2 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI 33331-4627. optional) r e Industries,Inc. s ug 20 20 3 MiTekn ustnes, Inc. Wed Mar age 1-5-0 4-2-15 1-5-0 4-2-15 Scale 1:9.7 3 3.54 ji3- 2 t 5 4 2x4 - 4-2-15 4-2-15 LOADING (psf) SPACING 2-0-0 CSI 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 HorzITL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1::t 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=329/0-11-5, 4 = 32/Mechanical Max Horz 2 =102(load case 3) Max Uplift3=-128(load case 5), 2=-206(load case 2) FORCES (lb) - 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 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 128 lb uplift at joint 3 and 206 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 13 f1) Regular: Lumber Increase=1.33, Plate Increase=1.33 pL,O Uniform Loads (pit) ......... I .. Vert: 1-3=-74.0, 2-4=-20.0 •d /C,qJ., f Concentrated Loads (Ib) Vert: 5 = 21.6 No. 45161 Or r Lt STATE OF ss NA1. e.. March 13,2002 A WARMNO - Ver(& design parameters and READ NOTES ON THIS AND REVERSH SWE BEFORE USE. ® Design valid for use only whh Wet connectors. Thb design b based only upon parameters dawn, and Is for an IndMdual building component to be installed and loaded vertically. Applicability of design parameters and proper hoaporatlan of component b iesponsbilty of building designer - not truss designer. Bracing shown b lot lateral support of Individual web members only. Addtlbnal temporary baachg to Insure dobOtty during construction It the responslbWty of the erector. Additional permanent brbchg of the overall structure b the iesponsm@ly of the building designer. For general guidance regarding fabrication, quoBly control, dotage, deBvery, erection and bracing, consull 057-85 Ouatify Standard, 031-89 Bracing Spectflaatlon, and NIB-91 Handling Installtrnq and BR rocigRecommendationovallabiefromTrussate Institute, 583 D'Onohla Drive, Madison, WI83719. M 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 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, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each ci a other. o WEBS 3. Place plates on each face of truss at each For 4 x 2 orientation, locate O „ , ¢joint and embed fully. Avoid knots and wane plates I/a" from outside edge of o a V'IJ5 at joint locations. truss and vertical web, a o 4. Unless otherwise noted, locate chords lacesP I14 length(* 6" from ce C, at panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibilityPtY 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 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 M iTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP I FORM018,019 GANG-tioa ® #"RO,AZR® Jo'Truss runs ype JUNAIDIE BUDIMAN PE #45161 ty y 12177879 DR1732E S3 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines. FI 33331-4627. o tional) r e Industries,Inc. s ug i e n ustrles,Inc. Wed Mar age 1-5-11 4-2-3 1-5-11 4-2-3 3 Scale = 1:13. 3.54 jT2- 3x4 s 2 1 6 4 3x4 - 2xa n 4-2-3 4-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl 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: 22 lb 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 = 121 /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 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 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) 96.8lb 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. pp - 9i LOAD CASE... . S) Standard -` 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 ` Q1 l F if .• `'i• Uniform Loads (pit) ••G' 'y Vert: 1-2=-74.0, 2-3=-74.0, 4-5=-20.0 Concentrated Loads (lb) 7k Vert: 6 = 11.9 4• 515 O a 1k • rSTATE ,- 0•%• s OAF'' y'0R`1DssQia%'' March 13,2002 A WARMNO - Der-W design parameters and READ NOTES ONTHIS AND REVrJM SIDE BEFORE USE. Design valid for use only with Mftek connectors. This design is based only upon parameter drown, and b tot an Individual building component to be Installed and loaded vertically. AppicabYlty of design parameters and proper Incorporation of component h tesponsRNYty, of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Addtlbnal tomporary bracing to Insure stability during construction b the responslblIlly of the erector. Additional permanent bibeIng of the overall structure is the responsiblilty of the building designer. For generalg guidance regarding fabrication, quality controL storage, delivery, erection and bracing, coraulf GST-83 Quality Stallard, DSI.89 Bracing SpeeffleotW% and NIB-91 Nandllno Instolllnp and Bracing Recommendation availRate ablefromTruerInstitute, $63 D'Onofrb Drive, Madison, WI63719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. * 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. fie J2 J3 J4 owner and all other interested parties.. Ir TOP CHORDS 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 i 3 , a ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o a ti V at joint locations. truss and vertical web. o 4. Unless otherwise noted, locate chords laces at 1 /4 length(' 6' from ca u F panel adjacent joint.) 9 (+ 1 1 ) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 P 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. Comber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice Is to camber for dead load deflection. 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 M iTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016, 019 HMRO,AZR ob 7russ russ ype JUNAIDIE BUDIMAN PE #45161 ty y 12177880 DR1732E S4 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines, FI 33331-4627. optional) 77MU-SPAWNT,70MMOD, FL, r e Industries,Inc. s ug r e IndusInc. a Mar age 1-5-0 3-7-2 1-5-0 3-7-2 Scale = .5 3 3.54 F Y 2 t 5 4 2x4 - 3-7-2 3-7-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 I/deft = 360 Weight: 13Ib 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 Uplift3 = -1 05(load case 5), 2=-202(load case 2) FORCES (lb) - 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 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 21 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/rPI 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 `D1C 131) Regular: Lumberr Increase = 1.33, Plate Increase=1.33 G r7i! Uniform Loads (plf) .. Vert: 1-3=-74.0, 2-4=-20.0 'SIFICP Concentrated Loads (Ib) j:• yL '"r Vert: 5 = 21.6 ' No. 45161 0'. STATE OF err r4 1.44 1 oe r j` V.VP ftsg O M March 13,2002 A WARMNO - Ver(& design pamnseters and READ NOMS ON TMS AND RaTERss 18[Da BEFORE USE. 0 Deslgn volld for use only with MITet connectors. This design is based only upon parameters shown, and is for an IndMdual building component to be Intoned and boded vertically. Applicability of design parameters and proper Incorporation of component is responsldBty of bu9ding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to imure stabmty during construction is the responslbinty of the erectot. Addnbnol permanent brbctng of the overall structure is the responsibility of the buiding designer. For general guldonce regarding fabrication, quality control, storoge, deSvery, erection and bracing, consult CST -!a Quality Standard, DSI.59 Sraeissg SpecMbatlon, and NIB-91 NandlIna Iratalllnp and Bracing Recommendation avanoble from Truss Plate trntnute, 5a3 D'Onohb dDrive, Moison, Wl5371 V. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *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 other. o WEBS JS Q 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/e" from outside edge of o_ o. ° at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsP laces 4 length(+ 6" fromatpanel adjacent joint.) BOTTOM CHORDS This symbol indicates the 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. 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 AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practices 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 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 HMR0,41R0 JRM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 1732 Address:3rb CC. I City, Stater qP 30 3 Owner: j7.l o2t cv Climate Zone: Central Builder: DR HORTON Permitting Office: Permit Number: Jurisdiction Number: I . 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 I _ SEER: 12.05 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? No 6. Conditioned floor area (ft') 1732 ft' c. N/A 7. Glass area R type a. Clear - single pane 207.0 ft' _ 13. Heating systems b. Clear - double pane ft0.0 ' _ a. Electric Heat Pump Cap: 36.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 7.65 i d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 202.0(p) ft _ 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 ft' _ EF: 0.86 _ b. Frame, Wood, Exterior R=1 1.0, 56.0 ft' _ b. N/A c. Framc, Wood, Adjacent R=11.0, 328.0 ft' _ 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 ft' _ 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, i. Sup: Unc. Ret: Unc. Ali: Garage Sup. R=6.0, 170.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-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: J)ak Xg- DATE: a3.02 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Cv 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. 4 THE ST,q FO. n o BUILDING OFFICIAL: _ DATE: -_.. EnergyGaugeO (Version: FLRCSB v3.2) 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 v3.2 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 3427.2 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 EnergyGauge®/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: 10494.5 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 yo4 Tx$ STq), 1,1, C00 WE f¢ EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge6/FlaRE:S'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 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/s .