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HomeMy WebLinkAbout213 Bella Rosa Cir 07-594 SFRi PERMIT ADDRESS CONTRACTOR PHONE NUMBER-40 !' PROPERTY ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR _ MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION K PERMIT # D!-" 501 DATE PERMIT DESCRIPTION Gill PERMIT VALUATION / D Lt . Z L1O SQUARE FOOTAGE 2< Z L ZT 0 O Y RECEIVED _ (�1 CM OF SANFORD PERMIT APPLICATION Permit #: " 1. Date.- (t,? Job Address: Description of Work:New Single Family Residence C/ Historic District: Zoning: Value of Work: S Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Altcration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbinogw Residential: # of Water Closets Plumbing Repair - Residential or ommercial Occupancy,Type: Residential X Commercial Industrial Total Square Footage- a ALP Construction Type: # of stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: / v vf/S (Attach Proof of Ownership & Legal Description) Owners Name & Address: Lefinar Ho es 101 So hhall Lane Ste 450 Maitland, FL 32751 Phone: 407.682.7266 Con_traetor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 —M State License Number: CRC057820 407.682.7266/407.682.6349 Phone & Fa{:. Contact Person:. Phone: Bonding Company: N/A Address: Mortgage!' -• nder: N/A Address: Arehitect/Eneineer: Lindeman-Bentzon Engineering CO Phone. 352-242.0100 Address: 731 E. Highway 50 Clermont, Florida Fax: 352.242.0302 ApplicationJs hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of p t i tiqA that I will notify the owner of te property of the requirements of Florida Lien Law, FS 713. o cli o Si of O er/Agent Date Si a of Con 8 /A t Date o o Z 9 cci o William Gra am Micha . O'Neill x o m ; o Poo ed ent's N e u' �' tL ' Z .n d Print ctor/ ent's Name :.: t�n � w t aov LA7 / /�/ U n CW. M w of Notary Slate der Datc Signahrrc of 1 otary-State o rider . Date W C. o cr- > X o w �e m / 41 * o 'd Owner/Agent is _/Personally Known to Me or Contractor/Agent is ` % o Personally Known to Me or e : _ Produced ID _ Produced ID °y '` `Afi 'APPLICATION APPROVED BY: Bldg. Zoning 1 • Utilities- FD' (Initial Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: R Z.o.33 gi is Sti to CITY OF SANFORD P.O.eBOX` 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/04/07 Parcel Number . . . . . 29.19.31.502-0000-0150 Property Address . . . 213 BELLA ROSA CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . . . . . Lennar Homes Contractor . . . . . . LENNAR HOMES, LLC 407 475-6549 Application number 07-00000594 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . Buillding Officia VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. BP210U01 CITY OF SANFORD 6/04/07 Application Miscellaneous Information Maintenance 10:37:03 Application number . . . . 07 00000594 Parcel Number . . . . . . 29.19.31.502-0000-0150 Address . . . . . . . . . 213 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 12/14/06 Y noc on file exp 12/15/07 HISB 12/14/06 Y 1 Story/2 Bath _ HISB 3/29/07 Y CW Solutions no longer doing alarm HISB 3/29/07 Y system --using Devcon _ HISB 5/16/07 Y C 0 SIGN OFF: HISB 5/16/07 Y P&Z:co is now approved mr 05/23/07 HISB 5/16/07 Y CO is denied, the viburnum hedge HISB 5/16/07 Y plants are dead or in serious decline HISB 5/16/07 y PW: MW 06.04.07 HISB 5/16/07 Y UTIL: RB 5.18.07 _ HISB 5/23/07 Y Final f/s on file Bottom F3=Exit F6=Add F12=Cancel _.7 CERTIFICATION OF ELEVATION MAY7, 2007 ADDRESS OF JOB: 213 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 15, CELERY ESTATES NORTH, AS RECORDED IN PLAT BOOK 71, PAGES 38 THROUGH 45, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. . THE FINISHED FLOOR ELEVATION OF THE HOUSE ON LOT 15 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). V" JAMES W. SCOTT R.L.S. #, 4714 STATE OF FLORIDA C y ' U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Expires February 28. 2009 Federal Emergency Management Agency l National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: I Al. Building Owner's Name LENNAR HOMES, INC. Policy Number 1 A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 213 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 15, CELERY ESTATES NORTH, PLAT BOOK 71, PAGES 38 THROUGH 45, SEMINOLE COUNTY, FLORIDA A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. N 28° 48' 08.4" Long. W 81 ° 14' 07.9" Horizontal Datum: ❑ NAD 1927 E NAD 1983 A& Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provider a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 414 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X I N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM E Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: E 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 ENo Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' E Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 17.7 E feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) N/A ❑ feet ❑ meters (Puerto Rico only) 17.1 E feet ❑ meters (Puerto Rico only) 17.9 E feet ❑ meters (Puerto Rico only) 16.9 E feet ❑ meters (Puerto Rico only) 17.3 E feet ❑ meters (Puerto Rico only) SECTION D SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. E Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 itle LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 s/ /e 7 ignature Date 5/7/07 lelephone 4W-271-3232 FEMA Form 81-31, February 2006 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 No, Policy Number 213 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BULDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" K -�L_a :5 /7 /G Sign'� Date ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the 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, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, 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. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5 Date Permit Issued G6. Date Certificate Of Compliance/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: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments I i I ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions DESCJI*,�ITION AS FURNISHED: Lot 15, CELERY ESTATES NORTH, as recorded in Plat Book 71, Pages 38 through 45, of the Public Records of Seminole County, Florido. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. NOT PLATTED N 00006' 18" W REC. 1 /2 " I.R. REC. 5/8'" I.R. NO I.D. 60. 00' NO I.D. �\ o. 20.36' 20.33' LOT 15 16'620 I I �6,Am. 24.7' o O o DO GONG.06 G I 15.3" 1OTO' 6 K� DQ LOT 16 WONE STORY W Z <: O RESIDENCE F.F.=17.73' b y O o I LO I O O 'k 13.3'LO LU I ? .r am p CO I I � 20.0' 10.I 0' P 20.0' o v.8.0' COV'D. GONG. 10.00, I 16' ° 8.3'-i GONG. WALK I GOO NC. OR' I 25.20' 25.20' I j t — — _ 10' UTILITY EASEMENT h�0 REC. 1/2- I.R. � WALK 5' CONC. WALK WALK REC. N&D NO I.D. 0/ #4596 WALK S 00009' 50" E ENDS 60. 0 0' 0 6 GO44 B LLA R0 CIRCLE TRACT 'E (50' R/W) (PRIVATE INGRESS & EGRESS) LOT 14 89.98 (P. C.) /0 BUILDING SETBACKS: oQ SQUARE FOOTAGE CALCULATIONS REAR= 0' REAR= Q� PROPOSED = FINISHED SPOT GRADE ELEVATION SIDE= 7.5' PER DRAINAGE PLANS 63t SQUARE FEET SOD (SOD TO�WAL�KWAY: .5' SIDE= 15' PROPOSED DRAINAGE FLOW DRIVE & LEAD 57t SQUARE FEETSTREET LOT GRADING TYPE 'A'" SIDEWALK APR14t SQUARE FEET PROPOSED F.F. PER PLANS = 17.00" TOTAL LOT SQUARE FOOTAGE. 6,612t SQUARE FEET CR USE1NMEYLTR-!S'COTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 p = PLAT P.D.L = POINT ON LINE NOTES: F I.P. = FIEL➢ TYP. = TYPICAL = IRON PIPE P.R.C. = POINT (IF REVERSE CURVATURE P.C.C. - POINT OF COMPOUND CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY PROFESSIONAL (AND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT I.R. C.M. SETI.R. = IRON ROD = CONCRETE MONUMENT RAD. RADIAL = 1/2' I.R. w/#LB 4596 N.R. = NON -RADIAL THE FLORIDA BOARD OF SECTION 472-027 FLORIDA STATUTES. - 2. UNLESS EMBOSSED WITH SURVEYOR'S SFAL, THIS SURVEY IS N07 VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSESONLY. REC. = RECOVERED W.P. WITNESS POINT = CALCULATED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS P.O.B. P,O.C. = POINT OF BEGINNING CALC. = POINT OF COMMENCEMENT P,R.M. = PERMANENT REFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED OR EASEMENTS THAT AFFECT THIS PROPERTY.= CENTERLINE F.F. = FINISHED FLOOR ELEVATION 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N&D = NAIL L DISKH.S.L. = BUILDING SETBACK LINE H.M. = BENCHMARK 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W ESMT. = RIGHT-OFWAY EASEMENT B.H. = HASE BEARING 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRAIN. DRAINAGE 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS WE BEARING (B.B.) UTIL = UTILITY 8. ELEVATIONS, IF. SHOWN. ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NO CLFC. WD.FC. = CHAIN LINK FENCE = 'BUD FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE 1` = 20' DRAWN BY: C/B = CONCRETE BLOCK ORDER No. P.C. P.T. = POINT OF CURVATURE = POINT OF TANGENCY CERTIFIED BY. DATE 6589-06 DESc. = DESCRIPTION - PLOT PLAN 10-20-06 R L = RADIUS = ARC LENGTH CONC. FOUNDATION/ELEVS. 03-22-07 1140-07 D C = DELTA = CHID FINAL/ELEVS. 05-04-07 3376-07 C.H. = CHORD HEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN TEI USE MEYER, RT. # 4714 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRMW. SCOTT, R.L.S ,{ 4801 ZONE "X` PANEL j120289 0065 E. (04-17-95) VERNON H. BERRY JR., R.L.S. j 6262 CITY OF SANFORD PERMIT APPLICATION a/ Application Job Address: SS L��, (I`-� S of i rc1L s4 /1 AT Pl' Parcel ID: Zoning: Submittal Date: -3 _ 2-1 ° Value of Work: $ 3 %S t J Historic District: Description of Work: S Z c u r I! ti St s rr I Square Footage: ................... ........................................................................ .............. .............. • Permit Type: Building ❑ Electrical Mechanical 0 Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential 0 Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) I Plumbing/New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines ` Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) ................................................................... ........... ........................ ................. .. Property Owner: v1 Contractor: P-e-^- Address:. Address: 7 S, 0/ Wr/iiv- F41-14 <% 3 7— F 5 Phone: E-mail: o-) Phone: b2. - `9 b %' State License Number: r a� J 0y b 33 P Bonding Company: Mortgage Lender: Address: Address: Arch itect/Engineer: Phone: Address: Fax: Plan Review Contact Person: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS., and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. -"7 &Q kit Signature of Owner/Agent Date Signature of Contractor/Agent V Date l'1i �ti i ire �,• �o el Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 Personally Known to Me or UTIL, FD: Print Signature MY COMMISSION tI pv�rv�•� D629096 EXPIRES: February 25, 2011 DiscpmtAsa. Co. Contractor/Agent is onally Known t Me or ` Produced ID ENG: BLDG: POWER OF ATTORNEY Date: I I hereby name and appoint t I (� `� !''1 0 0 e, 1 of ky C"'D J 'e, c u r ► to be my lawful attorney in fact to act for me and apply to the C l ` :- Sj z� g a �, �ord Building Department fora 2 0 O �+ permit for work to be performed at a location described as: Section Township Range`- Lot � Block Subdivision ce. Ill u (�_ �'� e ( c (Address of Job) g) /1-1 -e—_s (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. i r M The foregoing instrument was acknowledged before me this day of 20 p7 by 1 who is personally known to me/who produced h- L', , b u as identification and who did not take oath. State of Florida JAMES SHEPPARD 3a Notary Public - State of Florida I . � My Canrrds3sion Esq�es A�ay 19, 2008 County Of (� d v ,, Commission 8 DD 10 M '�pj��� Bonded By National Notary Assn. Seal Notary Public'Orange "County, Florida CITY OF SANFORD PERMIT APPLICATION Application # : n -� -- !�- I `-r Submittal Date: 3- /`I' _0 Job Address: i 2 (3 de ///+ leas)g r ( Value of Work: S !Gd 0 � Parcel ID: Description of Work: ew Zoning: :(chime � Historic District: Square Footage: .....................................................................i;:.-t-S-p-rin.k-l.e-r/.A.I.a.n.n.-........ .................ermitType: Building ❑ Electrical ❑ Mechanical ❑ Plumbing ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: It of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) .....................-................................................................................................... (/V lH •l ��5 Contractor: ( L Property Owner- � �� Address: Address: 9_7 3a �K / 9 Phone: E-mail: Phone: 7— r/2 tate License Number: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the iremen a 3 Signature of Owner/Agent Date ignature of Contract / gent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 P n to t' Name Signature of Notary-Stat of Florida Date DE $I L MY COMMISSION # DD629096 Po` EXPIRES: February 25, 2011 Personally Known to Me or Contractor/Agent is phgy Know t�„q, A.. C. Produced ID UTIL: FD: ENG: BLDG: Permit # : 7' s 1 Job Address: ::z t CITY OF SANFORD PERMIT APPLICATION Date: �? A /tl r Description of Work: t)eu)%�i�'_ Total SiquareFoot/age Historic District: Zoning: Value of Work: $ / 260• C.( e Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of S Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential `/ Commercial Addition/Alteration Change of Service Temporary Pole _ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial _ Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Contractor Name & Address: _ State License. Number: t (J icV Phone & Fax: %L�/ A A?Zkontact Person:—i �i) Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions this county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of Signature of Owner/Agent Date Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Knovm to Me or Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 03/2006 to this property that may be found in the public records of ! man4ganwPA districts, state agencies, or federal agencies. Lien Law, FS Date DEBBIELYNNDILL.ARD MY COMMISSION # DD519638 EXPIRES: Feb. 16, 2010 Contractor/Agent is kj�gown tlb@PdU1ary Service.com Produced ID FD: ENG: BLDG: `3 ,4D 0 Permit # : nM —� 1 Ll Job Address: z) �nnC�� o Description of Work:'' /I N�I�J ICE Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date:_ 3 1z T1UI rL(iJ Total Square Footage Value of ' Worl<: S i i ,D� Permit Type: BLlilding 1?Icctricalall V _ Mechanical Plumbing _ hire Sprinkler/Alarm _ Pool Electrical: New Service - # of AMPS (��Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement Ncw (Duct Layout & Fnergy Calc, Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lincs # of'GasLines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name &Address: Contractor Name & Address' I Vl '' (ice f j'I�i . 3^3 !�. L,(�{ilii n �/ t"i. Stale License Number Phone& Fax I.2� Ott/ l•�L-d •��—!Z �� {';mot j' )01i 1 Phone: Contact Person: � J "��t,1_ � • ����y Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone Address: Fax Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS. WELLS, POOLS. FURNACES. BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will he done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER. YOUR FAILURE 1-0 RECORD A NO"I'ICF. 01 COMMENCEMF,N I MAY RF.SIJI.T IN l Ill iR I' PING TWICE FOR IMPROVEMEN'I'S'f0 YOUR PROPERTY. IF YOU INTEND TO OBTAIN HNANCJNG, CONSIJI.'f WffH YOUR LENDER UR AN ATTORNEY BEFORE RECORDfNG YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions ap li this county, and there may be additional permits required from other governmental entities such Acceptance of perinit is verification that I will notify the owner of the property of the require Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: FD Special Conditions: Rev 03/2006 Si"nttureof U�lz this property that may be found in the public records of management districts, state agencies. or Federal agencies. da Lien Law, FS 713. /Uo7 ctor/Agent Date �nr� CMG rzv � is Na re ofarv-State of Florida Date �.►ar►o, Cheryl L Smith My Commission DD243250 Contractor/Agent is Personally Known c9 (or Expires August 20, 2007 Produced ID ENG: BL.DG '6At5)50 CITY OF SANFORD PERMIT APPLICATION Application # : Submittal Date: Job Address: 3 2 Value of Work: $ Parcel ID: Zoning: Historic District: Description of Work: er Square Footage: _ ........................................................................................................................ Permit Type: Building ❑ Electricals Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines Plumbing/New Residential: # of Water Closets Occupancy Type: Residential bl Commercial ❑ Industrial ❑ Construction Type: �_ # of Stories: # of Dwelling Units: _ # of Gas Lines Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required ) n ,, ' ,, ............................ •Property Owner • lY�/Vla✓A• /�7� 9 ! wJ • • • • •�•/•�•,`• • • • • • • • • • • • •Contractor: ��� • •� ! (/ ��75,� ,, / � Address: ! o I Sq( // {'I(-X_X ' 7 J V Address: � A ll &UA4,Aj 10 ✓ Q r-11am d j- 3.X� S) f- FL_ 31-f1 l I Phone4471 —(a-7—/ mail: Phone State License Numher: C_� `19 L Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of lorida Lien Law, FS 7 _ 07 Signature of Owner/Agent Date r o Contractor/Agent ate Print Owner/Agent's Name Print Cgotkwtor/Agent's tiatpe e Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID MY COMMISSION # DD629096 EXPIRES: Febmtary 25, 2011 y FI. Notary Discount Assoc. Co. Contractor/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: Rev 02/2007 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75191 DATE: ��` 'p6 BUILDING PERMI N B -7--� 'I(CITY) COUNTY NUMBER: UNIT ADDRESS: I 0 �� . TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TW .RNG : PARCEL: SUBDIVISION: �...,-�.: (I. � FPO r. r PLAT BOOK: '5 BLOCKLOT: T BOOM PAGE: : OWNER NAME: ADDRESS: APPLICANT N ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ...... -ARTERIALS CO -WIDE 0 awl unit * 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 awl. unit t 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 awl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 awl unit $1,384.00 1 * 1,384.00 AMOUNT E $ 2,143.00 STATEMENT RECEIVED BY- ' +, =r) �s SIGNATURE: ,' r (PLEASE PRINT NAME DATE: 11- C' �� - - r`) - NOTE TO` RECEIVING SIGNATORY/APPLICANT: tAILURE TO NOTIFY OWNER AND ENSURE'TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-C��Y **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** I loll 11 Ill it 111 it 1911111111 ill Il Ili II ill II 11111111111111 oil I loll MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06520 Pg.15721 llpg) CLERK'S # 2006197740 RECORDED 12/15/2006 10:23:48 AM RECORDING FEES 10.00 RECORDED BY H Bailey NOTICE OF COMMENCEMENT State of Florida County of Seminole The undersigned hereby informs all concerned that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMMENCEMENT. Legal description of property (include Street Address, if available) LOT # �Celery Avenue Estates, PHASE 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK # 711 PAGES 08-45 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AKi �� — �A ie 4X-4 1:f-(;"9k SANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STE MAITLAND, FLORIDA 32751 Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE Address SAME AS ABOVE Contractor SAME AS ABOVE Address Surety (if any) N/A Address Amount of bond $ Any person making a loan for the construction of the improvements. Name N/A Address Person within the State of Florida designated by owner upon whom notices or other documents may be served: Name LENNAR HOMES, INC. Address 101 SOUTHH ALL LANE STE 450 MAITLAND, FLORIDA 32751 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) (h), Florida Statutes. (Fill in at Owner's option). Name Address THIS SPACE FOR RECORDER'S USE ONLY CERTIFIED COPY MARYANN MORSE CLERK OF JI. UIT COURT SEMINOLE NTY, FLORIDA 8Y D. UTY CLERK William Graham - Division President Lennar Homes, Inc. Sworn nttoyand subscribed before me this day Of i Notary Public Personal Knowledge 20SPR PUBS¢ EDWARD L. DEAN, JR. * MY COMMISSION t DD 550907 *V�,, EXPIRES: May 10, 2010 ���r`o- Bonded Thru Budget Notary Servkes dal Code Administration Plan Review & Inspection Services CAPRI 1: 1 1: 1 14 F" R IN C Private Provider Plan Compliance Affidavit Private Provider Firm: Code Administration, Plan Review & Inspection Services Private Provider: Gary H. Elzwei% PE Address: 1079 Shotp-un Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: gelzweig(a,capri.en2ineering.com. I hereby certify that to the best of my knowledge and belief the plans submitted were reviewed for and are in compliance with the Florida Building Code and all local amendments to the Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and holds the appropriate license or certificate: Name: Wayne A. Vater Project: Lennar Homes — Celery Estates — Catalina II Model- Lot # 15 Plan Sheets: Review for pages- A000, A101-1, A101-2, A201, A202, A301, E101, E102, M101, S101, S201, S301, S301-OPT, S302, S303, S304, S601, S602, and all information / engineering packets provided. Plumbing approved as noted: need to provide a cleanout at the base of washing machine stack - per FRC P3005.2.6 and provide a thermal expansion tank or valve at water heater location per FRC P2903.4. Florida License / Registration / Certification #(s) and description: PX 2206 and Signature of Reviewer: l� SWORN AND SUBSCRIBED before me by being personally known to me X or having produced as identification and who being fully sworn and cautioned, state that the foregoing is true and correct to the best of his/her knowledge or belief. Ler (o` Vf Sm,irl low 6iatre o otary Print Name Notary Public: NOTARY STAMP BELOW 4��r Pu LEILA YASMIN JONES MY cOMMISSION # DD50590 My commission expires:, --A EXPIRES: Jam 10,2010 (407)CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 ■ Orlando, FL 32809 ■ (407) 855-1860 E Fax: (407) 855-1868 www.capriengineering.com Pnnt Form Code Administration, Plan Review & Inspection Services+ CAPRI r N G I N r r R 1 N G Notice to Building Official of Use of Private Provider Project Name: Celery Estates North Address / Parcel ID: 29/19/30 c� Services to be provided: Plan Review ® Inspections 