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 -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 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. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/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 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint,/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Ext Insul, Exterior b. Frame, Wood, Exterior c. Framc, Wood, Adjacent d. N/A c. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage b. N/A New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 4 _ b. N/A No _ 1732 ft' c. N/A 207.0 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 fl' _ 0.0 fl' b. N/A R=0.0, 202.0(p) ft _ c. N/A 14. Hot water systems a. Electric Resistance R=3.0, 1224.0 ft' _ R=11.0, 56.0 ft' _ b. N/A R=1 1.0, 328.0 ft' _ c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 1883.0 ft' _ 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, 170.0 ft _ RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-1-1-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) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 4__ Date: 02(cioL Address of New HomeZib 0jd OX-. City/FL Zip.Snrl,( R 3243 Cap: 36.0 kBtu/hr SEER: 12.05 Cap: 36.0 kBtu/hr _ HSPF: 7.65 _ Cap: 50.0 gallons _ EF: 0.86 _ PT, _ 04 TxB S IV f 6 L l DwE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If yourscore is 80 or greater (or 86 for a US EPA/DOE EnergyStar7mdesignation), our home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-/492 or see the Energy Gauge web site at www.fsec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Comm amity Affairs at 850148 7- / 824. EnergyGauge® ( Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY File name: 1732 . bld For: D . R . HORTON By: DEL AIR HEATING,AIR CONDITIONING,REFRIGERATION 109 COMMERCE STREET LAKE MARY FL 32746-6206 407) 831-2665 WINTER DESIGN CONDITIONS Outside db: 38 Deg F Inside db: 70 Deg F Design TD: 32 Deg F HEATING SUMMARY Bldg. Heat Loss 29416 Btuh Ventilation Air 0 CFM Vent Air Loss 0 Btuh Design Heat Load 29416 Btuh INFILTRATION Method S impl i f ied Construction Quality Average Fireplaces 0 HEATING COOLING Area (sq. ft.) 1732 1732 Volume (cu.ft.) 13856 13856 Air Changes/Hour 0.8 0.4 Equivalent CFM 185 93 11/16/98 Job # 1732 Wthr Orlando AP FL Zone Entire House SUMMER DESIGN CONDITIONS Outside db: 93 Deg F Inside db: 75 Deg F Design TD: 18 Deg F Daily Range M Rel. Hum.: 50 Grains Water 44 gr SENSIBLE COOLING EQUIP LOAD SIZING Structure 22883 Btulf Ventilation 990 Btuh Design Temp. Swing 3.0 Deg F Use Mfg. Data n Rate/Swing Mult. 1.00 Total Sens Equip Load 23873 Btuh LATENT COOLING EQUIP LOAD SIZING Internal Gains 1380 Btuh Ventilation 1496 Btuh Infiltration 2769 Btuh Tot Latent Equip Load 5645 Btuh Total Equip Load 29518 Btuh HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY Make TRANS Mahe 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 Htg Air Flow Factor 0.041 CFM/Btuh Clg Air Flow Factor 0.052 CFlvl/Btuh Space Thermostat Load Sens Heat Ratio 85 MANUAL J: 7th Ed. RIGHT-J: VI 3 . 0 . 12 S/N 10315 Printout certified by ACCA to meet all requirements of Manual Form J RIGHT-J CALCULATION PROCEDURES A, B, C, D Job 9:* 1732 File name: 1732 . bld Zone: Entire House Procedure A - Winter Infiltration HTi%,I Calculation* I. Winter Infiltration CFNI 0 . 8 AC/HR x 13856 Cu.Ft. x 0.0167 = 185 CFM 2. Winter Infiltration Btuh 1.1 x 185 CFM x 32 WinterTD = 6516 Btuh 3. Winter Infiltration HTIVI I 6516 Btuh / 245 Total Window = 26.6 HTM and Door Area Procedure B - Summer Infiltration HTM Calculation* 1. 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 0.68 x 44 gr.diff. x 93 CFM = 2769 Btuh Procedure D - Equipment Sizing Loads 11/16/98 I. Sensible Sizing Load Sensible Ventilation Load 1.1 x 50 Vent.CFM x 18 SummerTD 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: 7th Ed. RIGHT-J: V 3 . 0 . 12 SIN 10315 Printout certified by ACCA to meet all requirements of Manual Form J s 1732 Job# 1732 Zone: Entire House 11/16/98 11 E RIGHT 1 3 0 12- / 10315 I NnmeolRoont Entire House BR 4 FAM LAUNDRY 2 Running Ft. Exposed Will I 202 . 0 Ft. I 29. 0 Ft. 41.0 Ft. 7.0 Ft. Room Dimensions. Ft. 0.0 1. 13.5 x 12. 0 Ft. 20. 0 x 20. 0 Ft. 7 . 0 x 9.0 Ft. 4 Ceilogs.Ft C'ondit.Oplion 8.0 heat/cool d 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYPE OF CST HT\I Aren Buth Area Built Arca Btuh Aren Bnth EXPOSURE N0. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length 141g Clg 5 Gross a 14C 2.5 1.1 1224 232 112 0 Exposed b 12C 2.9 1.9 56 0 56 0 Vttllsattd c 13C 3.2 1.2 328 0 152 56 Partitions d 0.0 0.0 0 0 0 0 I' 0.0 0.0 0 p 0 p 6 Vindowsand a 1Cll 37.0 153 5655 23 850 23 850 0 0 Glass Doors b 8C 37.0 54 1996 0 0 0 0 0 0 Heating 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 NE/NW 41.0 46 1086 23 943 23 943 0 0 Cooling E/W 0.0 0 0 0 0 0 0 0 0 SE/SW 49.0 142 6934 0 0 0 0 0 0 South 0.0 0 0 0 0 0 0 0 0 Florz 0.0 0 0 0 0 0 0 0 0 S Mier doors I n IOD 14.7 9.9 38 559 378 0 0 0 20 294 199 18 265 179 b IOD 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 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 11 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 clbl 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltnatiott a 26.6 7.5 245 6516 1833 23 612 172 43 1144 322 1B 479 135 13 Subtot Btuh Loss-6+8..+11+12 26742 3003 4831 1152 14 Dim Built Loss 101" 2674 101". 300 10*/ 413 10% 115 15 romi Btult Loss. 13+14 29416 3304 5314 1267 16 Int. Gains: People a 300 6 1800 0 0 4 1200 0 0 Appl. a 1200 2 1B00 0 0 0 0 1 600 17 SubtotRSl-IGainm7+g..+I2+16 201103 1706 3900 1098 18 Duct Btttlt Gnin 10% 2080 10'/ 171 10% 390 10°/ 110 19 TOW RSHGnin-(17+19)•PLF 1.00 22883 1.00 1876 1.00 4290 1.00 1208 I20I CFM Air Required I .... I 12001 12001 I 1351 981 I 2171 2251 I 521 63 Printout certified by ACCA to meet all requirements of Manual J Form 1732 Job# 1732 Zone: Entire House 11/16/98 1. r.1 01!-1• i n 17 cim lnil c I Mime of Room BR 2 BR 3 M/BRT10. M/ BTH 2 Running Ft. Exposed Wall 27.0 Ft. I11 . 0 Ft. 32. 0 Ft.10. 0 Ft. 3 Room Dimensions. Ft. 13.0 x 12.0 Ft. 11.0 x 15.0 Ft. 13.0 x 17.0 Ft. 0 x 15. 0 Ft. a Ceihtgs. Ft Condit. Option 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYPE OF CST HTM Area Binh Aren Btuh Area Built Area Birth EXPOSURE N0. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg 5 Gross a 14C 2.5 1.1 96 88 256 80 Exposed b 12C 2.9 1.9 0 0 0 0 Walls and c 13C 3.2 1.2 120 0 01 0 Partitions cl 0.0 0.0 0 0 0 0 f 0.0 0.0 0 0 0 0 6 Windows ad tt1C 37.0 16 591 16 591 32 1183 10 370 Glass Doors b 8C 37.0 0 0 0 0 0 0 0 0 Heating c 9A 29.9 0 0 0 0 0 0 0 0 cl 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 Windows and North 22.0 2 44 2 44 4 89 2 35 Glass Doors NE/NW 41.0 0 0 0 0 0 0 0 0 Cooling E/ W 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 Herz 0. 0 0 0 0 0 0 0 0 0 8 Other doors I a I 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 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 80 197 88 12 117 79 224 552 241 70 172 77 fixposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 ttallsand c 13C 3.2 1.2 120 378 140 0 0 0 0 0 0 0 0 0 pions tl 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 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 2.2 156 265 147 165 280 367 221 375 492 150 254 334 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 It 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 IC 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 Btuh Loss=6+8..+11+I2 2556 1759 3790 1322 14 Duct Built Loss 10% 256 10°/ 176 10°/ 379 10% 132 15 Total Built Loss= 13+14 2812 1935 4169 1454 16 Int. Gains: People rr 300 0 0 0 0 1 300 0 0 Appl. a 1200 0 0 0 0 0 0 0 0 17 SubtotRSHGnin= 7+8..+12+16 1425 1296 2737 933 18 Duct Mull Gain 10% 142 10% 130 10% 274 10% 93 19 Total RSH Gnin=(17+18)•PLF 1.00 1567 1.00 1425 1. 00 3011 1.00 1o27 20 CFNI Air Required 115 82 1 79 75 170 158 1 59 54 Printout certified by ACCA to meet all requirements of Manual J Form 1732 Job# 1732 Zone: Entire House 11/16/98 I Nameol'Room BTH KICTHEI•I DINING 2 Running Ft. Exposed Wall 0.0 Ft. 31 . 0 Ft. 14.0 Ft. Ft. 3 Room Dimensions. Ft. 9.0 s 10. 0 Ft. 16. 0 . 14 . 0 Ft. 14.0 .x 18.0 Ft. s Ft. 4 C'eiings. Ft Condit. Option 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYPE OF CST I ITN Arei Btuh Area Mull Area Built Area Dahh EXPOSURE NO. I'Itg Clg Length Fltg Clg Length Htg Clg Length Htg Clg Length Htg Clg 5 Gross n 14C 2.5 1.1 0 248 112 Exposed b 12C 2.9 1.9 0 o 0 Wills and c 13C 3.2 1.2 0 0 0 Panitions d 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 G Windows 'Id i 1C 37.0 0 0 10 370 23 850 Glnss Doors b 8C 37.0 0 0 54 1996 0 0 tenting c 9A 29.9 0 0 0 0 0 0 d 0.0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 f 0.0 0 0 0 0 0 0 7 Windows mid North 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/SW 49.0 0 0 57 2795 20 985 South 0. 0 0 0 0 0 0 0 1'lotz 0.0 0 0 0 0 0 0 3 Other doors I i 10D 14.7 9.9 or --A 0 0 0 0 0 0 0 b 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 9 Net a 14C 2.5 1.1 0 0 0 114 453 203 89 219 98 Exposed b 12C 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 Panitions d 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 r 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 i 22A 25.9 0.0 0 0 0 31 804 0 14 363 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 12 Inliltrntion a 26.6 7.5 0 0 0 64 1702 479 23 612 172 13 Subtot Btuh Loss=6+8..