0 Note: If the notice applies to either private plan review or private inspection services the Building Official. may require, at his or her discretion, the private provider be used for both services pursuant to Section 553.791(2) Florida Statute. I William Graham , the fee owner, affirm I have entered into a contract with the Private Provider indicated below to conduct the services indicated above. Private Provider Firm: CAPRI Engineering LLC Private Provider: Gary H. Elzweig, PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando FL 32809' Telephone: 407-855-1860. Fax: 407-855-1868 Email Address (Optional): elzweig_(a)capriengineering com Florida License, Registration or Certificate #: 00034163. I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit application, as authorized by s. 553.791, Florida Statutes. I understand that the local building official may not review the plans submitted or perform the required building inspections to determine compliance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building, inspections will be performed by licensed or certified personnel identified in the application. The law requires minimum insurance requirements for such personnel, but I understand that I may require more insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold harmless the local government, the local building official, and their building code enforcement personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit. application. I understand the Building Official retains authority to review plans, make required inspections, and enforce the applicable codes within his or her charge pursuant to the standards established by s. 553.791, Florida Statutes. If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance and does not include review for fire code, land use, environmental or other codes. CAPRI Engineering LLC 6925 Lake Ellenor Drive Ste #200 ■ Orlando, Florida 32809 M (407) 855-1860 ® Fax: (407) 855-1868 www.caprien gineering. oom COUNTY OF Orange STATE OF Florida Corporation Lennar Homes Print Corporation Name L44Y By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 682.726 Phone Nu Signature of Notary Edward L. Dean, Jr. Print Name Bethis day of ef 7X(/M personally appeared William Graham Of Lennar Homes, a corporation, on behalf of the state corporation, who executed the foregoing instrument and acknowledged before me that same was executed for the purposes therein expressed. NOTARY STAMP BELOW _ EDWARD L DEAN, JR. * * MY COMMISSION t DD 550907 EXPIRES: May 10, 2010 ��'rFOF F��P\OP Bonded Thru Budget Notary SefV u LHI Orlando Homebuilding 101 Southhall Lane, Suite 450 MM Maitland FL 32751 PAY VOUCFIER NUMBER Schedule B Date: r V 6652503 Op VENDOR: CAPRI ENGINEERING BUSINESS UNIT Celery Estates 1011 SHOTGUN ROAD ADDRESS: 213 Bella Rosa Circle SUNRISE FL 33326 PLAN REVIEW VENDOR NO: 05979887 HOMF.SITF.: 1015 DATE MATERIALS DESCRIPTION BUSINESS UNIT PLAN COST CODE SUPERINTENDENT 10/31 /06 Plan Review Service 6695521015 403925 QTY ITEM NO DESCRIPTION PRICE UM TOTAL 1 6PLANREVIW Plan review $225.0000 TOTAL $225.00 $225.00 SUBCONTRACTOR SIGNATURE VIIIce Use Vn1` BATCH #: VOUCHER#: INPUT: INVOICE DATE: INVOICE NO: AREA MANAGER SIGNATURE CONTRACTOR'S AFFIDAVIT AND RELEASE (STATE OF FLORIDA ) (COUNTY OF ) SS: BEFORE ME, the undersigned authority, personally appeared (name of person), who after being duly sworn, deposes and says that he/she is the (position) of (name of contractor), hereinafter called CONTRACTOR, and as such makes this sworn statement upon personal knowledge pursuant to due authority. Affiant further states that: 1. This Affidavit is made individually and on behalf of the said CONTRACTOR. 2. The construction for which payment is requested on the voucher on the front of this affidavit was completed as of the invoice date in Paragraph 4 below in accordance with the plans and specifications, and in accordance with all applicable building and zoning laws, codes, ordinances and regulations. 3. Payment in Full has been made to all lienors or potential lienors as defined in S713.01(10), Florida Statutes, for all labor, services and materials furnished for the construction for which payment is requested on this voucher, for the properties listed above except for: (List unpaid lienors and unpaid amounts.) 4. CONTRACTOR hereby releases the said property and Lennar Homes, Inc., and any affiliate company from all liens, lien rights, demands, services, claims, overhead, and other amounts that could be claimed due for all labor, services and material furnished by, under or through CONTRACTOR as of (Invoice Date). This release by the Contractor is conditioned upon and is not effective until, payment of the amounts due above. 5. This affidavit is given to induce payment from Lennar Homes and any affiliate company, and if funded is intended to be a complete release through the date mentioned in Paragraph 4. This does not release claims for labor, services and materials furnished after the said date in Paragraph 4 above. FURTHER AFFIANT SAYETH NOT. NOTARY SIGNATURE AFFIANT VENDOR SIGNATURE SWORN AND SUBSCRIBED before me this day of , 20 Lot # % J City of Sanford Checklist for Celery Ave Addres;�,) �LC r- City of Sanford�4 "The Friendly City" fcYY vG Application for Engineering Permit This permit shall authorize work to be done in, the City of Sanford based on the approved construction plans and the information provided below: I I i Check One: Right -of -Way Utilization LJ Driveway THIS APPLICATION IS SUBMITTED BY. PROPERTY OWNERMIAPPLICANT: Applicant Name: Lennar Homes Firm: Address: 101_South_hall Lane Ste 450 Maitland, Florida 32751 Phone: (407) 682.7266 Fax: (407) 682.4396 Date: 1. PROJECT LOCATION OR C 2. TITLE OF APPROVED DE LOPM�yENT,p,60,11 1 ' L.�C _ G (�� % �`--1 (vq APPROVAL DATE: CJ `�S 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY: IX Driveway Installation ❑ Aerial Installation ❑ Underground Utilities ❑ Bore and Jack ❑ Open Cutting of Roadway ❑ Sidewalk Installation ❑ Other 5. SPECIFIC DESCRIPTION: Driveway Installation For A Single Family Home 6. EXCAVATION INFORMATION: Total Length (Feet) Number of Open Roadway Cuts 7. AERIAL INFORMATION: Length (Feet) Number of Poles. (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE- THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE 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 THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES 8Y THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT. -OF -WAY. CALL THE PBLICe4BEF 7) -5681 TO SCHEDULE A PRE -POUR INSPE71�1,:�c ' ll IG:CALL SUNSHINE 1-800-432-4770 /� Applicant Signatu Date: Eng-pnntpdf , CITY OF SANFORD P.O. BOX 2847 SANFORD, FL 32772-2847 (407)330-5640 FAX:(407) 328-7367 APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 1. APPLICANT Lennar Homes Same NAME: (Applicant) (Owner) ADDRESS•_ 101 Southhall Lane Ste 450 Maitland FL TELEPHONE: 407682.7266 Z. PROPERTY • • &7i�eF/z,4— ��STREET ADDRESS: Has the site plan been approved by the Planning Board ? If yes, when? " V 3. PROPOSED DEVELOPMENT New Single Family Residence What is the property to be used for. , - ---- (Type of Use) If commercial use, please give information on water and sewer flow requirements: (FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all informatio9,?u4lipfl vy40)46is application is true. Michael J. O'Neill _ nat si �)� (Print Name) (�9 FOR CITY USE ONLY: AVAILABILITY: YES NO I YES NO YES NO WATER RECLAIM SEWER COSTITEMS: YES NO YES NO YES NO WATER LINE TAP RECLAIM LINE TAP SEWER LINE TAP WATER LINE ROAD BORE RECLAIM LINE ROAD BORE SEWER LINE ROAD BORE STREET CUT STREET CUT STREET CUT WATER LINE DEPTH RECLAIM LINE DEPTH SEWER LINE DEPTH (UTILITIES OPERATIONS COORDINATOR) (DATE) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) City Manager` City of Sanford 300 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) Celery Estates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: - Construction of new single family residences - trine name of the owner), hereinafter referred to as the ".Owner," recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or buildings) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the Celery Estates North until all required land development approvals have been obtained and all -required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny useof the Celery Estates North. for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers; employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the. permitting or construction of the above referenced project or the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennar.com DATE Page 2 The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document_ WITNE Signature. Alice Hardway Printed/Typed Name 4 C2 -" a e Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) (OWNER) Sign e William Graham Printed/Typed Name Division President Title The foregoing instrument was acknowledged before me this 3rd day of June 2006 by William Graham as Division President for Lennar Homes Kwho is personally known to me or ❑ who produced their Florida Driver's License as identification. Notary Public, State of Flori Print Name: ZC�4//4!0 L.�J4 My Commission. Expires: EDWARD:L DEAK JFi. F:ISt]A_ENG\Dept_fomulEstoppel letter.doc * VA * MY COMMISSION i'DD550907 EXPIRES: May 10, 2010 Bwded TTxu Budget NWBfY.SINIm REVI51ON5 O 06/0-7/06 40'-0" LindySan �,II�B enc. F`E I)RIOR Ist FLR WALLS 8' GMU UN.O.Englne .De lgn 2) INTERIOR d 2nd STORY EXTERIOR WALLS 3 1/2" U.N.O.r 3) • " DENOTES ROUNDED CORNER DRYWALL BEAD. �_ �aI eAsz c1w 1 eo 4) TB - TOWEL BAR DRY AREA ® 56" A.F.F NET PHONE: (. 2) 242 0 „ 5HOWER ® 64' A.F.P. WET TUB ® 46" A.F.F. OVER FAX ( cs2z) 2-0302 G9IMTER TOP ® 24" FROM COUNTER OVER ROMAN FAX caww' 2dz OJC2 .Ibecixom TUB ® 56" A.F.F. 5) TP - TOILET PAPER FIX. ® 24" A.F.F m d 6) ALL EXTERIOR WALLS, LESS OPENINGS, ARE TO BE CONSIDERED SHEAR WALLS UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY E CONTRACTOR PRIOR TO CONSTRUCTION. `r 1) GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 120 M.P.H. 8) ALL TUB d SHOWER UNITS WILL HAVE ANTI -SCALDING ti DEVICES INSTALLED. q) ALL DOORS TO BE 6'-8" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTES PICTURE WINDOW FLANGE (CMU) 11) THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 4 1/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. w 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE o BY NOT LESS THAN 5/5' TYPE X GYPSUM BOARD OR O EQUIVALENT. 13) ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY 5OFFIT5 PROTECTED ON THE ENCL05EP SIDE WITH 1/2' GYPSUM BOARDS. z o b $ Z O (F� " W� �wz � a FO 0 ry U UU w "v mlp ro..a a aw '� o" tnm M zam �vauwu eEvrzov in m EvcwEEvwc coucurc. ivc. Cwt! al. N0. EB-0006B)1 in. twl Y Pb on ta, r cw:pn wN. W<non:aL, t�<a, pk- ""q one <W,. e"ron ",...oE<ab ANY DI5GREPANGY OR ERROR IN DIMENSIONS OR NOTES Gatolno II-A101-I.dr+ SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN PROFE55IONAL DATE:066/OT/Ob FOR GLARIFIGATION PRIOR TO GOMMENGEMENT OF GON5TRUGTION. A 1 O 1' 1 24'-8" I'-4' ■ � ■ ■ ■ ifl v Q � a� :o � II _ — I I I 1 _ 2'-8" " v " 'A = 0 o ■ m ■ fV in o Lo m ■ IS'-0�° r o L-27-4, m ■ 2'-O" q'-4" 2'-8" '-4 5'-4" 12'-0' 8'-O" 20'-O" 40'-O" Ma"-,V. -,Q��a(iry:..l ol�re. [n[egrit�:'••.