+I I+12 153 5704 2471 14 Duct Btuh Loss 10°/ 15 10% 570 10% 247 15 Tutil Btuh Loss= 13•1•14 168 6275 2718 16 hn.Gnins: Pcople tt 300 0 0 0 0 1 300 Appl. oft 0 0 1 1200 O 0 17 Subtot RSH Gninm7+S..+12+16 00 5328 2180 18 Duct Btuh Gain 10% 20 10% 533 10% 218 19 Total RSH Gnin=(17+I8)•PLF 1.00 220 1.00 5861 1.00 2398 20 1 CFNI Air Required 7 12 256 307 1 111 126 Printout certified by ACCA to meet all requirements of Manual J Form MANUAL J: 7th Ed. RIGHT-J: V 3.0.12 SIN 10315 RIGHT-J WINDOW DATA Job: 1732 File name: 1732 . bld 11/16/98 W S D W G L S S 0 N A S 0 0 W C W S N K I A L 0 T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L 0 X 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 Ono. duce fifapt PenQ t^t e:! 6 TiI10 IU12 1u dJIO WASTERBEDROOM 0 I t Bus I! 1—dI - Iss e 3 ] y Q pTI'1 10 OINLYI': !- / Oz6 I K ES I IO' to O ez! 10. 10 hued 10 1z1 s 130 J' Oath duel 14 . fOr/ 0 na0 to . oef cop BORtI. x 6- 65 f 10.6 1—d BS dA e- IOr10 ! v dxxs k Rl A AMITY le- 00 PAD 1! n s6 . rF--t 6 En N dryer duet •TG 1 to roof cap roII RtI r/J S 0 2 I4 RAC BED A. DP a FOYER p af1 OV s. 0 OfON I /0[I OxlOt'IP GAAACE 10. 6 1—d too lr I Must have a minimum clearance of ! inches around the air handler per the State Energy code. All duct has an r 6 insulation value. Q CC CV M 10) r q^ v Rating o N m w > OZ O Z 7 J O Z) COCL J(n00 Q [ Y AS RECORDED IN PLAT BOOK 60, PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 25, BAKERS CROSSING PHASE I PAGES 27-29 OF THE PUBLICS RECORDS OF SEMINOLE COUNTY, FLORIDA NOT PLATTED PER THIS PLAT LOT 25 CONTAINS 8441 SQUARE FEET t THIS STRUCTURE CONTAINS 1787 SQUARE FEET t TOTAL CONCRETE 610 SO. FT, t TOTAL SOD 3103 SO. FT. t S89'34'30"E ,o/ 110.00' s o, 5' DRAINAGE EASEMENT a, I r------- -------------------- J- A/C II ii5.0• LOT 24 I LOT 25 W DRAINAGE TYPE B PROPO!;EO w p.. .. ..:I::; Z O jiII 0 0 O o MODEL 1732 FINISHE) FLOOR ou S r w IuI 20.0' o ELEVATION= 46.9 oa'.0 i u Ln Oo, 0. r.:: O I a:.: 55.0' I 0 V) i 20.0• I 55.0' 25.0' — I L. I pal 10 UTILITY EASEMENT N80•16 46 W 1O79. 69' as 4 N7g•a8:n0"[ i---- 25.44 t S8O'16'4§,E 145.8T__ I BELGIAN OVA y _ - - A=99-17'45" TR OR=27.00' L=46.79' CB=N50'04'22"E C=41.15' BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' MINIMUM LOT WIDTH 50' PREPARED FOR: D.R. HORTON THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SCT 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 THE NORTHERLY LINE OF LOT 25 BEING S 89.34.30" E PER PLAT FIELD DATE:) I RFMI;FIL- SCALE: 1" = 30 FEET APPROVED BY: GKB JOB NO. ASM32936 DRAWN BY: T PLAN 7-8-02 JML L PLOT PLAN 6-19-02 ACT A 50' RIGHT OF WAY LEGEND BUILDING SETBACK LINE MI.W MINIMUM LOT WIDTH POB POINT ON BOUNDARYCENTERLINE RIGHT OF WAY LINE PCC POC POINT OF COMPOUND CURVATURE POINT ON CURVE X PROPOSED ELEVATION OR OFFICIAL RECORD PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW DENOTES DELTA ANGLE L DENOTES ARC 1 CONCRETE C.B. DENOTES CHORDD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS TAIJD SURVEYOR PI PRC DENOTES POIN1 OF INTERSECTION DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDITIO14ER M) MEASURED COW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W 11DEWALK C F,10RD LENGTH CP CONCRETE PAD SO. FT. SOUARE FEET NG NATURAL GRADE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AU'FIIORIZATION NUMBER LBy6393 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 L'SE 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. GALEN K. B FOR THE FIRM DATE k.r•1 z'. ONE BY WOOD OLE,( BY OTHERS rµ3lr. BETWEEN vtr(Wv FLANGE - 6 WOOD BLOC. STUCCO or OTHERS PCRINETER CAULK BY. OTHERS RtGID VINYL GLAZING BEAD L (TYPJ 3OvI(T) CAULK BETWEEN WINDOW FLAKE L PRECAST SILL v/ VULKEM 116 ADHESIVE CAULK. OR APRV•D. COL. KlitNETER CAULK BY a,-ms / CAmv.. BETWEEN CONCRETE OP V000 9UCK L NASOTHERS OP0?Enlr NAS'r. ENING c1' a• HIM. EMBEDMENT INSTAL! ATION ANCHOR 3/16' DIA. TAPC01( SHIM AS REO'D. 1/A• MAX. SCE NOTES) FLAKE TYPE WINDOW FRANC HEADIER GLASS TYPJ (SEE NOTES) E.H. SUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL 1 a.A CLICK WIDTH) INSTALLATION ANCHOR ONE 9Y WOOD 3/16• CIA. TAKON BUCK BY OTHERS SHIM AS RCO•D. RIGID VINYL ECE GLAZING BEAD ' SNDTES) TrP. I CLASS TTP. XSEE NOTES) . FLANGE TTPC WINDOW FRANC JAMB CAULK BETWEEN U VIND03A FLANGE j o ILVOO1) E1Kr. PERIMETER CAULK By OTHERS V. V. VINDOV v10TH) CAULK BETWEEN WOOD BACK L w S'r..G-EMING By OTHERS SECTION B-B CONCRETE OR NASDNrPY OPENING Or OTHERS a W. W. AST SILL e I 9 A YOTHERS17FAB /\. SECTIONP,_Ar' 1) SHW AS REO•D. At EACH WSTALL..TION AJCNOR. W.. ALLCN..EL_ . "OI/ SHIM STACK TO BE 1/.. D E 2) vaNOOW FRAME MATERIAL: ALUMINUu ALLOY 6063. 5) INSTALLATION ANCHOR.. "UST EE OF SUFFCIENT LIM. TO A.'.-l'+E IN' Y • Y. EuP£OuENT Or 1-1/a' INTO u SONRY OR CONCRE:E a) USE SC)CfMIZEO ACRY L IC CAULK 6EHMO WINDOW FLANGE A: r.E.•D / Y r, O'l (+, @ JANeS. SILL MUST E£ ATTACHED TO THE SU3STRATE wl'q VULKEN 116 ADHESIVE CAULK OR APPROvEO EWAL. I I I 'ti7 5) USE SILICOMIZEO ACRYLIC CAULK FOP. PERIMETER Silt ARCUNi. W.H. ExtER.• GR OF WwODw FIaNCr_. r 6) IF ExACT Ww00W SIZE IS NOT LISTED N. ANCHOR.. CHAR!. US: ANI G ,1T CMOP CuwT'ry US-.EO _rM NE1! LARCE= Sl!.. FOR l::: APPROPRIAlZ DESIGN PRE=SUPE R£C'E• A• 7) GLASS TvCKMESS MAr VARY PER Tr£ REOL;1FMMTS Of AS;M ,L E1300 GLASS CHARTS 9) LETTER SESK71ATKk(S ON THE !APCDH LIF.AT:ON CW: 1.7 OIDIC MERE FA= CON ANCHORS APE TO 3E wSTAL_7 WHEN Ulaw Ex TER*= ELP4AT*N AS A K£Y t N V_ (0) 4) ALLFACTCAYAPPLIEDSOLESNOTDESIGr.T; fry; !A--CcN ANCHOR SHOULD EE f1L!_l WI tH j' y.RE/ n: "vJff C:£x: _ ^ J'AEE TO PRrLnN. :/£ w Eu3EiuE:I: :n 7 WGL'0 E(A;'/, 10) FLORA= xl.9UOERi '=A_ SER, S.MG_:Ic cKf.}:I --IS V PR: N! .- SC APP'JES !) .r: "t9n:4A ?('RCD:=i ::'G _ I (_-1` 71 Al Jrfc:: Arc:- -- _1 i=_ >:,; _-__.. _. - \•i= _ - - •:l - • FIf :' (- r t C, TAPCON LOCATION CHART CALL BUCK: ILOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 3ovs) TO AOI;f 41.v To 70Psr 30Py To 60.sr 610V TO 70AS, t2 to 1/8 . 25 8 e F•c rc 1) Ia 1/3 173/a 6 e rF F.G I. 16 1/6 . a9 5/8 8 19 f F F•G lay is 1/8 x 55 1/. 8 B rF r•G 15 Is 1/a . 62 6 IT fF rF 16 . ID 1/8 x 71 8 8 rF FFJCJ 17 Ia 1 a . 93 rG rOJ.K 1M2 25 1/2 a IS 8 e F IN3 n 1/2 X 37 3/6 8 B rF FF IMa 75 1/2 X a9 3/6 B B rF F•c.MJ IM45 IS I, X SS 1/. B 8 FF r,GJU lid 25 1/2 a 62 B B F.GFFJ) IM6 25 1/2 . 71 8 B FF FFJU IM7 25 1/2 x 63 8 8 f.ci.K rFJ.K 30 1/ 2 . is 29 1/2 1 25 8 30 1/ 2 . 3e 3/6 29 1/2 x 37 3/6 e B FF rx 30 1/ 2 . 50 5/0 29 1/2 1,49 5/a 8 8 rF r.c.MJ 30 1/ 2 . 56 1/4 29 1/2 1 55 1/. B 6 fF F.G.") 30 1/ 2 .53 29 1/2.62 6 6 F.G F,GM) 30 1/ 2 . 72 39 1/2 x 71 8 6 F.GMJ F.G.MJ 0 1 6. 29 1 2 . a3 e 8 FFJX fcJx 36x2S 23 16 , 32 3/6 e a F:G rX 24 34 q 1/6 e e fF F.GMJ 2a5 35 . ss I/. 8 8 F.G F.c,NJ 25 36 x a2 6 8 F,cMJ r•GMJ 25 36 x 71 8 8 rFMJ O.EIF)•J 77 36 x 63 8 8 F.GJx f.G.MJJ.K a I x 25 2 3t 3/8 1 31 3 n /68 B FA f.G.MJ S0 5/ 6 u , .9 5/a 8 9 F.G F.GJU a2 . 56 1/. a1 1 55 1/. 8 E fFJLI F•cJ`U 42 63 1 x 62 B 8 F.GJI.1 OJ:.F.GMJ 2 . 72 41 x 71 9 B f.c.MJ D.EIFMJ 12 . 9• 41 1 AI F•CJJ: FC.MJJ' a ..6 a7 . 25 6 AC H. a . M 1/3 1 a 12 3n 8 A.0 F.G F.GMJ a . 50 5/5 1 . .7 5/3 a A.0 fF r.cMJ 56 1/ 4 1 . 53 1/. E A•C r.GMJ r.c.MJ 53 1 . 62 8 A.0 F.OMJ O.E.F.GJ•J at; 12 q x 71 a A.0 F.GJIJ O.E.f.OJa.1 e.•7 x a3 F F MI . 32 52 1/3 1 Zs a A,C F.G F.G 33 52 1) 3/a 8 C r.c F.c,M) 3. 52 1/a 1 .9 5/a 6 A.0 FF•NJ FAN) 315 52 1/a x 55 1/. B A•C r.C.M.' O.E.F•GMJ I 35521/a 1 62 a A.0 rcMJ O.EF.G.nJ 36 52 1/a . 7. a AX F.G.MJ O.E F.GM,I 37 52 1/5. 83 a,C f.C.J.K.z.J.K 3! S: ZE MOT oZIL•-ELE IN IWO CP ISCO SE:C3 FLORIDA EXTRUDER- INTNATIO AL. IN DA TITLE: INSi),A7:' N [_"-._ I S !000I`_ M . %000 APPPOVE7 BY: S IDIVC. -L= xu ii' R ATMING Dr HORS 1 1 ExTERIOR fIWSH IBY OTHERS I I BY OTHERS CAULK ` I BY OTHERR S JI 1 I FIN FRAE HCADCR 1 1 I . Dv rid CXTERIOR i PERIMETER CAULK BY OTHERS I I 1 r f[RIOR FIHISN OTHERS INSTALLATION J NOR SCREV (TrP.) 1[atNINL OTHERS 1' MN I" — N8 INSTALLATION 6DEN1 SMIM SAACE ANCHOR SCTEV (TTP.) CAULK BENINB FIN TVO 8, FRAMIMG SHIN AS Br OTHERS iw BY LET NREOOTES)' TEE HOICTT DOVM Br OTHERS CAULK BEHIND FIN FIH FRANC JAMB NOTES: SHIM AS RCO'D. 1) SHau AS REO.O. ADJACENT TO EACH INSTALLATION ANCHOR MTN LOAD BEARING SE[ NO SHy. MAX. ALLOWABLE SHIM STACK TO BE 1/4-. GLAZING (TTP- ' 2) WIDOW [PANE uATERIAi: ALOuwW ALLOY 6063. SCE NOTES) 3) VSE S41COrIZED ACRYLIC CAULK BEHI" WTNOOw FHN AT HEAD. SILL h JAMBS. t at Ur NALpd s) USE Sl1COWZED ACRYLIC CAULK FOR PERTNETER SEAL AROUND EXTERIOR OF wwDOw FRAUL ' CA S) GLASS ti VARY PER THE REOINLEUECLS OF ASTM GLASS OUlALCHARTS. SINGLE GLAZING 6 SHOUT(. WSIAATING CUSS 6 ALSO OIIACRIED. SINGLES LAI slCwiaHlH 6) SCREW ANCHORS AT ICAO, SNIL k JAMBS SHOULD BE /8 SCREWS OF SIIFFICCW BY OTHERS LTH. TO PROADE Wl 1 w. 1611N. EuSEDuENT INTO WOOD FRANC. PLACE 18 SLEW ANG/DRS 6- FROII CORNERS ANO 24' O.C. UAX EXTERIOR 7) BUILD DOWN AROUND CURvED PRr*N OF WINDOW FRAME TO BE ENGINEERED BY EXTCRIOR FIWSH OTHERS. BUtO OOwN MUST BE OF SUFFICIENT STRENGTH TO ADCOUATELY BY OTHERS TRANSiER LOAD FROM WINDOW TO THE STRUCTURE. 6) FLORIOA ExTRUOCRS 1000 SERIES DESIGNER WINDOW 9(OWN. TWS PRINT ALSO PERIMETER CAULKAPPLIESTOFLORIDAEXTRUOCRS1750SERIESr, 2000 SERIES. BY OTHERS9) ELEVATIONS SHOW COMUON CONFIGURATIONS. IT IS NOT INTENDED TO LILT USE OF THIS PROOLICT TO THESE Two CONFGURATONS. THIS SHEET APPLIES TO ALL CONFIGURATIONS THAT CAN BE WMWACTUIREO FROU THE 1000. 1750. h 2000 SERIES DESC4CR FIXED WR400W FRANwG SYSTEMS. SECTION B-B10) wwOOw UNITY CAN ALSO BE MULLED TO OTHER UNITS USING ALUMINw TUBE MULLION. SEE NULLION HSTALUATION SHEETS FOR REOLA EUENTS. GLAZING (TTP. SEC NOTES) FIN FRAME SILL SHIM AS REO'D SEE NOTCS) IN H' HUH. WM SPAT( Illi\ 3r D NcPs EXTERIOR ELEVATION If' . r,ti• A CAULK B[N:Ni^, FIN LIEocMT SEC i ION A- Ir A F r wIT EXTERIOR EL-EVATION Wn FLORIDA EXTRUDERSINTERNA'TIONAL. INC SANFORD, FLORIDA TITLE: FIN INSTALLATION DETAIL DESIGNER FIXED w!raDOw 1000, 1750, & 2000 SER:=S 2002 DRAWN BY: BB I APPROVED BY: DATE:02i14i02 ISC.ALE NTS IDWG: FLEX0037 INSTALLATION ANCHOR ONE By BUCK 10 SCREW BUCK WIDTH BY OLHERS BUILD DOWN CAULK BETWEEN WINDOW FLANFL t SHEATMNG A OTHERS AL— APPLIEST) NOTES TWO H FRAMING y R(0'0. AT (J.CN I(STAU,AigN ANCHOR tl'1TH LOAD BEARING SHOu- MAX. . BY OTHERS TO SILL) ALLOWABLE SHIM STACK TO 8E 1/4". YVOOD (TTPJ 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) TAPOOM WVAIIATDN ANCHORS AT SILL MUST BE OF SUA•F)CEHF lM TO ACMEK SHIN AS REDIDOTHERS1-3/8" uw. UN. EMBEEI ENT OF 1-1/4- INTO MASONRY OR CONCRETL /10 WMAIJATON' (SCE MOTES) EADCOMENT SCREWS AT WAD k JAMBS MUST BE OF SUFFICIENT LENGTH TO ACH4VE 1-3/B" . MIN. EMBEOHHEM R(TO WOOD F'PAU94G AND BUILD DOWN WHERE REOURED. •, :,.,_ 24 N. F INSTALLATION ANCHORS h SCREWS TO BE PLACED 6 N- fROM CORNERS h j.- jaCRTOR d OTHERS O.C. MARL . . .vi.I :>-ice 2' WINDOW FRAC _ 4) USE SIUCON¢ED ACRMC CAULK BEHIND WINDOW R/II(GC AT NEAR' SILL-t JAHDS. •:'.w:: JnNB,.^-,:'"t;:4;a S) USE Sl1DONQLD ACIMIC CAULK FOR PERR4ICR SEAL AROUND EXTERDR Of ...';? :'-Fr -:;'•:y:. -D?•.* a• •. WINDOW FANGL •. ..:. .-.. •••-.: .: x jyt r} iLLAZ[N4. QTP Of ASTM EN700 CML55 ..y ybI SEE OTCS3 r rr 1/4- MAIL 6) GLASS THICKNESS WAY VARY PER THE REOUK(CMEMTS MUTATNC UASS 6 ALSO OUHf® y.Ci"U '`:}.,7hS 1 P" -t iYxSHOMSPACECHARTS. SINGE GIAZNC 4 5((OW)L FRATME TO BE ENCREERfD BY r" + s_,••- 7) BURD DOWN AROUND CURVED PORTION OF WINDOW SURD DOWN MUST BE OF SLOTICCM S'LRENCT( TO AOEOWTELY .:_ 60 EuBEOuEnT SH SPACE CAULK BETWEEN Iva By BUCK --- CONCRETC Br OTHERS ';:•• INSTLATION i^ `•w ; '•' •• au r YtALlaw" OTHERS. iRAN(STER LOAD FROM W94D01r TO THE STRUCTURE- B) FLORIDA EXTRUDERS 1000 SERFS DESIGNER WINOOW SHOWN. THS PRIM ALSO APPLES TO FLORDA EXTRUDERS 1750 SERIES k 2000 SERIES. - ':';?-; PCZbCTCR CAULK 9) ELLVAOMS SHOW COMMON CONFIGURATIONS. R 6 NOT INTENDED TO LINIT USE or - }' R OTTERS THIS PRODUCT TO THESE TWO CONFIGURATIONS. THIS SHEET APPLIES TO ALL PERIMETER CAULK SHIM AS REO•D CONFIGURATIONS THAT CAN BE MAAIFAC uFtCD FROM THE 1000. 1750. Q 2000 BY OTHERS SEC IDTCS) SERIES OESIOHER nXED WIDOW FRAMIOTHER LIMITS NG SYSTEMS- USING• 10) W u AN om nMULLM T0 SHEETS fOUREAEMS TUBE VIMOOV WIDTH VINDOV FRANC HCAD WINDOW CKTERIOR , I GLAZING ( TYP. SEC NOTES) vUDOV FRANC SILL PERTETCR CAULK TWIN AS RCO'D SEC NOTES) BY OTHERSEXTERIORFINISH By OTHERS CAULK P. CIVEEN d W1HDoW FLANGE L ONC BY VOGD BUCK CAULK BCIVCCN WOOD BUCK L MATOrstr OPENING By OTHERS HCONCRETE OR SECTIQi.J A -A BY OTHERS BULK HEIGHT TL 1/.• MAX SHtu SPACE A -- EXTERIOR ELEVATION d _ I/.- .. CENT, FLORIDA B. G. A. F. u3EDuENT VWRWACTilRER NAW: Ord BY vODD BUCK b, GT<RSr f 7! IN:KALLcI• ANEaaMASTER F 0 SECTION B— B WIDOW WIDTH A -- EXTERIOR ELEVATION CXTCRICR FINISH or OTHERS FLORIDA EXTRUDERS'" SANFORDD. FLORIDA TITLE: FLANGE INSTALLATION DETAIL V/ FRAME BUILD DOVN DESIGNER, FIXED VINDOV 1000, 1750, L 2000 SERIES DRAWN BY: BB APPROVED BY: DATE:02/ 12•102 SCALE: ^ITS DWG.: FLEX0036 L HIM AS RE'0'D INSTALLATION ANCHOR c8 SCP.EV SHEATHING (SEE NOTES] BT OTHERS CAULK ECTVEEN DOOP FLANGEBy O v00B H t SHCATHING BY OTHERS I V 1/6' Hu1L SHIM SPACE 1-1/8' HIM. EMBEDMENT BY UIHLNA j I SLIDING GLASS DOOR FRAME PERIMETER HEAD CAULK By OTHERS T CKPERE D GLASS (TYPJ t srr,• 1.- 1. T TT• DOOR HEIGHT 0,4 yQFJ S _ SLIDING GLASS DOOR FRAME SILL lm2ED1 / i c 1-1/4'MINI'1/<' HIP. U I' DOOR VIDTH SLIDING GLASS DOOR FRAME JAMB Max. SHIM SPACE INSTALLATION ANCHOR TVO RT VOOD -8 SCREv 1-1/8 MIN By OTHERS TVO By VOODEMBEDMENTETOTHERS HOOK ST RIP t SLIDING GLASS DOOR SHIM AS REO.O. H". STRIP cSEE NOTES) INSTALLATION ANCHOR B8 SCREV TEMPERED GLASS CAULK BETVEEH TYPJ DOOR rLAMGC L SHEATHING PERIMETER S--' SHEATHING \ Br OTHERS CAULK BY TEMPERED GLASS OTHERS STUCCO (TYPJ OR SIDING BY OTHCRS SLIDING GLASS DOOR INTERLOCK SECTION B-B G A o o I LIBERALLT APPLY I cSETCAULKING (]NOEL. SILL uOR $Ei SILL IN BEvLNCYtii S-C INN A FE-p 12002 1-Ira• HIM CHEEDMCMT SHEATHING BY OTHERS ICCO OR SIDING OTHERS HOOK STRIP DETAIL U 006T NATCRTAL: R SCf4 p KIOr 6a67, jI cB WSTALLATO 001. 7S MJSI X Q WAK.TIW LCNOW TC ASELL T USCCNiOr1-1/B' INTO vO00. :APCOn rr14 WSTALLATIT7N A.G16TS AT SELL nRr BE OrS.frICIENi tCK rn TO ACnlevs MIM CNXp.CNi 6 T-v.' WTO nA:Oretr GI COKGXiL 7T InSTALLATION A"0M CAA2f ON BACK Or TMS SrCCT. T (ri[ SLLICOowl.NLCZCDACRTLTCCALLLSENWDDrLAC .1 nAW C•aLAS. 3. .E SLLICCMZCD ACRrIIC CA.LL rW PERIrCTER SEAL ARW.D E.r[RIOR W DOOR. 61 6 CuCT DOOR SIZE IS NOT LIS TCD I. A.0 P. O.AT• USE AICIOR r7lIA..TIrr LISTED VITN ICaT t•RLCR SIZE, rW T.0 APPROPRIATE DESIG• PRCSSTP' REWD 71 rW POCKET DOOR SIZES U L CLOSEST W.SS DOER SIZE L CWIGA(ATION TD rv4wD O'CMWf B Br G.. SS T CKCSSfinI*S. PERNREOUIRCNCNrTAS n [MOOSCLASS CATS B. DOOR. P 1i H APPROVE USI.G TEWIRCD G.ATS N SI.QE G..ZEO W IWUAAIE.G CLA:T ION Y 2 / TILL COYMRS ARE TO SE SEALED If- A SHALL JOWr SCAN SCALE? 111 SNI., A" REO' D AT EA. SET fS INSTALLAIIEr. Ars16TT. NAA, ALLMA0.E THIN STXA TO 1/.'. 1211 ALL INSTALLATIO. "CHOPS MST X -DE 6 C;;=;Ib. Rt Si: TANS NA TEP!ALS 17. < •A• REPRESENTS .OvtlG PAK'- ANO Tr REPR;;InrS r1AED s.KL APPROIE0 C0"CUR•rIW: ARE A: LISTED ON ANCMN CHART O. BACK Or THIS SNCET. X T E R 0 R. E L E v a T I 0 N I.I dr ALL EDT;'. '9ATION LISTED IP DC ARE S NN STi aR•vh(. OLLv INSTAIt•r1aN SECTION: •A a•, '9-B' L K'ih TiRl7 DC i•:L APPLr 70 INS f•LLAi1S7. OP ALL A:PRPFD CONRIDA aflO.i. THIS PRINT ALSO APP.ICS r0 2 PANELL OMO S: 41'JN IL ALWIDA IE, -D tom I--s. AICING 0.•SS DOOR IS SWvTI 2ma uR¢s ANasoD "ROES. P.Ev' DESCRIPTION DATE i "' FLORIDA INTRI DC. SANFORD FL TITLE: SLIDING GLASS DOOR iNS T ALLAT!ON wI TH >_ SCREWS D4=.11N BY: ?3 I APPROVED 31': DATE' !2/!7/01 SCALE: hi: IDWC- .'Li.LS i S:-T I iq IOQ f.V./ic Si+: i SILL (T.'., i!8 x /4 S_L TO*FiN7 SMS t )c % )i I/E wEE ,M:,} LIDN SEP._ANT SETVEEI WINDOW FLAVGES L vLLLC3M 5&cAhT BETVEENJ u t--ce X 3/4 SELF INDOV nXIMicS ICCG SY. TAPPING SMS I Ms TI( I4f_:D cITF.) SEALAAT EETV_EN v(NGOV s SECTION A—N 31 L K[LL.M r1Cr0 F.V./C:.SeuN F< 1 SILL. VP-) EQ x 3/4 SELF TAPPING SMS lx2 nsxl/e r TUBE' MJLLICN SEALAN*,' EETVELN V! N—V FLANGES L MILLION a \— AC x 2/4 SS- F Ic9G S,ti. TA.P?ING .Sms F. EAD (Ty-e.) S_ 4LAr.I EETV_EN Cr' 11',",•N) G.-n 13) VINGOV FL}v.cS L MLLLION r 1^q P.W./:ESIGNIZ.i c,ALANT EVVEEM j SILL (TYP,, VINIMv FLAMGZ. I , L // r.LiliON EI_ r x - xVE nnr' f—trill /^ luc rsLtP:n 1 SILL TAPr-.- MG SMS 1 i( : x o/E TIE: Wr LLl_N TYPICAL MILLION TO CO-NC?c1E r, jXzE APPLIES TO ,!A): E WF ERE I • X 4"C^^. 4, 2' X 4- TU8£ MULJON'S :E U__ i TAH- . J= Q N 1 CONCRETE OR MASONRY EY OTHERS I 1 ONE : Y vaee_i ELcR 54 OTHERS Q CENTRAL FLOMA B. O. A. F. le X 2/4 SELF TUFACTURE NAME: 111t11VCJl 1 (IiIIJIJBl tilt MANUFACTURER *E: 108^ SH TAPPING SMS F^.;. AB (T'fPJ LOR/D/ 'EX7"RuDER 4 SECTION A —A (2 6 SILL ( TY?.) ks. X 2/4 SELF TAPPING SMS E lam P.V./D=SIGNU:F 7/ 15 x 3/E SILL (TYP.) 1 X SII TUBE M'JLLWN tE X 3i 4 SELF 1 TAPPING SMS SEALAaT EET•:EEr: 2E x VA SELF ti--- IOCIC S'^'_ TAPPING SMS NEAT ( TYF.) SF* CTl N A —A. t / 4` . r I0C3 F.V./E'ESIGNEF TYP.) I r-ic x 2/4 $ _r INC 2M2 ; x 4 X 3/6 41- n n/ram 2 X 4 X 5/8 TUBE MULLION sST L! ATIGN AK : S; 3/:S• C,a ExTERNAL PULLIOA LMSTALLATDSN CLI= L11/ 4' M!TL CHBE L'TSCN T N_ ILLION e/ 71 i ViCY:EI• FRa!AcX=1GR 3e S)N_. ATIONAL, INC NTERFLORIDA EXTRUDERS' SANE-ORD, FLORIDA TITLE: C: 113 10/ ! Jn._ = 1 rv;_-- !.I _ i r _ V %' r : ORAWN BY: i_•:- AF?wr,.D 9Y: In c; : i. 16 x 2 X !/? :c?C SR LTYr.) L7lk"-- B x :/: SELF iA=i iNG SMS Yu11Lry FLA'1CiES L KJ-L lxl E X 1-J2 Sty TAPPING SMS SECTION A —A I 1 X 2 7,16 X 1/E TUE'c M.i1LJ-', N 11N16 SA t S.K JOE CTYPJ JAMB (TYP.1 S X 1/2 Sc:F TAPPIC SMS N,L_ SEALANT EETV.—,NVINMVFLAt*ES L ML' L104 1-1/2 SE; TAPPING SMS SECTION A —A ; .5 t X 4XUE TUBE MUUMN S:,_ x 2 x 2/2 TUEZ M:d_L-C\ e x U2 S > TAF FiNG SMS SEALA.v'"H_-TVEEN 48:L J - A.` ' i w1h L : 2 X 4 X 21-c 62 X 1-1/2 SELF TU3c t(:1LLIG': TAPPLNS SMS SECTION A —A (2 ) 1X27,16 Y3/6 ?CDS iUfiE MULLiI.•k JAMB (TYP.) 6 X 1/2 SELF TAPPING SMS MASONRY 5Y GTY.fKS .. EN..rL•1_cNtl INSTALLATION ANC—M.G.- 3/l6''LIA TAKUN SCP—'V A.'IV3-rl.'a (tr,--' INSTAL LAUM CLIP TYPICAL UUiLICN TO CONCRETE CF KAD ffil 1i7: (APPLIES TO HEAD & SiLL YHERE I' X 4' 4 2" X +'' IUCE MULL'O.NS ARE LSEC) Y RE x i/2 SELF TAPPING Su SZALk,'T ETVV.—N its X I-1/2 SELr" VL`4UUV• FLAK,-'S SZALA4T EETV_i;ti TAdFPVIG SNS S KULLICK VtN-I J FLArZES t mr-LI!?N SrC!IO'd A. —A (7) k3 x !-!/2 SELF - -- TAPPING SMS 1 = TAIL C - CTQjN —A i4i ET.1 ANDOINST4111ATIM' 3/!E' U4. TArCU; SF.i2EV Alw!Cx LTYP.) SILL CLIP I Q 1 Q EMBE:?IEN:• 1 L REC4ST SILL ET 0:: C" eS!Xtf faRY Gt ;.Tr • 4j,UMD.44L ANCKRS, VN_N REQUIRED) o I i ! _ Tom; i TY eS 7. i/ ? SrL/ 4 m EXTEF;O.r INTERNATIONAL. INC FLORIDA EXTRUDERS SANFORD. FLORIDA 1 f MTLE:-r` i!t i .i'al GANG, SrL_T 1 t F C A.?PF.OVED BY: MIAMI.OADE MIAMi-DADE COUNTY, FLORIDA M METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jcferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE COMPLIANCE OFFICE METRO•DADE FLAGLCR BUiLD1 IC 140 writ' rLAGLCIt s't umn', surli? 