� r'�,� ®ate City Of Sanford Sanford, FL Good Day:. This letter will serve as authorization to allow Michelle Berger, Alice Hardway, Edward Dean and Angelo Santiago to obtain permits on behalf of Lennar Homes. Community: Celery Estates 52.0/T19/R30 Lot: The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, r iFael O'Neill SWORN TO AND SUBSCRIBED before me thisw day o�-i�-- , 200� at Altamonte Springs, FL This person known to me by Personal Knowledge. (Notary Public) EDWARD L DEAN, JR. * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 OF �\Qe Bmded Thru Budget NoUry Sen4M Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057370 • .wwwJPnnarmm ft '�•'•lr4 i''a'r�3x.1'•,. { II' MIL - A"i A PRODUCT OF NISUS CORPORATION 1 Vol - Prevention and Control of: For the WOOD DESTROYING BEETLES, and DECAY FUNGI TERMITES, CARPENTER ANTS, FOR BOTH INTERIOR AND EXTERIOR USE For use in and around Homes, Apartments, Garages, Museums, Pul;lic vote Institutions, Schools, Hotels; Hospitals, Food Processing Plants. Kennels; Stables, Farm Buildings, Trucks, Trailers, Warehouses, Superm &�ODe Authorized by the USDA for use on Non -Food Contact Surfaces i Products s j�[C$Ia tl (� 1AIV Operating under the Meat, Poultry, Shell E Gradingand Egg P RIN6 1" 1 1. ACTIVE INGREDIENT: EPA Reg. No..64405_1 Disod{um Octaborate Tetrahydrate (NazBeO„ • 4Hi0): .............60.0% EPA Est. 64405-TN-1 U.S- Patent Nos. 5,104,564 5,296,240 INERT INGREDIENTS:................"..............................--"-- Density: 11.51 pounds per gallon KEEP OUT OF REACH OF CHILDREN CAUTION PRECAUTIONARY STATEMENTS Hazards To Humans & Domestic Animals CAUTION: Harmful if absorbed through skin. Avoid contact with skin, eyes or clothing. Wash thoroughly with soap and water after handling. Statement of Practical Treatment If Inhaled: Remove victim to fresh air. Apply artificial respiration A indicated. Contact a physician if warranted. If In Eyes: Flush with plenty of water. Get medical attention if irritation persists. It On Skin: Wash with plenty of soap and water. Get medical attention. IN CASE OF A MEDICAL EMERGENCY involving this product call (800) 424-9300 or your local Poison Control Center. Foods should be removed or covered during treatment. All food processing surfaces should be covered during treatment or thoroughly cleaned before using. After treatment in food processing plants, thoroughly wash all equipment, benches, shelving, etc. where exposed food will be handled, with an effective cleaning compound and, rinse with potable water. When spraying overhead interior areas.of"homes, apartment buildings, etc., cover or protect all surfaces below the area being sprayed with plastic sheeting or other• material which can be disposed of if contamination from dripping occurs: Don ot apply in food serving areas while food is exposed BORA-CARE® is NOT a soil termiticide and should not be used directly to treat the sod- -k53 _ . STORAGE AND DISPOSAL Do not �cont�ammafe-Water, food or feed by storage or disposal Environmental Hazards ,. BORA-CARE° solutions carelessly spilled or applied to cropland or ' :PESTICIDE STORAGE: Store in a dry place- Do not store where tr ' growing plants including trees and shrubs may kill or seriously retard child n or animals may gain access. Do not freeze. `. plant growth. Cover plants and nearby soil with plastic to� avoid when contamination. Do not apply directly to water. Do.. not contaminate egtsTl BIDE Dnt ISPOSAL: Wastes t resulting ng f om the use se of this product water when disposing of equipment washwaters may be disposed of on site or at an approved waste disposal facility. DIRECTIONS FOR USE CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for It is a violation of Federal law to use this product in a manner recycling or reconditioning, or puncture and dispose of t a sanitary landfill, or incineration, or it allowed by state and local authorities; by inconsistent with its labeling. burning. If burned, stay out.of smoke. NOTICE Read and understand the entire label before using. Use only according to label directions. Before buying or using this product, read "WARRANTY LIMITATIONS AND DISCLAIMER" statement found elsewhere on this label. If terms are unacceptable, return unopened package to seller for full refund of purchase price. Otherwise, use by the buyer or any other user constitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER. BORA-CARE® should be applied only to bare wood, plywood, particle board and other cellulosic materials where an intact water repellent barrier such as paint, stain, or.a sealer is not present. The use of this product in food processing establishments should be confined to time periods when the plant is not in operation. i MADE IN THE U.S.A. CLEANUP: Use soap and water to clean up oo s. SAFE HANDLING PROCEDURES Applicators and other handlers must wear long-sleeved shirt and long pants, socks, shoes, chemical -resistant gloves, and protective eyewear- When applying BORA-CARE° in confined spaces, it is recommended that ventilation or an exhaust system be provided. If this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHAINIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARE Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37353 (800) 264-0s70 www.nisuscorp:com 1. MIXING INSTRUCTIONS BORA-CARET is a concentrate which must be diluted with clean water before use. The use of warm or hot water, if available, and an impeller type mixer which can be used with an electric drill aids the dilution process. A. Hand Sprayers: Mix in a clean container and stir the solution until completely uniform. Always mix in a separate container then add the solution to a spray tank. Mixing BORA-CARE° directly in.a spray tank can block hoses and nozzles. B. High Volume Pumping Systems: Add all of the dilution water to tank, start recirculator, then slowly add BORA-CARE® concentrate. Allow to mix until uniform. Use 1:1 and 2:1 BORA-CARE® solutions within 24 hours after mixing. 5:1 solutions will remain stable for up to 30 days. Do not leave unused solution under pressure or in tank overnight. Clean and/or flush equipment and lines with water after use. BORA-CARE" may be tank -mixed with an approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. 11. DILUTION RATIOS by volume. TABLE A. Dilution Ratios Water to Target Pests BORA-CARE® Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 on ratio used�for� foaming may be Termites Drywood Termites 1:1 or 2:1. nobiid and Lyctid 1:1 or 2:1 A and Use a 2.1 dilution ratio for treating hardwood floors. Pnobiid Beetles Logs require a 1:1 ratio. All other beetle species 1:1 Carpenter Ants 1:1 or 2:1 Fungi Decay g 1:1 or 2:1 Use a 1:1 dilution ratio on wood members 2' thick or greater. Drywood Termites, 5:1 Two (2) applications required for surface spray Powderpost Beetles and For prevention only. Decay Fungi TABLE B. Dilution Ratios Application Water to BORA-CARED Application Notes Logs, Large Beams and 1:1 All Insects and Decay Fungi. Dimensional Lumber Preventative Treatment of 2:1 Use on wood members Decking, Fences and 2- in thickness or less. Plywood 5 Prevention of Powderpost .1 For prevention only. Beetles and Drywood Termites Logs, Large Beams and 5:1 Dip treatment only Ill. GENERAL INFORMATION BORA-CARE" is an innovative termiticide,.insecticide and fungicide that eliminates existing infestations and provides long term protection against: Subterranean Termites: Reticulitermes, Heterotermes Formosan Termites:-Coptotermes Dampwood Termites: Zootermopsis, Neotermes Drywood Termites: Kalotermes, Incisitermes Powderpost Beetles: Lyctidae, Bostrichidae Anobiid Beetles: Anobiidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CARE can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components.. In areas where a soil treatment/barder termiticide treatment is required by law, BORA-CARE® should be applied as a supplemental pretreatment to protect wood from subterra_ne.an termites that may penetrate chemical gaps occurring in termiticide-treated soil. As a remedial treatment, BORA-CARE® will both eliminate and prevent infestations of Formosan, subterranean and drywood termites, wood boring beetles, carpenter ants and decay fungi. It may also be used as a supplement or alternative to fumigation in order to provide long term residual control. .Since BORA-CARE" is applied directly to the wood, it can be used in areas where environmental contamination is of concern (nearby wells, cisterns, etc.). The active ingredient in BORA-CARE° is an inorganic salt and once in place, it will not decompose or volatilize out of the wood. Treatment is long lasting as long as the treated material is not exposed to rain, continuous water or ground contact. Older wood boring beetle larvae (particularly Old House Borers) already present in the wood at the time of treatment may occasionally emerge sometime after treatment. This will not occur frequently enough to cause structural damage to any wooden member..- j IV. REMEDIAL TREATMENT FOR THE CONTROL OF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI A. Infested wood can be treated by spraying and/or injecting BORA-CARE" solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat of BORA-CARE° solution to the point of wetness to'all infested and susceptible wood, paying particular attention to infested areas. Two (2) coats of BORA- CARE° solution need only be applied to those wood members with only one (1) or two (2) exposed sides. For quicker control, apply an additional coat onto heavily infested areas waiting at least 20 minutes between applications. In cases where the infestation is not accessible from the surface, small holes may be drilled into the wood in order to gain access to the infested area. Inject enough diluted solution to completely flood galleries or voids. Adjacent intact wood may be treated by pressure injecting BORA-CARE" into holes drilled into the wood at eight (B) to ten (10) inch intervals. Inject at 40 psi for tour. (4) to six (6) seconds per hole. For treating infested wall voids, refer to Sections IV. E. and F. Dimensional Lumber B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CARE® solution to the point of wetness to all infested and susceptible wood surfaces including sill plates, piers, girders, subfloors, floor joists and any wood exposed to vertical access from the soil. On wood where access is limited to one (1) or two (2) sides of wood members, such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE" solution. Wait at least 20 minutes ltos between applications. Apply at a rate of approximately one (1) g of BORA-CARE" solution per 200 square feet of floor area (400 square feet of wood surface area). C. Buildings on slabs may be treated by applying BORA-CARE" solution into wall voids by locating each stud and drilling a small hole through the wall covering to gain access to the infested area. Drill .holes adjacent to the side of each stud every 18-24 inches along its Idngth and inject at least 1/3 fluid ounce of BORA-CARE" solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void. Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment zone. D. Wood flooring can be treated by spray, brush or roller application. it will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply a two (2) parts water to one (1) part BORA-CARE" (2:1) solution at a rate of approximately one (1) gallon of -.solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats may be required, waiting at least one (1) hour between applications. Allow floor to completely dry (typically 48 to 72 hours). Moisture content must be 10% or less before applying final finish. BORA-CARE" applications may raise the grain of the wood and an additionallight sanding may be necessary before applying a new finish. Although BORA-CARE" is compatible with most floor coatings, always test a. small section of treated floor with the new finish and check for appropriate adhesion prior to coating the entire floor. NOTE: If surface is tacky or residue is evident after 72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final light sanding and application of finish coat. E. For treating voids, wall studs and wood members not accessible by conventional application methods, spray or mist solution into voids and channels in damaged and suspected infested wood and/or through small holes driller . into wails, and baseboard areas. Holes should be spaced no more than 24' apart along each member to be treated and at least one (1) hole must be drilled between each wall stud when treating base plates. Use sufficient amount of material to cover all areas to the point of wetness. NOTE: Existing insulation may interfere with distribution of the BORA-CARE" solution. If necessary, remove or displace insulation prior to treatment. F. Foam applications: BORA-CARE" can be applied to bare wood surfaces and void areas as a foam by mixing two (2) parts water with one (1) part_BORA-CARE" (2:1) and adding 3 to 8 -ounces of foaming agent per gallon of mixed solution. Apply foam being sure to completely fill the void. Foam will take approximately one (1) hour to return to liquid state and soak into bare wood. Apply foamed BORA-CARE" to void spaces at a 1:20 to 1:30 foam ratio (one [11 gallon of mixed solution expanded with foaming agent to produce 20 to 30 gallons of foam). Apply enough foam to completely fill void and contact all wood surfaces in the void space. G. Foam insulation may be treated by injecting a two (2) parts water to one (1) part BORA-CARE" (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as polyisocyanu rate and extruded polystyrene, have closed cell structures which do not allow significant penetration from surface application. These types of foam should be injected, as well as surface sprayed, to achieve proper control or prevention of infestations. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES. AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction process when the greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when ali structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, -electrical wiring, etc_ Apply one (1) coat of one (1) gallon water to one (1) gallon BORA-CARE" (1:1) solution to all wood surfaces to the point of wetness_ Concentrate application in areas susceptible to attack, to include all sills, plates, floor joists, piers, girders and subfloors. Treat wood iw all plumbing, electrical, and ductwork areas where they penetrate walls or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists, trusses, lop plates, rafters and root decking. Be sure that all sill plates and wood contacting garages and porches are treated. in areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE" solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all exterior wood including siding, facias, soffits, eaves, roofing, porches, decks and railings (refer to Sections VIII and IX for complete exterior application information). 3 V 1. PREVENTATIVE AND PRETREATMENTS FOR V111. TREATMENT OF EXTERIOR WOOD SUBTERRANEAN TERMITES (CRAWL SPACE, SURFACES LESS THAN TWO INCHES THICK SUCH BASEMENT AND SLAB) AS DECKS, SHEDS, SIDING AND FENCES NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® (1:1) solution when treating for subterranean termites. Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: App© one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE ( ) solution to point of wetness in a 24.-inch wide uninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills, plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil. Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat any wood adjacent to plumbing, electrical conduit and ducts gar penetrate subfloors or plates, and all wood next to porches, g ages,and fireplaces in order to provide a two (2) foot wide barrier of BORA-CARE* treatment against termite penetration. On wood where access is limited to one (1) or two (2) sides of wood members such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE® solution. Wait at least 20 minutes between applications. If accessible, treat the exterior of sill areas around the entire perimeter of the structure with a 24-inch wide band of wards th solution beginning with the sill area and extending up sheathing material. On multiple story structures, treat only the first story above the masonry foundation level. Coated or painted wood may be treated by pressure injecting BORA-CARE® into holes drilled into the wood at eight (8) to ten (10) inch intervals. Inject at 40 psi for four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE° (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE® solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in bath traps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier, of treatment between the soil and the balance of the structure. VI I. PREVENTATIVE TREATMENT FOR DRYWOOD TERMITES AND POWDERPOST BEETLES . Apply two (2) coats of a five (5) gallons water to one (1) gallon BORA-CAREm (5:1) solution to all wood surfaces to the point of wetness using a brush, spray or mist. Wait at least 20 minutes between applications. Apply only to bare wood or to wood surfaces where an intact water repellent or finish is not present. If necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE® solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARE® solution to heavily infested areas and to those surfaces where access is limited to one (1) or two (2) sides of wood members. Do not apply in rain or snow. Exterior wood surfaces must not be exposed to rain or snow for at least 48 hours after treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in contact with the ground or soil, see Section XI. A. Finishing. and Maintaining Treated Surfaces: For long- term protection, exterior wood surfaceswhich have been treated with BORA-CARE' will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BOR anyprotective wood to completely dry (at least 48 hours) before applying y topcoat. Coat a small section of treated wood with the ffinishh to be used and check for compatibility prior to complete application. IX. TREATMENT OF LOG STRUCTURES, TIMBERS, BEAMS, PILINGS AND EXTERIOR WOOD MEMBERS TWO OR MORE INCHES THICK Apply only to bare wood or to wood surfaces where an intact water repellent or other finish is not present. It necessary, remove paint or finish prior to application. Interior, unfinished surfaces which have accumulated dirt or cooking oils should be cleaned with a strong detergent prior to treatment. Apply a one (1) part water to one (1) part BORA CAREm solution to the point of wetness to aiunte'dor and exterior wood surfaces. Refer to application chart for minimum amount of BORA-CAREm to treat various size logs or beams. Typically, two (2) coats of solution will be required to treat round logs l o" or greater in diameter and rectangular logs larger than 6' x 12". Wait at least one (1) hour. between applications. Two (2) coats of BORA-CARE® solution should also be applied to log ends, notches, comers and sill logs. Actual number of coats necessary to meet the minimum requirements will depend upon actual wood size, surface porosity and number of sides accessible for treatment. Do not apply in rain or snow. Exterior wood surfaces should not be exposed to rain or snow for at least 48 hours after. treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. A. Finishing and Maintaining Treated Surfaces: For long term protection, exterior wood surfaces which have been treated with BORA-CARE® will require a topcoating with a water resistant finish, paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 2 X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing five (5) parts water to one (1) part BORA-CARE® (5:1) . This will result.in a stable solution containing 9% active ingredient. Bundled wood must be stickered in order to allow the solution to cover all wood surfaces. Logs and/or lumber should be submerged in the solution for at least one (1) minute or until all entrapped air has escaped. Protect treated wood from rain or snow for at least 24 hours after treatment. Xl . TREATMENT OF WOOD 1N CONTACT WITH THE GROUND A BORA-CARE- treatment to wood in contact with the ground or soil has a limited lifespan and will require periodic reapplication. Protection may be extended with. the use of products such as JECTA. . XII. APPLICATION RATES TABLE A. Dimensional Lumber 1 Gallon of Diluted Minimum Amount of Lumber Size Will Dilute Treat. 1000 Lineal Feet (inches) Treat Up To: 1 x 4 1,200 Lineal Fee-0.8_Gallons 1 x 12 400 2.6 2x4 600 1.6 ,. .. - 2x6 400 2.6 2 x 8 308 3.2 2 x 10 240 4.2 2 x 12 200 5.0 4 x 4 300 3.4 4 x 6 200 5.0 4 x 8 150 6.8 4 x 12 100 10.0 6 x 6 133 7.6 6 x 8 100 10.0 6x10 80 12-6 6 x 12 68 15.0 XI11. WARRANTY LIMITATIONS AND DISCLAIMER Because of varying conditions affecting use and application, manufacturer warns buyer that these may impair or vary the results or effects of the use of this product. In any event, complete prevention of decay or insect infestation is not guaranteed. Neither the manufacturer nor seller shall be liable in respect to any injury or damage suffered by reason of the use of this product for a purpose not indicated by the label or when used contrary to the directions or instructions hereon nor with respect to breach of any warranty not. expressly specified herein. Buyer accepts this material subject to these terms and assumes all risk of usage and handling except when used or handled in accordance with this label. It is not intended that this product be used to practice any applicable patent, whether mentioned or not, without procurement of a license, if necessary, from the owner, following investigation by the user. BORA-CARE- and JECTA® are Registered Trademarks of NISUS Corporation. MADE IN THE U.S.A. TABLE B. Panels, Siding and Plywood (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of Thickness BORA-CARE® Diluted BORA-CARE®to (inches) Will Treat Up To: Treat 1000 Square Feet 1/4 1,600 Square Feet 0.6 Gallons 3/8 1,067 1.0 1 /2 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (1:1 dilution ratio only) Gallon of Diluted Minimum Amount of Diameter .1 BORA-CARE° Diluted BORA-CARE®to Treat 1000 Lineal Feet (inches) Will Treat Up To: 6 167 Lineal Feet 6.0 Gallons 8 96 10.4 10 61 16.4 12 43 23.4 are based on an application rate of one (1) gallon of.BORA-CARE- solution to 400 board feet of wood. NOTE: The numbers listed above 100 NiSUS Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.com t ,55ve Da,e:8,24,89 MATERIAL SAFETY DATA SHEET Revised Date:312Br97 BORA.