160; MIAMI, I-LORIDA 3313U456: 305) 375-2901 FAX (305) 375.2901 UN'1'lL\CCUIt I.iCl:N 1,VC: 1:CTIU 303) 373.2$27 VAN (305) 373-:53: c:c)N•1'ItAc rot1ntvistw 305) 373.2966 VAN (305) 375.290: t, ttot)ut: r cc), t'ruc)t, owisto., 303j 375.2902 VAN (305) 372.433- Your application for Notice of Acceptance (NOA) of Entergy 6-8 S-W/E inswing Glazed Double w/sidelites Residential Steal Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Oflice (BCCO) underthe conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure thi product or material at any time from a jobsite or manufacturer's plant for quality control testing. If thi product or material fails to perform in the approved manner, BCCO may revoke; modify, or suspend th. use of such product or material immediately. BCCO reserves the right to revoke this approval, if it i determined by BCCO that this product or material fails to meet the requirements of the South Florid Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.25) EXPIRES: 04102/2006 Rot t Icocrtguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFiC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVI ENV COi\'INHTTEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildin; Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions se forth above, Francisco J. Quintana, R.A. Director Miami - Dade County r1}' PROVED: 06105/2001 Building Cock Compliance 0111cc Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC 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 Acceptant designed to comply with. the South Florida Building Code (SFBC), 1994 Edition for Miami -Da 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-!V/E instvinb Glazed Double Residential Insulated Steel Doors wi Sidelites- and its components shall. be constructed in strict compliance with the followi: documents: Drawing No 31-1028-EW71, Sheets 1 through 6 of 6, titled "Prcmdor (Entcrgy Bran Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared manufacturer, dated 7/29/97 with revision C dated 01/11/00, bearing the Miami -Dade Cour Product Control approval stamp with the Notice of Acceptance number and approval date by t Miami -Dade County Product Control Division. These documents shall hereinafter be referred to the approved drawings.' 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units shall include all components described in the active Icaf of 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.in non -habitable areas where the unit and the area are designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components sliall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): the installation of this unit _will require a hurrica, protcction system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: °Miami -Dade County Product Control Approved". 6. BUILDING PERMIT.REQUIREiNIENTS 6.1 Applicntion for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation 6.1.3 Any other documents required by the Building Oilicial or the South Florida Building Cod( SFBC) in order to properly cvaluatc the install 'on of this system. Manu l icrez, P.E. Product Co C Examii Product Control Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED : JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been file, and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of th 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 acceptana including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initial) 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 be -cause for termination of this 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 shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. - Misuse of this -Acceptance as an endorsement of any product, for sales, advertising or ar other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the Notice of Acceptance is displayed,, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other docunicnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspeciioti 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 c Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCE1'"ANCE% Manu 1crez, P.C.; 1roduet Conte kamir Produ ntrol Division Glazed Units COP-WL-MA0100-02 FIBERGLASS DOORS 6'8" Height — Inswing Mile internationalI, COP-WL-MA0141-02 r, 1 02-0419.08 Application Filed) t' 1 i 52.0 NOX 2'0" TV 2'8" 2'10" 3'0" 3'6" Not Listed Not ListedMultiples X0, OX, OXO width) 2'8" + 1'0" MasoRi, e rnal COP-WL-MA0143-02 Miami -Dade BCCO 02-0419.08 Application Filed) UP Rating 52.0 Impact Rated NO 2'8" + 17' 2'10" + IT 2'10" + 17' 37 + 1'0" 3'0" + 17 1'0" + 2'8" + 1'0" COP-WL-MA0144-02 02-0419.08 Application Filed) 52.0 NO 1'0" + 2'10" + 1'0" 17 + 2'8" + 17' 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 17' + 2'10" + 17' 17' + 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-MA0142-02 02.0419.08 Application Filed) 52.0 NO 2'8" + 2'8" 210" + 2'10" 3'0" + 3'0" TV + 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" + 2'10" + 2'10" 3'0" + 3'0" + TO" + 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 webslte (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 BCCO protocol PA201, PA202 & PA203, O akgxaff AR EW P 111F.KCl. A" hNTIIV 000kq nbmiam N rOard.0 Gv, Dean AVs 29. 2002Ouoononuwng Program of otxun rmoro-nmenl masu s00011100"S, deslga and Produta ddail subsea to ehmgo W6Iaoul dolleo. r tat. u.al, ream r.."r.,m a.nn Pon Masonite International Corporation FIBERGLASS DOORS Glazed Units 6'8" Height — Outswing 2,0„ - 2'6" _ 02-0418.03 X 2'8" COP-WL-MA0161-02 (Application Filed) 55.0 NO 2'10" TO" 3'6" 1 Not Listed Not Listed — — 1 X0, OX, OXO 2'8" + 1'0" COP-AL-MA0163-02 02-0418.03 Application Filed) 55.0 NO 2'8" + 17' 2'10" + 1'0" 2'10" + 17' 3'0" + 1'0" TO" + 17' 17 + 2'8" + 17 COP-WL-MA0164-02 02-0418.03 Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 17 + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + TO" + 1'0" 17' + 2'10" + IT 17' + 3'0" + 1'2" 2'6" + 2'6" + TV 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-MA0162-02 02-0418.03 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" TO" + TO" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0165-02 02-0418.03 Application Flied) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + TO" + TO" Notes: 1. Doer 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 ilia 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 BCCO protocol PA201, PA202 & PA203. 1 Oakeraff W". a • U00 " ry tadulndr lrom rw::Kgl.nss n:rnY uooa+ raaM1.mlY,ana.pl.t",yoe:o ApN 20id0i a,aY1vT O alllr Daarl Our Conhnlano proolam of prodW lmprdaemem maker specifications, oasIgn and product Masonite (nttlrnattOn81 Corporation Malt 3 rUim to chdnua witwi roux. Glazed Units FIBERGLASS DOORS 8'0" Height — Inswing 1 1 COP-WL•MA0146-02 1a1' BCCO 02-0423.01 Application Filed) 1P Rating ,. •, 40.0 NO 1 X I 2'0" 2'6" 2181, 2'10" 3'0" 3'6" Not Listed Not Listed Arrangement I XG. OX, CXO Multiples 1 2'8" + 1'0" 1Miami-Dadet COP-WL-MA0148-02 02.0423.01 Application Filed) t• Rating 40.0 Impact Haled NO 2'8" + 17. 2'10" + 1'D" 2'10" + 17 3'0" + 1'0" TO" + 1'2" 1.0" + 2'8" + 1'0" COP-WL-MA0149.02 02.0423.01 Application Filed) 40.0 NO 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + TO" + 1'0" 17' + 2'10" + IT 17'+TO" +1'2" TV + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" TO" + 3'0" + TO" XX, OXXO 2'8" + 21" COP•WL•MA0147-02 02-0423.01 Application Filed) 40.0 NO 2'8" + 2'8" 2'l0"+2'10" TO" + TO" TV + 2'8" + 2'6" + 2'6" COP-WI.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" TO" + 3'0" + TO" + 37 Notes: 1. Door arrangements using fewer panels than what Is shown in the abova 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. InstaCation 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 BCCO protocol PA201, PA202 & PA203. O---,.akc aft ARj'EK" 4111EXC1.At5 RNTkV 000111 NImTIYGle emaD," 97—D— Apt 29. M2 Nr cWtInwic MOW 01 product Improwm at mllef 1pecm.:lbne, design :nd protacl 1W surjon ID cunpc tYnhout nctVe. erY •.fY DI11.lI DY"r1 Masonite International Corporation Glazed Units FIBERGLASS DOORS 8'0" Height — Outswing Arrangementt X t 2'0" t tMiami-Bade COP -WI: MA0166-02 02-0423.03 Application Filed) I 47.0 h. NO 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed X0, OX, OXO Multiplest 28+ 1'0" t COP-AWI:M0102'10" t. t i 02- 0423.03 Application Filed) h 47. 0 h. h NO 28+ 12 2' 10" + 1'0" 12 37 + 1'0" 3' 0" + 1'2" 1' D" + 2'8" + 1'O" COP- WI.MA0169-02 02- 0423.03 Application Filed) 47.0 NO 17 + 2'10" + 1'0" 17 + 2'8" + 1'2" 1' 0" + 2'8" + 1'0" 1' O" + 3'0" + 1'O" 17 + 2'10" + 1'2" 1' 2" + 3'0" + 17' 2' 6" + 2'6" + 2'6" 2' 8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" 37 + 3'0" + 37 A OXXO 2' 8" + 2'8" COP- WL-MA0167-02 02- 0423.03 Application Filed) 47.0 NO 2' 8" + 2'8" 2' 10" + 2'10" 3' 0" + 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" 3' 0" + 3'0" + 3'0" + TO" 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 BCCO protocol PA201, PA202 & PA203. Oakaff AR K" FIae ROLASS ENTRY DOORS N-T--W Fb.g, emr Dean Avg 29. 2002 Our cominuhW program of product im"4emem mikes speCHkitbm, design UW product OUR subject to Change vAth m notke. e.ate. i..tr r,em r..Tm„ oaauq Deer, Masonite International Corporation Opaque Units FIBERGLASS DOORS 6'8" Height — Inswing 1 1Miami-Dade 27 2'6" 2'8" COP-WI.-MA0101-02 2'10" 3'0" BCCO 01-1031.01 I• Rating 76.0 ImpactRated NO7XI' SinglesIth) 3'6" Not Listed Not Listed ArrangementMultiples1 X0.OX, OXO 2'8" + 17 1InternationalMiami-DadeBCCO COP-WI.-MA0103-02 02-0109.10 Application Filed) t•RatingImpactRated 55.0 NO 2'8" + 17 2'10" + 1'0" 2'10" + 17 3'0" + 1'D" 3'0" + 1'2" 1'0" + 2'8" + 1'0" COP-WI.MA0104-02 02-0109.10 Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 17 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 1'2" + 2'10" + 17 17 + 3'0" + 17 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: 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" 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 & PA203. O akiaraf AR K" won .. r. n e.Iure FIBERGLASS ENTRY DOORS N—T-.ee Fb.,O- Lmr Dori Apra 29. 2002 Our mfinuing program of product Improvemem main tpeellkatbm, design and product deDO subject to change without notice. 1 J r..m.weW Iron, E/i'aiVn E'.11ario.. t • Ir.wlun Ou.11ll Oeerr Masonite International Corporation Opaque Units FIBERGLASS DOORS 6'8" Height — Outswing ArrangementSingles1Masonffi X 2'0" 1 COP-WI.MA0121-02 I 01-1031.02 1 76.0 1 I NO 2'6" 2'8" 2'10" 3'0" 3'6" Not Listed Not Listed Arrangement XO, OX, OXO Multiples (width) 2'8" + 1'0" Masond, International COP-WL-MA0123-02 Miami -Dade BCCO 02-0109.09 Application Filed) DP Rating 55.0 Impact Rated NO 2'8" + 17 2'10" + 1'0" 2'10" + 17 3'0" + 1'0" 3'0" + 17' 1'0" + 2'8" + 1'0" COP-WL-MA0124-02 02-0109.09 Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 17 + 2'8" + 17 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 17 + 2'10" + 17 17 + 3'0" + 17 2'6" + TV + 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" + 37 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 & 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 BCCO protocol PA201, PA202 & PA203. O akaraff AR K' Rr. nLASS re.rere FIDP.RORNTRY DOORS NeeT"-WFib-ouE,orD— Aprk 29, 2002 Our continuing program of product knpmremlml makes speclliWbns, design and product detail subject to change wfttW notice. y1 e. el"u.elr rrem ere inlein 0eelltf Daerr Masonite International Corporation Opaque Units FIBERGLASS DOORS 8'0" Height — Inswing t X tth) 2'0" Mason4 InternationalMiami-Dade COP-WL-MA0106-02 02-0109.08 Application Filed) OP Rating 70.0 Impact Rated NO 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed Arrangementr X0, OX, OXO r 2'8" + 1'0" r r COP-WL-MA0108-02 t.r 02-0109.08 Application Filed) i t 55.0 t. r NO 2'8" + 17 2'10" + 17 2'10" + 17' 3'0" + 1'0" 37 + 17 1'0" + 2'8" + 1'0" COP -WI: MA0109-02 02-0109.08 Application Filed) 55.0 NO 17 + 2'10" + 1'0" 17 + 2'8" + 17 1'0" + 2'8" + 17 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" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP -WI: MA0107-02 02-0109.08 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 37 + 37 TV + 2'8" + 2'6" + 2'6" COP -WI: 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" + 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 BCCO protocol PA201, PA202 & PA203. Oak raft AR K" FIREROLASS ENTRY RDOORS Nu,.Xu FbWgu.0 tom &;;; ADre 29. 2002 Out continuing program of product knorovemmt makes epecOfceli ns. design and product detail subject to 1.02 rithm notice. HOC.'/ / l. elu rlreb Iron M) LI /aVkrrynea/NtrAN rrC./a.. o".mr oe.o Masonite International Corporation ODaoue Units FIBERGLASS DOORS 8'0" HeiQht — Outswin2 Arrangement X SinglesIrMasonit- 2'0" 2'6"02-0109.07 Application Filed) 70.0 NO2'8"L-MA0126-02 2'10" 3'0" TV Not Listed Not Listed I'MultiplesI X0, OX, OXO 2'8" + 1'0" I IMiami-Dade1 COP-WL-MA0128-02 02-0109.07 Application Filed) U•Rating 55.0 ImpactRated NO 2'8" + 17 2'10" + 1'0" 2'10" + 17 37 + 1'0" TO" + 1'2" 1'0" + 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' 17 + 2'8" + IT 1'0" + TO" + 1'0" 17 + 2'10" + 17 17 + 3'0" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 37 + 3'0" + TO" XX, OXXO 2'8" + 2'8" COP-WL-MA0127-02 02-0109.07 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" TO" + TO" 2'6" + 2'8" + 2'6" + 2'6" COP -WI: 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" TO" + 3'0" + TO" + 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 BCCO protocol PA201, PA202 & PA203. 0 O a r1caff Wn" . n Tre AR K" Fltl E0.0 LA SS 8NT0.Y DOORS NenSeemeeft-0-Fnry Doan Aprl 29, 2002 el" Ien 0eellt Deer• Masonite I n t e r n a t I o n a I C o r o r a t i o n our continuing program of product hnowtur ent makes epecifWan, dnbn end product p deteg subject to cwtge whw notice. X Unit r t 6- TYP. 6'8" UNIT 8'0" UNIT 13.15/16' 17-1/8' MAXIMUM ON CENTER TYP. 6 per vertical framing member 2 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" SINGLE DOOR Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA At 56.2) cylindrical and deadlock hardware be Installed. UNITS COVERED BY COP DOCUMENT 3146 or 3166 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) 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 #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 & 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 property to transfer loads to the structure. 0 l.ctuJnrr be April 29. 2002 •"'" T o"'"" °eOi our continuing program of product improvement makes specilications, M a s o n i t e International Corporation anion and Product detail subject to Change abhout notice. xx Unit I t t t t t t t DOUBLE DOOR s• TYP. 6'8" UNIT 8'0" UNIT 13.15/16• 17.1/8• MAXIMUM ON CENTER TYP. 6 per vertical framing member 8 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 (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 A156.16) 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 #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 & 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 property to transfer loads to the structure. 0 C.. & .] r•at".traY,.em April 29, 2002 n• w e oe.urr o.e.. Out continuing program of product knprovemem nukes specifications, M a s o n i t e International Corporation design and product derail subject to change wbitout notice. XO or OX Unit SINGLE DOOR WITH 1 SIDELITE 6' TYR 6'8" UNIT 8'0" UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR 6 per vertical framing member 7 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 (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 & 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 property to transfer toads to the structure. 0 e.a"a.ayt,"m April29.2002 OuMasonite International Cor oratioeiOurcontinuingprogramofDrddudthnOrovememmakesspecifications,Pspecifications, design and Product derail subject to canoe without notice. OXO Unit SINGLE DOOR WITH 2 SIDELITES TY j TYP. CL TYP. TYP. 6- TYP. 6'8" UNIT 8'0" UNIT 13-15/16' 17.1/8' MAXIMUM ON CENTER TYP. 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" r r r r r r r t f t r Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA At 56.2) 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 & RA 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. O e.<iva.•q nom PREMDORZ'i lw,' . • 29.2002 OutcMasonite International Corporation Our continuingOrognmofproductYnDrdvememmakefapecilknbPns, design andProduct det1A subject to change Motour notice. 0xx0 Unit DOUBLE DOOR WITH 2 SIDELITES 6 per vertical framing member 16 per horizontal framing member Hinge and strike plates require two 2-112" long screws per location. I6• TYR r6'8• UNIT 8'0• UNIT 13.15/16' 17-1/8- MAXIMUM ON CENTER TYR Width of door unit plus 1/2" Height of door unit plus 1/4" Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA At56.2) 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 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 #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 & 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. aew•i.av rr•m PREA00 AII. ti. © f April 29, 2002 r••••o•.nir o...r , our cominuing program oI product Improveman mn tp Acattbn, M a s o n i t e International Corporationu deslon and product detag tublect to ernnoa Mttwut notice. XX Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: N 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 a 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 for a specific building design and geographic location Is determined by ASCE 7-natlonal, 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: 00 on ° 00 no on 00 nn 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: nn nn nn nn nn nn 105 Series 106. 160 Series' 129 Series' 12 RA., 23 RA., 24 R/L 107 Series' 108 Series 304 Series Series' This glass kit may also be used In the following door style: Eyebrow 5-panel with scroll Oak raft woe . Te a. use AR K" eit1ui1ri1y r em PIUURGLASS UNTRY DOORS Nee.T--W rOwo—rmry Deen r1129, 2002 ere, eluin Ouelltr Deer. Our Masonite International Corporation OurcontlnultqprogramofDrDduqknDrDrememDukesspecifications, design end rod puctP dBUR subject to change without notice. XX Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: I I na on 1 — 0 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805*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: TESTEDIN 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" Woe •pram Tea uure r"! I I'10 L'Ii ('.LASS l'N'rN\' UOONS w.li.v„w fa«hufnar fbon pp nn 7•/ Ujt JJ r e U 1 Vn f[O Miiin e April 29. 2002 . mrum ov.u,v o..r, Our continuing proprem of product improvement nukes soectOcetbm. lesion one product deuli sueieet to cnpnoe mthout notice. XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: I 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 Maximum unit size - 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 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: 00 00 i&I 00 00 00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: 0 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Sedes' 12 RA., 23 RA., 24 RA. 107 Series' 108 Sedes 304 Series Series' This glass kit may also be used In the following door style: Eyebrow 5-panel with scroll O akcraff ono, •ara Tre AR EW e • slu rlvely rIOT 1 PIIILRO LASS L'NTRY DOORS fJerwTuvW W«O+atEMry oven 1 April 29. 