-CAREO Health Emergencies: CHEMTREC6 (800) 424-9300 SECTION i -.PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (800) 264-0870 Fax:865-577-5825 Product Trade Name: BORA-CARED EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula: Proprietary Mixture CAS No.: N/A DOT Hazard Classification: Not Regulated Hazard.Rating: NFPA Health 1 Slight hazard Flammability 0 Reactivity 0 SECTION 11 - HAZARDOUS INGREDIENTS Material or Component: Ethylene Glycol CAS No. - 1.07.21-1 TLV 50.00 ppm ACGIH . Type CEIL SECTION III -PHYSICAL DATA ic Gravity: Appearance: Clear viscous gel cif % Volatile: 60 % by weight VpeaPor Pressu e: Negligible Boiling Point: Above 212° F Odor: None . pH: 50% aqueous solution 6.9 - 7.1 % Solubility in Water: 100% SECTION IV - HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Direct contact may cause burning, tearing and redness in sensitive individuals. SKIN CONTACT: This material is essentially non -irritating- Prolonged or n. Pe rsons; ted exwith p e-ex st g skin disorders may beosure to this material may cause moreIsusceptibleof the � Pet the effects of this material. INGESTION: This material may be harmful if swallowed. Ingestion of large amounts may cause nausea, mental sluggishness followed by difficulty in breathing and heart failure, kidney and brain damage, possibly death. INHALATION: Breathing high concentrations of vapors may cause nausea, dizziness or drowsiness, and irritation of the nose and throat. Pre-existing lung disorders may be aggravated by exposure to this material. COMMENTS: None of the major constituents of this material have been identified as carcinogens or probable carcinogens by [ARC or OSHA: Ethylene glycol may cause congenital malformations (teratogenic) in mice and rats when administered by gavage or in the drinking water during organogenesis; not teratogenic when fed in the diet. Pre- existing kidney disorders may be aggravated. by exposure to this material. Acute oral LDso - greater than 5 gm/kg body weight (Sprague-Dawley male and female rats)_ Acute dermal LDso - greater than 2 gm/kg body wei t- (New Zealand Albino male and female rabbits). Acute inhalation LCso - greater than 5 mg/L for 4 hours (Sprague- Dawley male and female rats). Intentional misuse by deliberately concentrating and inhaling this material may be harmful or fatal. SECTION V EMERGENCY AND FIRST AID PROCEDURES EYE CONTACT: Fiush eyes with clean water for 15 m,nutes. If irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated ciottiing. Cleanse affected area thoroughly by washing with mild soap and water. If irritation or redness develops and persists, seek medical attention. INHALATION: If irritation of the nose or throat develops, move away from the source of exposure and into fresh air. If irritation persists, seek medical attention. If victim is not breathing, artificial respiration should be administered isred.by Ifqual qualified breathing difficulties personnel. develop, el. Seek immedshould iate medical attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES tcono INGESTION: SEEK EMERGENCY MEDICAL ATTENTION If the victim is drowsy or unconscious, place on the left side with the head down. Do not give anything by mouth. If victim is conscious and alert, vomiting should be induced for ingestion of more than 1 2 tablespoons for an adult, preferably with syrup of ipecac under direction from a physician or poison center. If syrup of ipecac is not available, vomiting can be induced by gently placing two fingers in back of throat. If large amounts are ingested, treat for borate toxicity. If possible, do not leave victim unattended. NOTE TO PHYSICIAN: Treat for exposure to glycols. Contains borates. Monitor electrolytes. SECTION VI- REACTIVITY DATA STABILITY: Stable CONDITIONS TO AVOID: Exposure to strong oxidizing agents. INCOMPATIBILITY (MATERIALS TO _AVOID): This material is incompatible with strong oxidizing agents: F�iTWbduct may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS:. Ethylene oxide, . carbon monoxide, carbon dioxide. SECTION VII -FIRE AND EXPLOSION HAZARD DATA FLASH POINT:Above 220°F (Tag Closed Cup) FLAMMABLE LIMITS: Not known. EXTINGUISHING MEDIA. CO„ dry powder or universal type foam_ FIRE AND EXPLOSION HAZARDS: This material will not readily ignite. FIRE FIGHTING PROCEDURES: Avoid inhaling smoke. The use of a SCBA is recommended for fire fighters. Water spray may be useful in minimizing vapors and cooling containers exposed to heat and flame. SECTION Vill - SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL: Absorb with organic liquid absorbent. Do not let material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your State Pesticide, Environmental Control Agency or local authorities.for.proper. disposal guidelines. SECTION IX -SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles orface shield. o OTHER PROTECTIVE EQUIPMENT: It is .recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X- SPECIALPRECAUTIONS HANDLING AND STORAGE PRECAUTIONS: Store between 40°F and 90°F. Do not store in direct sunlight. Keep containers tightly closed. OTHER PRECAUTIONS: Keep away from children and pets. Toxic to plants and shrubbery. 'The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind expressed or implied is made with respect to the information contained herein. This information and product are furnished on the condition that the persons receiving them shall make their own determination as to the suitability of the product for their particular purpose and on the condition that they assume the risk of their use thereof' l00 Nisus Drive, Rockford, TN 37853 800-264-0870 f) r MkO www-nisuscorD.com DkS(:RIPTIOIN AS FURNISI-TED: Lot 7.5, CELERY ESTATES NORTH, as recorded in Plot Book 71, Poges 7 knrofUgh, 45, of the Pu-b/lc Records of Seminole County, Florido. J)LOT ]'LAN FOR/CERTIFIED TO: Lennor Hornes, Inc. NOT PLATTED Pums REVIEWED OFFICE IV 001,06'18" W C9TY OF SANFORD 60.00' 20.36' 20.33' LOT 15 24,7' 1 C0V D PO C QDe C 15.3 An LOT 14 PROPOSED RESIDENCE MODEL: CATALINA II-C � ¢ Zo' TWO -CAR GARAGE LEFT C) Cc cc FRONT POIRC 20.0' 70.00, o 0' 10.00, -7 4' j DRIVE ALK 25.20' 25.20' .. ....... ....... 10' UTILITY EASEMENT 89 98' S 00'0,9'50" E 60. 00' X TRACT T," (50' RI'W) (PRIV47W JAJGRESS & EGRESS) , PROPOSED =-.''ifSrii=C SPOT GRAIDE ELEVATION PLANS PROPOSED 0I?A;NAG,F ;:LOW _Clf GRAL)jN1I`,' " A" �� F�.R PLANS SQUARE FOOTAGE CALCULATIONS SOD (SOD 10 CURB): 3,863± SQUARE FEET DRIVE & LEAD WALKWAY.- 457± SQUARE FF SIDEWALK/APPROACH: 414± SQUARE FEET .. . ........... ..... ..... ......... ... ....... ....... .......... . .... ...... . ......... . . .. . ........................ . ..... . . . ......... . ... TOTAL LOT SQUARE FOOTAGE: 6,612± SQUARE FEET F .31JILI)ING SEJFBACK�5- ...... - - ----- : ........... . ...... ................... - FRONT= 25' REAP= 20' SIDE= 7.5' STREET SIDE= 75' *PLOT PLAN ONLY* (NOT A SURVEY) S�OC S & ANI) UR VEYORS) IzVC. _771 _Z.1, - -L LE — :NA .. LEGEND , 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 AT Lill R.1-1- POINT ON LINE TYR TYPICAL NOTES: PIPE ��'DN PRC POINT Or REVERSE CURVATURE: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS 774E MINIMUM TrICHNICAL STANDARDS SET I-ORT74 BY I RCD E _ CI PCC, POINT OF UND JRVATURF. COMrC HE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61017--6 FLORIDA ADVINISTRATW CODE PURSUANT C.K ' �P, ,TT OOMR� I E NO tj�.-N I R wl�1-8 -.596 R�Dl RAMAL NON-RAMAL SECRON 472-027 FLORIDA STATUTES. R;l - FCOvCRED �R WITNESS POINT .2. UNLESS EMBOSSED WITH SURVEYOR'S STAG, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR tNf -ORMAVONAL PURPOSES ONLY. p KGINNING 9ffj� r CA C. = CALCULATED P. K PER-MANENT REFERENCE MUNIUMENT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS q, "MM"I"CEMEN C-NTTR!. N I 'i E FINISD FLOC . ELEVATION Of? EASEMENT5 THAT AFFECT THIS PROPERTY.j ESL BUI: LING SETkle, LINE 4,NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. - - R.GH. -OF-VAY RN, = BENEHMAw 5. THIS SURVEY IS PREPARED FOR THE SOLE CFNFF7T OF 'HOSE CERTIFED TO AND SHOULD NOT BE RELIED UPON VY ANY OTHER ENTITY. AS.Nl ikn. J;AS� BEARING C- DIMENSIONS SHOWN FOR THE LOCATION Or IMPROVEMENTS HEREON SHOULD NOT BE USED To RECONSTRUCT BOUNDARY LINES. 7 BEARINGS, ARE BASED ASSUMED DATUM AND GIN THE LINE SHOWN AS BASE BEARING (B.B.) TOE u LINK - li- E. ELEVATIONS, IF SHOWN, ARE RASED rN NATIONAL VERTICAL DATUM OF 1929, UNLESS 0774ERWISE NO-ED. ILU C/� VOOL FENCE ry ILDCK. -- OF AUTHORIZATION ft� 45,16. CERUFICAiL SCALE I I" = 20' - - DRAWN ,.INC�I.ETE. . " I P D'-,Vl DIN- OF TANGENCY CERTIFIED 0�� DATE ORDER No. — P PLOT PLAN 10-20-05 6589-06 CHnRD BF,1QTNG NORTH -I ws ,iu I I?up,7PT, I P0,175. NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 77FA,1' OM X. GRUS-NMFYER, 1), Mi.-S W. SCOTT, R,L,S # 4801 ZONE PANEI. �120289 0065 E (04-17-951) K RERRY JR,, R.L.S. j 6262 l FORM 60OA-2004 EnergyGauge@ 4.0 FLORIDA Y CODE FOR II CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name, Catalinall Builder: Lennar Homes Address: 213 Bella Rosa Circle Lot 15 Permitting Office: City; State Sanford, FL 32771 Ph 1 Permit Number: Owner: Lennar Homes Jurisdiction Number: Climate Zone. %lencrai 1. New construction or existing New _ 12. Cooling systems 40 2. Single family or multi -family Single family _ a. Central Unit �t"j Cap: 36.0 kl3tu/hr' _ 3. Number of units, if multi -family 1 ,f"fSEER:13.00 4. Number of Bedrooms 4 b. N/A F `.•✓J�J c _ S. Is this worst cases Yes — A ®��� — 6. Conditioned floor area ft) 1957 fi? c. N/A 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) _ a. U-factor: Description Area 13. Heating.systems (or Single or Double DEFAULT) 7�8ngle Default) 228.0 fie a. Electric Heat Pump Cap: 36.0 kBtu/hr _ b. SHGC: HSPF: '8.30 (or Clear. or Tint DEFAULT) 7b. (Clear) 228.0 112 w b. NIA. 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft _ a N/A _ b. N/A, c. N/A _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons — a. Concrete, Int Insul, Exterior R=4.1, 1124.0 fie EF: 0.90 _ b. Frame, Wood, Adjacent R=11 0, 314.0 ft2 b. N/A c. N/A _ d. N/A _ a Conservation credits _ e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types DIP -Dedicated heat pump) a. Under Attic R=30.0, 1996.5 fl2 15. HVAC credits PT, _ b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A _ BF -Whole house fan, 11. Ducts _ PT -Programmable. Thermostat, a. Sup: Unc. Ret: Unc, AH(Sealed):Garage Sup. R=6L, 1.0 ft W-C-Multizone cooling, b. NIA 1v1Z-H-Ivlultizone heating) Glass/Floor. Area: 0.12 Total as -built points: 25205 �A� Total base points: 28965 I hereby certify that the plans and specifications covered by this calculation are in -with the Florida' Energy Code. Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before DATE: l construction is completed this. building will be inspected for 1 hereby certify that this building, as ibned, is in nce compliance with Section 553.908 with the Florida Energy Code Florida Statutes. OINNERIA6ENT: 111LDING OFFICIAL; DATE: 10/18/06 DATE: 1 Predomn.aaa ul.— SyNc an. aicaa, =t: ouiiiiitty & Winter Glass_ EnergyGaugeO (Version: FLRC ut on pages v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1957.0 25.78 9081.3 Single, Clear NE 1.0 6.0 32.0 47.10 0.97 1463.5 Single, Clear NE 5.0 9.7 7.0 47.10 0.75 247.6 single, Clear SE 1.0 6.0` 23:0 61.07 0.96 1353.3 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7' Single, Clear SW 1.0 .4.0 7.0 56.99 0.89 356.0 Single, Clear SIN 1.0 6:0 32.0 56.99 0.96 1755.5 Single, Clear SE 16.0 6.0. 16.0 61.07 0.41 399.4 Single, Clear SE 1.0 6.0 23.0 61.07 0.96 1353:3 Single, Clear SIN 10.0 7.7 40.0 56.99 0.47 1070`3 As -Built Total: 228.0 9897.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 314.0 0.70 219.8 Concrete, Int Insul, Exterior 4.1 1124.0 1.18 1326.3 Exterior 1124.0 1.90 2135Z Frame,; Wood, Adjacent 11.0 314.0 0.70 219.8 Base Total: 1438.0 2355.4 As -Built Total 1438.0 1546.1 DOOR TYPES Area X BSPM = :Points Type Area X SPM = Points Adjacent 18.0 1.60 2&8 Exterior Wood 20.0 720 144:0 Exterior 2-0.0 4.80 96.0' Adjacent Insulated 18.0 1.60 28.8 Base Total: 38.0 124.8 As -Suitt Total: 380 1728 CEILING TYPES Area X BSPM = 'Points Type R-Value Area X SPM X SCM = Points Under Attic 1957.0 2.13 4168.4 Under Attic 30.0 1996.5 2:13 X 1:00 4252.5 Base Total: 1,967.0 4168.4 As -Built Total: 1996:5 4252.5 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 213:0(p) -31.8 -6773.4 Slab -On -Grade Edge Insulation 0.0 213 0(p -31.90 -6794.7 Raised 0.0 0.00 0:0 Base Total: -6773.4 As -Built Total: 213.0 -6794.7 INFILTRATION Area X BSPM Points Area 'X SPM _ Points 1957.0 14.31 .28004.7 1957.0 14.31 28004.7 EnergyGaugeO 3CA Form 600A-2004 EnergyGaugeSFIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge(5 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method -A - Details I ADDRESS: , ), PERMIT #: BASE AS -BUILT Summer Base Points: 36961.1 Summer As -Built Points: 37078.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 360Q0 btuh ,SEERJEFF(13,0) Ducts; Unc(S),Unc(R),Gar(AH),R6.0(INS) 36961.,1 0.4266 15767.6 37078 1.00 37078,.4 1.00 (1,09 x 1.150 x 0.95) 0232 1.188 0.262 0.950 0.950 10972.5 10972.5 EnergyGauger'" DCA Form 60OA-2004 EnergyGauge@/RaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeQD 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1957.0 5.86: 2094.2 Single, Clear NE 1.0 6.0 32.0 14.70 1.00 470.7 Single, Clear NE 5.0 9.7 7.0 14.70 1.00 103.0 Single, Clear SE 1.0 6.0 23.0 10.59 1.02 248.9 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 Single, Clear MN 1.0 6.0 160 14.97 1.00 239;1 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239:1 Single, Clear SW 1.0 4.0 7;0 11.59 1.03 83.7 Single, Clear SW 1.0 6'0 32.0 11.59 1.01 374.9 Single,.Clear SE 16i0 6.0 16.0 10.59 1.93 326.6 Single, Clear SE 1.0 61.0 23.0 10.59 1i02 248.9 Single, Clear SW 10.0 7.7 40.0 11.59. 1.41 653.1 As -Built. Total; 228.0 3227.2 WALL TYPES Area X BWPM = Points Type R-ValUe Area X ' WPM = Points Adjacent 314.0 1.80 565.2 Concrete, Int Insul, Exterior 4.1 1124.0 3.31 3714.8 Exterior 1124:0 2.00 2248.0 Frame, Wood, Adjacent 11.0 314.0 1.80 565.2 Base Total: 1438.0 2813:2 As -Built Total: 1438.0 4280.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.3 Exterior Wood 20.0 7:60 152.0 Exterior 20.0 510 102.0 Adjacent Insulated 18:0 4.00 72.0 Base Total: 38.0 174.0 As -Built Total: 38.0 224.0 CEILING TYPES Area X BWPM = Points Type R-Value Area :X WPM X WC'M = Points Under Attic 1957.0 0.64 1252.5 Under Attie 30.0 1996:5 0.64 X 1.00 1277.8 Base Total: 1957:0 1252.5 As -Built Total: 1996.5 1277.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 213.0(p) -1.9 -404.7 Slab -On -Grade Edge Insulation 0.0 ;213.0(p 2.50 532.5 Raised 0.0 0.00 0.0 Base Total: -404.7 As -Built. Total: 213.0 632.6 INFILTRATION Area X BWPM = Points Area X WPM = Points 1957.0 -0.28 548.0 1957.0 -0.28 -548.0 EnergyGauge® DCA Form 600A 2004 EnergyGaugeO/MaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , , , PERMIT*: BASE AS -BUILT Winter Base Points: 5351.3 Winter As -Built Points: 8993.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 36000 btuh ,EFF(8.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 8993.6 1.000 (1.078 x 1.160 x 0:95) 0.411 0.950 4173.6' 5361.3 0.6274 3357.4 1 899.3.6 1.00 1.188 0.411 0.950 4173.6 EnergyGaugeT"' DCA Form 60OA-2004 . EnergyGaugeWFIaRES'2004 FLRCSB,v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & DOGE 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 .2460.00 9840.0 50.0 0.90 4 1.00 2514.$7 1.00 10058.7' As -Built Total,: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points. Points Points 16768 3357 9840 28965 10973 4174 100.69 26205 EnergyGauge'rm DCA Form 60OA-2004 EnergyGauge(E/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 Cade Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS , ., , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm1sq.ft. windowarea• .5 cfml .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: wind ows(doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall. panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to 'the foundation to the top plate. Floors 606.1.ABC.1,.2.2 Penetrations/openings >1 ff' 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 boor; 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 erimeter 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,regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters complywith NFPA, have combustion air. A,A-_27 f)T14;=P 00FCfT01DT1%-1= 1AGA01 10Ce i ,....+ ti., --6 6.. 11 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1' Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly' marked circ breaker electric or cutoff as 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 efficiencyof 78%, Showerheads 612A Water flow must be restricted to no more than:2.5 nallons 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 Section610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 1 Separate readilyaccessible manual or automatic thermostatforeach system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/RaRES'2004 FLRCSB v4.0 own wA &1w 25 'sawn 3" bath duct ,—_-- C4K,ta; I ff GOV_ PORCH to roof cap i B�� w/fan I N:BEDR00M Nutone 695 Iw45 .lMo - �����•�-��- 17s6 (lwcfi 180 FAMILY wi. us fro• cte. 7 ,6:16 rpB "a• 4 14' - 1 s16 teg CL& ,0.6 hed s yam_ O +R'IT. B' 0.10 rop Iqp� 7IC 1Me15 Y yq. e.e , ewcd t as 1 OM d. 3" both duct 6' 7o to roof cop L v w/fon et1C.aA.693ee 12' 10.10'.9 NUtone '.695_ 0 6. T• 16' 2-0 tea- t 8- ,O.,O ro9. t1Tt& a ue 5mROiOM..04. �' rYya',Nel iwuf 1Ces ,ve0 to roof cap MCflT6 65 0� 12.6 1-1 D 1R1•L DININb •ww 2' •ia�tY ae►lb rer� bw• aa. 11 C0.ID oopa 2s, IUCGOR 20 COXt+otrfio:. rtwn� coax "•pwlaN• r=�.'i 42X42 A/C SLAB 7• 7i10DAti=-�� BY BLOR MIN 12.6 ,wW a k71• Arn . �` Bea: AccBaa LIVtN6 FZ}t�l 2' FROM WALL p•.p• f.CQ flO EL AACCEOWT2020 400E1 ACEC2020. ao rRA)4W POLL 2 u6sARAhP 10 lon w�2 40v iphA ev em 25 rat.. pals" i v� V d*. lbA%M m FLOOR PLAN_Yt/ NOTES CK6ADK wr.tw 4u31 h -e -c mnlmvm Cieoronce of a inches wound the al, honder per the Slcte. E—gy code. All dvcl lids d,. r.8 insulotidn -.v lve. 0 — _. Q z 0 Q N Z k- Q J U N U Rating z o E V5 y; Co to > �a>-m�a , z � J .O 7 Q '� Duct System Summary Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA 11 12/22103 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 T Pr• ' • • For: LENNAR HOMES External static pressure Pressure losses Available static pressure Supply I return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating Cooling 0.30 in H2O 0.30 in H2O 0.06 in H2O 0.66 in H2O O:24 in H2O 0.24 in H2O 12 / 0.12 in H2O 0.12 / 0.12 in H2O 0.727 in/100ft 0.727 in/100ft 1200 cfm 1200 cfm 33 ft Supply Branch Detail°Table a x Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk DINILlV/FOY h 4659 1:67 143 4.800 7 Ox 0 VIFx 5.0 0.0 DIN/LIV/FOY-A h 4659 167 143 2.400 7 Ox 0 VIFx 10.0 0.0 LOY c 1227 47 64 8.000 5 Ox0 VIFx 3.0 0.0 BRA h 3010 108, 80 1.846 6 Ox 0 VIFx 13.0 0.0 BR.3 h 1980 71 69 1.000 5 Ox 0 VIFx 24.0 0.0 1. BTH C 104 3 5 11.091 4 Ox 0 VlFx 22.0 0.0 1 BR.2 h 2386 86 76 0.960 5 Ox 0 VIFx 25.0 0.0 2 M. 3rH h 1962 71 45 0.727 5 Ox 0 VIFx 33.0 0.0 2 M. BEDRM h 5167 186 184. 0.960 7 Ox 0 VIFx 25.0 0.0 2 M. WC C 128 4 7 1.143 - 4 Ox 0 VIFx 21.0 0.0 2 FAMMOOK-A c 2808 128 146 0.750 7 Ox 0 VIFx 32.0 0.0 1 FAWNOOK C 2808 128 1.46 0.889 7 Ox0 VIFx 27.0 0.0 2 wT c 1788 35 93 1,000 5 Ox0 VIFx 24.0 0.0 1 = a, - Su ply Trunk :n pDefail Tablea Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 710 771 0.727 552 16 0 x 0 VinlFlx 2 Peak AVF 473 457 0.727 603 12 0 x 0 VinlFlx 1 wr1g htsoft Right -Suite Residential 5.5.17 RSR26014 2006Junf28 07:4242 /iCCiA E:\FilesU_ennar0rlando2D02\Catalinall\Catalinall.rsr Page 1 ANA RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House .DEL AIR HEATING,AIR CONDITIONIN.G,R Job: CATALINA It 12/22103 109 COMMERCE;SrREEr, LAKE MARY, FL 32746-6206 Phone: (407).831.2665. Procedure A Winter Infiltration HTM Calculation" 1. Winter infiltration AVF' 0.80 ach x 15972 ft3 x 0.0167 = 213 cfm 2. Winter infiltration load 1.1 x213 cfm x 32 OF Winter TD = 7496 Btuh 3. Winterinfiltration HTM 7496 Btuh / 266 f8 Total window = 28.2 Btuh/ftz and door area cedure. B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 15972 ft3 x 0.0167` _ 2. Summer infiltration load 1.1 x 106 cfm 3. Summerinfiltration HTM 2108 Btuh ! 266 x '18 OF SummerTD = ftz Total window' and door area 106 cfm 21.08 Btuh 7.9 Btuhtft2 Procedure C Latent Infiltration Gain 0.68 x43 gr/lb moist,diff. x 106 cfm 3140 Btuh vroceaure u - tquipment sizing LOWS 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x Sensible load for structure (Line 19) Sum of ventilation and structure loads Rating and temperature swing multiplier Equipment sizing load - sensible 2. Latent sizing load Latent ventilation load 18' OF SummerTD x 0.68 x 50 cfm vent. x 43 gr/lb moist.diff. Internal loads = 230 Btuh x 6 people Infiltration load from Procedure :C Equipment sizing load - latent *Construction Quality is: a. 990 Btuh 23035 Btuh. 24025 Btuh 1.00 24025 Btuh 1474 Btuh 1380 Btuh 3140 ',Btuh. 5995 Btuh No. of Fireplaces is: 0 BohVltallc values have been manually oveMdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. vvri9 ♦ [t'SO't Right -Suite Residential 5.5.17 RSR26014 2008Jun•28 07.43:10 E:1FilesrLannar0rlando2DM2 CC4talinall\Catalinall.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITioNING,R Jobs CATALINA 11 12122103' 109 COMMERCE STREET,: LAKE MARY, FL 327468206 Phone: (407) 831-2W5 For.LENNAR HOMES Notes: RVSD 6-27-06 BY EJH Design. Infor matiolri°° s .