2002 Our continuing program of pr0duC1 improvement marries speChiWittre, design And product r,•- w- o..nlr oe.,, M a s o n i t e International Corporation detail subject Id Change without notice. XO or OX ! I t Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: ni00 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: q 0 0 129 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, RE./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: TESTEDIN 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 W ., .,,I-urnin 're • EW , l..Iu.IrnlY 1.•m I+Ir1L'ROLASS L'N'I'RY DOORS ART No T.m eFftw, . Envy D••n - April 29.2002 M 8 S O n l t e International C o r p o r a t i o nOurcondmdngprogramofproductImprovementmakesspectlkions. design and product detail subject to change witfwln notke. OX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: 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 a 9'0' 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 for a specific building design and geographic location Is determined by ASCE 7-natlonal, 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 minimuni Installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 M 00 00 00 00 100 Series 133. US Series 136 Series 822 Series 1/2 GLASS: 0 0 DID I 0 ° I 00 00 00 00 00 00 105 Series 106, 160 Series' 129 Series' 12 R/L, 23 R/L, 24 R/L 107 Series' 108 Series 304 Series Series' This glass kit may also be used In the following door style: Eyebrow 5-panel with scroll O akcraff iM EK- e.aivd.dT r,e., PIDURGLASS eNTRY DOORS N—Tu Rwelau E—y Deg. M^..^^,n, ' t I I • April 29. 2002 ".. N. de.mv gee.. Our continuing program of product knprovement nukes specifications. design arxi product M a s o n I t e International Corporation deua subject to cnkrtgs vntndut notim. 1 Ox0 Glazed Inswing Unit FIBERGLASS 'DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: ICII00' 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: I I n o a o 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: 01 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 Wee, EKryARNwPIDaROLASSaNTRYOftHT. dFbw&u&a, Dean r29,2002 ouMasonite International Corporation Ourcontinuingprogramofpro4uctimDro.emelR msAea spttlrkalbns, eniDn and product o91111 subject to C"a .ditrout notice. OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" 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 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-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: oa as1XIM ° o on oo ADO ran 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: a ran an an ran ran on 105 Series 106. 160 Series' 129 Series' 12 R/L, 23 RA., 24 RA. 107 Serles' 108 Series 304 Series Series* This glass kit may also be used In the following door style: Eyebrow 5-panel with scroll Oak raft A1001111R0 EK" woo . Tearu . Plae R('iLHSS ENTRY DOORS Nond..vM r,Dvp.0Envy Da"n I f M/ nn SJ•J JApril 29.2002 er. nwn o..nr. Dee.. Our continuing program of product Improvement nukes spaeidcatbns, design and product M a s o n i t e International C o r p o r a t i o n deua subject to change winxun notice. OXX0 Glazed Inswing Unit APPROVED DOOR STYLES: 3/4 GLASS: 00 00 404 Series 410 Series FIBERGLASS DOORS FULL GLASS: 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: 1 I I I a a a 0 129 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-805W-2 Certifying Engineer and License Number: Ramesh Patel, RE./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: TESTEDIN 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 raft AR EK`" eit1ui1vi1y „eT r. r., re NUL'NC LA 55 L'N'1'M 1' UUUMS NonTe+o,ne Fi.ret+u Fnv,Deer+ MEMDaW,'1/fin" Io rii29 OuulrQo Our wntiDWneprogramofprddutt ImDrO'/emtnt eNlkatbm, design and prOdup makes epI,+inle n de.11lr Deer, Masonite International Corporation detail subjea tD C"s Y thm mice. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: I 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 8'0' Design Pressure 40.0/-40.0 Umlted water unless special threshold design Is ustd. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for a spedOc building design and geographic location Is determined by ASCE 7•natlonal. 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 00 404 Series 111111 an ao 822 Series 0 108 Series O akcraff AR EK" awd.•iv oeraTe.rure PIa L'RGLASS LNTRY DOORS N-T—eFeWdau[mmj Dean April 29. 2002 • r. alam oe.urr o.e.r Our continulrp program of Product Improvement maker apeciaW ions, design and product M a s o n I t e International Corporation detail subject to change witMm notice. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 352 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, RE./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 EW I'IIJURGLASS LNTRY DOORS N T,.e d Fb,%U, E." Door, A0129r 2002 Our continuing program of product fmoroeemem matte epetlflvtbm, design am product deue Subject to Change without notice. alulWdr Iron E9, Masonite International Corporation XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: F 8'0" FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 1 Sidelite Maximum unit size . 6'0' 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-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: Dm 00 00 022 Series 1/2 GLASS: 1Ism 00 404 Series 108 Series Oak raft AR EK" PIaaRCLASS eNTRY DOORS Nw,.T-d FLwahu Envy Dmn April 29. 2002 Our continuing program of product improvement makes specification, design arld produq M a s o n i t e international Corporation ottail subim to cnange withm notice. XO or OX i 1 I 1: I Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: t 0 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, RE./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: TESTEDIN 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 aft won T' AR EK" PIOaROLA55 eNTRY D00000.5 Fbr«Ti.es.d iA+¢ue^or D.a.. r, t April 29, 2002 nmm o..ule o.e.. Our continuing program of product Improvement makes specifications, design and product M a s o n i t e International C o r p o r a t i o n detall subject to change without notice. f OXO Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 2 Sidelites Maximum unit size . Wit" 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-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: Dm 0o 00 322 Series FEW 00 404 Series 108 Series Oakcxaff won ,—a AR EK" 111OL'ROLASS CNTRY DOORS N T ftd F6.,&u L,vr 0— MEM IA.n.1&ei— April 29, 2002 Out continuing Program of product 4norovement makes specxications, design and product 1`"' o.u,r, o..,. . M a s o n i t e International C o r p o r a t i o n detail subject to change without notice. Ox0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: I 0 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, RE./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 woad 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 IKurtBaithazor, P.E. — License Number 56533 Oakcya.,ft AR EK" l 1110EROLASS ENTRY DOORS N-T--W Fb-gt uriw7 1 Apd129, 2002 Our comInuhm program of proeua mprwemen makes specifkatbm, e@shgn and product rr.T eT oe.w. osor emg subject to chino@ wftnan notIce. OXXO Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: 0 0IFAA, Double Door with 2 Sidelites Maximum unit size . 127 x 8V 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 lot 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-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: 1/2 GLASS: 0o 00 822 Series a o 001 404 Series 108 Series Oak raff w.or AR EK" 7 r..l.,tr.irfro 1'IDL'RDLA55 aNTRY DOORS IJonT rsrratinEraryDonn rnOV1 Vn[[r lcvfriors e o April 29, 2002 M a s o n i t e International CorporationourrnminuuqorogrsmOfProductInnProvanernmaknspecification, design and product deue subject to change Mthoet notice. OXXO Glazed Inswing Unit APPROVED DOOR STYLES: FULL GLASS: 810 Series APPROVED SIDELITE STYLES: 8'0" FIBERGLASS DOORS 300 Series 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, RE./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: TESTEDIN 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—EKI' 1'IUeROLASS tNTRY DOORS N—Tum.e F&wV.0 Fury Dee- J e\ L.,/Iar.AM April 29. 2002 a. ov.nn o...r M i Our Continuing program of produa Improvement mekee specifkabns, design and product a s o n t e international Corporation detsll eu01eC110 Change without notke. XX Glazed Outswing Unit APPROVED ARRANGEMENT: FIBERGLASS DOORS Note: Units of other sizes are covered by this report as Tong as the panels used do not exceed 3'0" x 6'8". Double Door Maximum unit size • 67 x 6'8' 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-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: Em 00 on oo 00 00 00 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L, 23 RA- 24 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 Oakfaraff wnn - r.in Taalura. AR EK- r.ci,l.av Iranir' I.UL'ROLASS L'NTRY DOORS N T, w—!Few&uEmyO ar C.,^ g..... r/l ' u{' R. r6 29, 2002ry, JTlle. 00-1111Oeerr Our continuing om sm of product knorovement makes specifications. design and omduct M a S O n l t e International Corporation deuif subject to change vritn ul notica. XX Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: lJ an an 404 Series 410 Series 109 Series 114. 120. 122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, RE./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 IKurtBalthazor, P.E. — License Number 56533 O ak xaff AR EK" e.rio.i..iv r..m w....,. 111UeRGLASS LINTRY DOORS N1 Tu rife+N.. e—yD— PREM00ff(?W1w,bN © r] April 29, 2002 "... N.. Ou.I11I 0a 1 Our continuing program of product Improvement makes specifkrtbm, design and product M a s o n i t e International C o r p o r a t i o n detail suoiect to change r41111e1 notice. xx Glazed Outswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: A 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 87 Design Pressure 47.0/-47.0 Umlted 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•natlonal. 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: I 00 404 Series Dm 00 00 022 Series a 108 Series Oak ruff AR EK" YIDDRGLASS LNTRY DOORS N—T FMrihu F." Doan t t April 29, 2002 M a s o n I t e International C o r p o r a t i o nOurcontlnutlpDrummOfofproduaImprovementmutes, spectliMior design end proeuct deull subject to [hinge Mthdut notice. D i 4 3 2 MNi 1ImArt STILES FOR 1r WOE tlooa REVISIONS 11, la a „{ 10P ) REV. NO. ZONE: DATE: ECN NO. APPVD: DESCRIPTION I aAA A 1 82 11/00 - ld" OTr (1) WAS (2) FOR Twat BOLT CE AOIRIC MAKABLE sopON e% IIORIZOWX iRACC SLXVW eY m G 19N. OD SlllS A1TAt5ED m OWR DOOR NSSWS1t (m > Sf01 9EM PATp1im TOCiiDC ST'Yid OP, BOiTOA r mau0. 1} G p1W. Sfta nw OtAOQT. s%Ieti1-0/eT0t1oW0°Doo uAcscars LISTED , „is O MOXAME AS M CIP" i e uEV t e Y CALV. STm TRACK j 1. VY 1/L TRACK IMpO453: Le? I ® ® ® LIM- r. 11.0 O7TP. 2-1/2•.12 G fILV. Sim 7RACt ptKITT. Swept tiRALel7S PEA SOE. 11R mP 97Ap2T REPORT#9606C MA« "°'°"' K0mG mnU- 41m n. Nr pr TRACK rrxnuamlerlU$NS N A 2-1-2-1 J Mi10N PL TWO U-NB S ON B -09 Sam to S6fOKur-) N IOff I Al1/e' SHEET 1ETAL SO3K MO., ZOOS A OPTIMAL OUISDE KIE"D IDOL rOSR10N I IWiLMORROM - frd as nEVATdS > IP IA. MI MA'iS - !eS NRAIiSIA1LNNtir bfTr 1. 1 LAC SCREWS ON 19 CMERi 1 OG WL DOORS li m Y-q• NMI EO1lsrsr Or J) SEC1101K. (O TORNiRONi ERwE vIM V.V. SSL701 SWARM LAC SCREWS WV eE OOISOFIaNt 00016 0.0 Y T9O/ Co1e5T Dr ( SDCTONS 01 ''S°' O ON OUTSIDE SiRrK[ [[getURf Nm raaRrn) m vRaaE A ausl IatNTNc STOP AwnO er DOOR INSTALLER CID SUIT) NMe20NE1L LUGS 00 NOT MAr19O1 tOm. 2.e 1fl1A1 Pee LMb m G WL GLV. STEEL OO SRE n n 2" TACK CLASS OR OPIIONAI 0 sOETT m CA Qwv. Slm NTOL STILE 1 AC4 UfE IINOOW 1 tJMDED TAIMM SECTION O-O 12 G 4OD T Sim iA5 G1eM. Stm LIFE REfAeElt /e. 5/ ORAOFI72 r i0 9000 AMCUle a' PAN KM 9pEf•' teM 01E 5/1e".1 TAG~ SIGN Co.= MTH c-w 1RL 10 SMEWS PER UTTj a .I _ AIC1016 ON 21 R= (C-OM TEA BR.CTtFf. AND Af:N® POLION CALVIANSZIWIMM SNM WOI OQIOCS a0U() OR J• COITU6 r2000 PSI IW. p1 m 0.0 0 IASi00 t (a1E PFR {1[ to u GW. Sim COOUt INLE 1 /.•..• Lv 00t1 SOEWS 31 1)-1/f' WOOB (2A00 TOP OOAi APRID ro OOTN P5T HL caIMETUc WASHERS NCLUO D WITH SOCS FL SRR gM,. 12 u fJLY. Sim Ttp o m vERirAI tRM}C MCN014 1 0.0 1RL WASNOI R[g1UD 2- C1LV. Sim IRAOt rASTF)®m IA G GILV. Sim RMIDI ($ r m NTER SfIa 1) IIRACK tITT" r.1LN ONE SIW OF O1 n. m„ TAPCONS. ANICHO15 Wr BE OOU1TO61Aet 12 G CAM Sim TRACK ORACKM rATTO07 m oo SIa6 fACN •/(.) lt. a 9EEr 14T/L ttRA[ I¢r AfNCMD W/(P) NIEJt. STILE revel SIDE o< DOOR. (OVA NOT 1EMIRED) m PROJOE A F11191 TRACK ATTACHED ro EACH BRACKET 1.a/e• 9¢T 11EEAL StOEI'S MO IAla/ e" 9Qi tETAI eJ01RIleIC URFACE NORIZOaAL J.YBS 00 NOT NTH ONE 1/P•a/e• OOLT a NUT tA) 1fA•J/a SEIF TAPPNC SCREK PEA 00 MICE SIV lM JONR. inM MANSFEA ADO. OR TWO 1/4• OIA RNLIS. OUT" IRTED NwOIEEND CO 2" OIA SNMO STOL 10 BALL STEEL AOLLEFL 14 G ML . STEEL STIL AMM A6TERFIDp. PE OO NNCE CAOI wrm pgrPMADON K Aue15 RY ORaTS. SFLTOM C{ nOWA P.L /4e495 rASTET W/(W1) 00 SME IIOMN CAAOIJIKA F.E. 1235M SIQT 1!`TAL IJa/e" eau II.IO{E O• TALL U-NR a (P) 1/4•.3/4" SELF Mitmr lR1TD LnfX m G CkV STEEL EWPW. SCREWS. sN.w 1•m. 1 °PmN EKA N DESIGN LOADS: +25.0 PSF & -2.5 PSF 1K TE1D SIRENCM: so K9 TRACK ON lRILB TIE M C" Or DE Sor THE FR sM OVAL nnlons oUTSVEEACHSMs11ALLtETIERFSPO1i9BllT1' or DE tEIOTLS51aNAL Or TEST LOADS: 36.0 PSF & -37.0 PSF HANDLE OF OOML RECM mR THE BUIDNC OR Sn=PJK NO N ACCORDANCE L 3• I- ]" GLL . m G GLv. Sim U-6vt5 OO SIDE BOLT Rml CUetOR BUILDING C006 FOR THE LNOS LISTED ON 0pii f..1T3 AA[ 9nO) w Ru[ - 1 N A 2-1-2-1 PATTON (1.c r o u-e.Rs STILE I= (WAGES INIS 0 AI NG ON.1A® YA o>s PART NO.: 1 - r/0• aN BOrIp. SECTION, ONE U-em ON NEAT .00 vEmrx r ETC} na U-GAR AR11CH D TRI{K ONE IA+... mt.a omw.a. 312 Ilia a S.A. Ism I .". 3E /., ,SLIl EAPP.O StlKYS IDEAL I-m OfJramA. BNAa ao. TOLERANCES w. Ed Ro. I_ 11-s1-(Boo OF DOOR. Y as....P A. w1 wq r 0 - t.03 Boar ear•ODI L rm !1u 1-51}-)62-%19 rser arr w ` ram,,,, 1. .00 . t.015 DESCRIPTION: MODEL 6RST wa 16-0 . 8-0: 24/-24.5 DESIGN LOAD n2! A -A (HIE M111 l!N'Y eVTIMI wq wM i 000 . L.005 u G CAIv. Sim eoTTDA eaAMao. /LJ' 0000 . t.aol DRAWN BY: 8uu DATE: a/16/00 SCALE: NIS OWE. ATTACHED WITH (2) 11.a/e" SKM NUAL SUEYS. / KU, toam a Ruslo" i Zz lJe P T CHECKED 8r In+w OATS: 4/18/00SHEET t OF I SIZE I.M WL.i1Q6TRV. 3'I' P.o' tan KC OREN90F15MtE N NpES. DWG. NO.: 102138 REV. NO. I 4 3 0 C A A 4 MODEL 6RST (25 GA. STEEL SKIN) MODEL: 4RST (24 GA. STEEL SKIN) 3 opnONAL DSO GLASS OR LISTED 1 8" ACRYLIC UTES AVAILABLE SECTION 8-8) IN. END STILES ATTACHED TO DOOR PATENTED TOG-L-LAC SYSTEM TTOM h CENTER). I OA. REPORT#9606C 25 GA. AM. CALV./ STEEL SON COATED LOCK POSITION ATM 5f06) WITH A BAKED -ON PRIMER. r=M TWO POINT LOCKING POLYESTERANDAOATAPPLIEDTOPCOATAPPLIEDBOTH SOB OF STEEL SKIN. MAX. DOOR WIDTH 9V 14a5/8" SHEET METAL SCREWS ONE 3' TALL a 20 GA U-BAR (50 IKSI) PER DOOR SECTION. ENO SLIDE BOLT sn E LACK ENGAGES INTO VERTICAL TRACK ONE LOCI ON EACH SIDE OF DOOR INSIDE SLIDE ELT LOCK OPTKN NOTE I ODORS UP ro 7•-0' HKxI CONSIST OF 4) SECTIONS SHOWN). DOORS OVER 7•-0' HIGH CONSIST OF (J SECTIONS ( SHOWN). v1/4':3 4' SELF T SCREWS. 14 GA END RINGO 18 Gl INTERMEDIATE adz NEW VIEW 2x6 YELLOW PINE JAMB 12 CA CALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/I6"al-5/8' LAC SCREW PER TRACK BRACKET. 2 REVISIONS 1 REV. NOS ZONE:I DATE: ) ECN NO.1 APPVD:1 DESCRIPTION 1 As 11/00 - YX1Y Ott (I) WAS 2) FOR TRACK BOLT r IN" 3' TALL U-BAR HORIZONTAL TRACK SUPPORT BY 20 GA GA.V. STEEL DOOR INSTALLER (TO SIT) LJ 3' 1 -7/8' T 13 Gil GALV. STEEL FLAG BRACKET. 16 a GALV. >,m TOP EACH FASTENED TO WOOD JAMB WITH ROLLER MCKET. EACH 3) 5/16"al-5/8" WOOD LAG SCREWS. I1iO iQ/(/(J) UM DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM ISJMSFWWJOINTS. a AVAILABLE AS AN OPTION l4 a CALV. STEEL aR DOOR HEIGHT V FASIDCM(RI 00 2S 2" CALV. STEEL TRACK. 6 -6 0 SHEET W&4) 14d ' 0 6 MIN. TRACK THICKNESS:.060' A) 1/4'af/a' SELF TAK Mc SOAEWs r 1. fc 8 -0 88 TYP. 2-1/2%12 CA GALv. STEFl TRACK BRACKET. 3' TAIL . tau CAM i SIQL U-GAR ONE U-W SOCIIOK EACH U-W AidOED 4) TRACK BRACKETS PER SIDE. PERWall rro V4&' SELF rAPFWC SOIifWS Pd SRE LocAr N. o lHR TOP BRACKET HORIZONTALL--L i q FRONT FRAME WITH U.V. COATING ON OUTSIDE SURFACE DOUBLEP— TRAi'-K u .uNm A mum dw . 13 CA EALV. STFil B0D011 LOW HEADROOM OPTON a.J.mcN n n NN 1 2"aJ' LAG SCREWS ON 24 CEINTES. I' OA. ION. (14a/a SIELT (Era SKIES N N r N CRYLIC LIFE OPiIUNAL f0 SCREWWASHERREQUIRED. LAG SCREWS MAY BE COUNTERSUNK „ pmymm 1/13- oneBUTNOTKOURED) TO PROVIDE A FLUSH MOUNTING • VWOL WEAIH OSW. SECTION e SURFACE HORIZONTAL JAMBS DO NOT TRANSFER LOAD. STOP MODUYNC BY DOOR INSTALLER (TO SUIT) r-20 GA MIN. GALV. STEEL END STILE 20 GA. CALV. STEEL INTER. STILE SECTION A -A (SrDE MEWL aaJ/4' PAN HEAD SCREW VERTICAL JAMB ATTACRIJENT (C-90 Maw ( 10 SCREWS PER LITE)END STILE2.000 MIN_ CONCRETE COLUMN : llTE RETNNFR3/8 x4 SLEEVE ANCHORS ON 24 CENTERS (BOTH C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR 1/4'a4' TAPCON SCREWS ON 24' CENTERS (2.000 PSI MIN. CONCRETE). WASHERS INCLUDED WITH SLEEVE ANCHORS, 1" 0.0. MIN. WASHERS REQUIRED WITH TAPCONS. ANCHORS MAY BE COUNTERSINK INTER. SIE BUT NOT REOIARED) TO PROVIDE A (LUSH MOUNTING SURFACE HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. OUTSIDE KEYED HANDLE 18 G1 CALV. STEEL CENTER HNCE FASTENED TO INTER. STILES W 1) IIaS/8' SHEET METAL 2" GALV. STEEL TRACK FASTENED TO 14 GA GALV. STEEL ROLLER HINGES 2 GA CALV. STEEL TRACK BRACKETS. FASTENED TO ENO STILES EACH W/(4) TRACK ATTACHED TO EACH BRACKET 14,5 8" SKEET METAL SCREWS AND WITH ONE I/4-X5/8' BOLT k NUT 4) 14'a3/4" SELF TAPPING SCREWS PER END HINGE - OR TWO 1/4- DIA RIVETS. 1 2 CIA. SHORT STEM. 10 BALL STEEL R(XLER. PREPARATION OF JAMBS BY OTHERS, JAMB CONFKAURATION SECTON C-C NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD. P.E. WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON yP.E. 1/ jl• CJ j, THIS DRAWING. NORTHFLORIDNORTH CAROLIA P.E. /23832NAP.E. • 4 3 MIT SNAP LATCH ENGAGES STIL ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR. HANDLE SEND STILE INSIDE HANDLE LACK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR DESIGN LAADS: +25.0 P.S.F. h -32.0 PSF. OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F. h -48.0 P.S.F. snAP urcH Loac oPrwN I PART NO.: - NnNNm Umm St w 00— 312 !LA SL S,& TWO PR IL TOLERANCES . DEAL c. ON 45202 r •.era ...4 d.+.a 0 - t.03 Rd Wu 1-f13-351-M ummva7muz. Fa A 1-513-RO-3519 00 - t.015 CRIPTION: MODEL 6RST W4 9-0 a 8-0: +25/-32 DESIGN LOADLCHECKED000 - t.005 0000 - !LOOM WN BY: BMM DATE: 4/18/00 SCALE: TUTS DWG.T Oegren ' t 1/z BY: MWW DATE: 4/18/00 SHEET I OF I SIZE U. Third Angle a - Kclioi lAl.a —--N.. oW¢NmMS ANE Mwas DWG. NO.: 102137 REV. N0. 1 2 ORA . E COUT] I 'Y B j l: J l al , Ic C C A