�.,��n Weather, Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Orlando AP, FL US Building heat loss 33391 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 3339.1 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0. Area ftz Hewing_ 957 Co ling 957 Volume (fi3) 15972 15972 Air changes/hour 0:80 0.40 Equiv. AVF (cfm) 213 106 Heating Equipment Summary Make CARRIER Trade Model Efficiency Heating. input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.3 HSPF 0 Btuh @ 47°F 1200 OF cfm 0.036; cfmlBtuh 0.30 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 grAb Sensible Cooling .Equipment Load Sizing Structure 23035 Btuh Ventilation 990 Btuh Design temperature swing 3:0 OF Use mfg. data I y Rate/swing multiplier 1.00 Total sens. equip. load 24025 Btuh Latent Cooling EquipmentLoadSizing Internal gains 1380 Btuh Ventilation 1474 Btuh Infiltration 3140 Btuh Total latent equip. load 59.95 Btuh Total equipment load 30020 Btuh Req. total capacity at 0.80 SHR 2.5 ton Cooling Equipment Summary Make CARRIER Trade Cond 13 EER' 28400 Btuh 7100 Btuh 35500 Btuh 1200.cfm 0.052 cfm/Btuh 0.30 in H2p ratio 80 % BoldWalld values have been manually overridden Printout certified by ACCA to meet all requirements of Manuat.J 7th Ed. rr+`- W r9Cj tsc:3 FC Right -Suite Residential 5.5.17 RSR26014 2006Jurr28 07:43.10 M.C.P� E:TileslLennarOrlando2002tCahalinalHCatalinall.rser Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Jobs CATALINA 11 12/22/03 109 COMMERCE STREET, LAKE MARY, FL 32746-fi208 Phone: (407) 831.26M W S D W G L S S O N A S O O W c W S N K 1 A L O 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 O X Y T M R R DIN/LIV/FOY a n sw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 32.0 4:0 a n sw a C n 0 n 1 1 90 1.0 5.0 3.0 6.7 76.4 7.0 5.4 a n nw a c n 0 d 1 1 90 1.0 1.0 10 5.0 39.4 23:0 0.0 LDY a n se a c in 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BR.3 a n se a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BTH BR.2 a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 .M. BTH a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 7.0 0.0 M. BEDRM a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 5 0 39.4 32.0 0.0 a in nw a c n 0 d 1 1 90 1.0 16.0 1.0 50 39.4 16.0 0.0 M. WIC FAMINOOK a n rw a c n 0 d 1 1 90 1 '0 1.0 1.0 5.0 39.4 23.0 0.0 b n ne a c n 0 d 1 1 90 1.0 10.0 1.0 6.7 39.4 40.0 0;0 KIT WrIghtSOft Right -Suite Residential5.5.17 RSR26014 2008Jun-28 07.43i10 ACCK E:1Files+Lennar0rlando20021Catalina]KCatalinall.rsr Page 1 RIGHT-J WORKSHEET Entire .House DEL AIR ,HEATING,AIR COND.ITION1NG,R Job: CATALINA II 12/22103 109 COMMERCE STREET, LAKE'MARY; FL 377464M Phone: (407).831.2665 /IIi.tQ Name of room Erttire House DMJVFC)Y LDY BRA jMWVUHL..J; 2 Lergtll of exposed.wall 213.0 ft 59.5 it 6.0. ft 28.5 ft 3 sio Room dmerrs 19.0 x 21.0 It 6;0 x 13.0 ft 17.5' x 10.5 It 41 Ceilrigs Cordt Option 8.0 It heat/cool d 8.0 ft heat/cool 8.0 ft heat(cool 8.0 ft heatlooel 1YPECF CST HIM Area Load(Btuh) Area Load(Btth) Area Load,(Btuh) Area Load Pb) NQ � a9 (ft� �. ag M Htg ag (n F1g C19 (� Htg ag 5 Gross a 14B 4.6 21 1372 - "--' 336 -" -" -"" 0 - Exposed b 12C 2.9 1.9 0 ---- "--- 0 ---` ---- 0 +--- p wails and c 130 3.2 1.2 332 --"' ""' 140 '"' 48 -+» «+�' q partitions. d 0.0 0.0 0 ' ' "" 0 - '�"'* 0 :""' 0 6 Wiridoas and a 1C 37.0 - 188 6948 '-*` 62 2292 -"" 0 0 *""' 16 591 +"'e glass loots the b 8C 37.0 - 40 1478' - 0 0 - 0 0 -" 0 0 "^• rLg c '9C 38.7 - 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 1 0.0 " 6 0 -"- 0 0 """ 0 0 "" 0 0 7 V*cbNs and North 23.5 15 -"" 365 9 - 241 0 "*` 0 2 41 glass doors NEWN 39.4 141 '--" 5555 23 - 906 D "' 0 0 "°' 0 Coorrg E/W 0.0 0 "`" 0 0"° 0 0 "" 0 0 ""' 0 SE/SW 48.0 72 -..- 3435 30 -"- 1447 0 "'- 0 14 663 SoUh 0.0 0 -.-' 0 0 "" 0 0 "" 0 0 -" 0 Hoe 0.0 0 '""- 0 0 '"'" 0 0 "' 0 0 "" 0 8 Olherdoors a 10D 147 9.9 2D 294 199 20 294 199 0 0 0 0 0 0 b 11A 18♦9. 127 18 340 229 0 0 0 18 340 229 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 U. 0 0 01 0 9 Net a 14B 4.6 21 1124 5179 2315 254 1170 523 0 0 0 313 14D exposed b 12C 2.9 1.9 0. 0 0 0 0 0 0 0 0 0 0 0 walls aril c 13C 3.2 1.2 314 989 367 140 441 164 30 95 35 144 454 16B partitions d 0.0 0.0 0 0 0 0 0 0. 0 0 0 0 0 0 e o:0 &0 0 0 0 0 0 6 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0. 10 Ceilirgs a 16G 1.1 1.4 1997 2108 2767 399 421 553 78 82 108 184 194 255 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 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 11 Floors a 22A 25.9 0.0 213 5521 0 60 1542 01 6 156 0 Z 739 0 (Note: room b 0.0 0.0 0 0 0 0 0 0. 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is asp. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 6 0 0 f) 0 0 0 0 0 0 floors) f 0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.21 T9 286 7496 2108 82 2311 650 18 W7 143 1 E 451 127 13 Subtotal loss=6+8..+11+12 '"' 30355 - """- 8472 **"' 1179 ---' - 2742 ---" Less exbemal heating - 0 ,..,, .,., 0 ... .... 0 .,.- - 0 Less transfer Heating redistribution '-.. 0 - *«» 0 .... ..-. 0 - - 0 - 14 Duct loss 100A 3036 - 100% 847 -'-* 10 118 10'/ 274 15 Total loss =13+14 33391 ---- - - 9319 '"-" -..- 1297 ---- - 3016 16 Int gains: People(@, 300 6 - 18M 1 «'- 300 p --•• p p - 0 1 200 2 �1 p 1 600 0 0 17 Subtot RSH rairr=7+8�..+1?+16 -'*' "`� -a. 1115 `-" "" 1394 Less external coo6rg --d +�- p •-. ..» 0 .... _ 0 0 Less tray deer ... -... 0 '""- .-. 0 .... a«. 0 ...: ... 0 Cooing redistribr.tion '--- +*.- 0 ,.. ,-.. 0 ,.. 0 .,... .„: 0 18 Dixt-gan 10?I `"-' 2094 10% -"" 498 10° -'"' 112 101% -"- 139 19 Total RSH gairr(17+18)'PLF 1.00 -"-" 23035 1.00 '-" 5481 1.00 ""- 1227 1.00 -'-- 2D Airrequ,'red (crm) _77'533 "" 1?ap 1200 ---- 336 . 286 '-'- 47 64 ° "* 1C8 80 Printout certified byACCA to meet all requirements of Manual J 7th Ed Akwr'rc� t50 RightSub ReWential 5.5.17 RSR26014 2006Jun-28 07:43:10 E:1FilesiLennar0rlando20021CatalinalpCatalinall.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R. Job: CATALINA 11 12/22/03 109 COMMERCE SfREET,:LAKE MARY, FL 32740-6206 Phan: (407)'831-28% MANUAL J:7th Ed 1 Name of room BR3 BfH BR.2' M. BTH. 3 Roervit u 10.5tt '0.0 It 16.0ft 20.0ft 4 � CadL won 15.5x 10.5 ft 8.0 It heattool 8.5z 8.0 It 8.0 ft heat/cod 120x 15.5 tt 8.0 It tieatkool 11. 9,0x 11.0ft 8.0 ft. heat/ool TYPE CF CST HTM Area load (auh) Area Load Ptuh) Arm Load (Etuh) Area Load (Ruh) EW:OSIIRE NO. Htg I ag (ft� Htg Cb 01i Htg I a9 (ft� Fit9 Cig (M Hlg q9 5 Gross a 14B 4.6 21 84 - 0 "" ""* 128 1� Fposed b 12C 2.9 1.9 0 - 0 walls and c 13C 3.2 1.2 0 - "°' 0 "'• 0 0 ,a• ••,• partitions d 0.0 0.0 0 '..' `..' 0 *"' '.. 0 """, ",.. 0.. ..,,. 6 Wrdwo s and a 1C 37.0 16 591 - 0 0 """ 16 591 7 2yd 9 d.. glass doors b 8C 37.0 '* 0 0 *"" 0 0 «•• 0 0 ,' 0 Heatirg c 9C: 38.7. 0 0- 0 0 ».. 0 0 .... 0 0 d 0.0 0 0 ""' 0 0 "" 0 0 "" 0 0 7 WindDNs and North 23.5 2 "" 41 0 - 0 2 - 41 0 - p gas doors Cooing NU\W ENV 39.4 0.0 0 0 *" "'" 0 0 `"` "`"°' D 0 "" 0 7 `" 270 SE/SW 48.0 14 ""' 0 663 0. 0 - 0 0 0 14 "" 0 663 p 0 *� 0 p South 0.0 0 "" 0 0- 0 0 "' 0 0 0 Mdz 0.0 0 0 0- 0 0 "" 0 0 0 8 Ctl,er doors a 10D 14.7 9.9 0 0 01 0 0 0 0 0 0' 0 b 11A 18.9 12.7 0 0 01 0 D 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 9 Net exposed a 1413 b 12C 4.6 2.9 21 1:9 68 0 313 140 0 0 0 112 516 231 153 705 315 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 D 0 0 D 0 0 0 0 0 9 0 0 0 e f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilirgs a 16G 1.1 1A 163 172 226 69 72 94 116 196 211 101 137 b c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Roofs (Note: room a 22A b 25.9 0.0 0.0 0.0 11 272 0 0 0 0 16 416 0 518 0 perin� c 0:0 0.0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0' 0 0 0 is dspl. for slab d a 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0: D 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.2 7.9 16 451 127 1 0 0 0 16 451 127 71 197 55 13 Subtotal loss=6+8..+11+12 - 18M ++.. „„ ,,,, Less ex�rgl heating +-+ p .... 0 ,,� � _ 1784 Less transfer 0 ..,. a. 0 , �, ,,, 0 .... .... 0 Heateg redistribution 0 *... 0 ,.., ,,, _ 0 14 15 Duct low Total Ibss=13+14 10"/ 180 1990 10?/ 7 '"" 100 0 217 ""' 10' 178 79 '..' 2386 '... "" 1962 16 Irrt 0 0 - 17 Sublet RSH gain=7+8�..+1T+16 1 D 0 0 0 0 0 Less external cooling .+.. 1196 0 - «*• ,„, g1) .... 1319 ""' '"" 784 Less transfer 0 ,... „.. 0 0 Cooling redistribution '""' 0 " ' *"� """ 18 19 Cuot in 9a T RS� rt (1( c 10/ ... 120 100/ .""' 0 9 100 - 0 132 1M *'"' 0 78 � Air . im)'PL1 1A0 71 1369 Epp ti+* 104 - .... 1451 1.00 ..�, t 3 5 86 76 ' ""` 1 71 45 Printout certified by ACCA to meet all requirements of Manual J 7th Ed A` -"CJ -tSC Vt Right -Sub Residential 5.5.17 RSR26014 ' ` E:\Files\Lennar0riando2002\CatalinalpCatalinall.rsr 2006Jun•28 07.43:10 Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA ll 12/22/03 109 COMMERCE STREET; -LAKE MARY, FL 32746.6206'Phone: (407) 831.2665 MANUAL J:. /mta 1 Name of morn M. BEDRM M. WIC FAW\ICOK KIT 2 lerglh d exposed wall 24.5 ft 0.0 ft no It 11.0 ft 3 Room dnrersions 15.0 x '16.0 It 120 x TO It 16.0 x 20.0 ft 16.0 x 11.0 a 4 Celrgs Condit Cp6on 8.0 It hea/cool 8.0 It heaU000l 8.0 ft heav000l 8.0 ft heattcod TYPE CF I CST HiM Area Load (a,uh) Area Load'{Bhh) Alp Load (Btuh) Area Load (BttPi) Sq:C1c w NO. Htg ag (ftl Hig CIg m Htg Clg 01� Htg' I Clg On Htg I a9 5 Gross a 14B 4.6 2:1 196 "'"' "' 0 "" "" 296 "*" •'"68 - *""* Exposed' b 120, 2.9 1.9 0 •,•• •'"• 0 •••, •»• 0 -- 0 .-, .K.. walls arri c 13C 3.2 1.2 0 ""' "" 0 "'° 0 "' 0 -- partitions d 00 0.0 0 """ 0 "" 0 *"' "" 0 -- e 9.0 0.0 0 0 .... .... 0 ... a y 0 .-. ... 6 Wndows and a 1C 37.0 " 48 1774 *"' 0 0 --- 23 850 "" 0 0 "" glass doors b 8C 37.0 '" 0 0 "" 0 0 "-"- 40 1478 '"`" 0 0 Heatirg c 90 38.7 0 0 "" 0 0 --- 0' 0 "" 0 0 d 0.0 " 0 0 ""' 0' 0 "* 0 0 ""' 0 0 f 0.0 " 0 0 0 0 "*" 0 0 "" 0 0 7 Wrxkxvs,and North 23.5 0 -- 0 0" 0 0 '"" 0 0 '" 0 bass doors NETWV 39:4 48 " * 1891 0 'w' 0 63 'm"' 2482 -0 """ 0 Coorrg ENV 0.0 0 ""- 0 0 "" 0 0 '"°'- 0 0 0 SE/SW 4&0 0 "" 0 0 "" 0 0 -''- 0 0 0 SoUh 0:0 0 '--' 0 0 "' 0' 0 *-- 0 0 0 Horz' 0.0 0 "" 0 0 ""' 0 0 --- 0 0 0' 8 Oti1er doors a 110 14.7 9:9 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0' 0 0 0 0. c 0.0 0.0 0 0 0 0 0 0 0 01. 0 0 0 0 9 Net a 148 4.6 21 146 682 305 0 0 0 233 1074' 480 88 406 181 exposed b 120 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 130 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 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 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 240 253 333 84 89 116 320 331 444 176 186 244 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 a 6.0 00 0' 0 0 0 0 0 0 0 0 0 0 0 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 11 Floors a `22A 25.9 0.0 35 635 0 0 0 0 37 959 0 11 285 0 (Note: room b 0.0 0.0 0 0. 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0 0 0 0 0 0 a 0 0. 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 A 0 0 0 0 0 for slab a 0.0 00 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0,0 0 0 0 0 0 0 0 0 0 0 0 0 121 Infiltration a 28.2 7.9 4BI 1353 380 D 0 0 63 1775 499 0 0 0 13 Subtotal loss=6+8..+11+12 --' 4697 --" '*"" 89 *"" "" 6475 - -.,:. 876 -""' Less external heating --- 0 --`- 0 """ "+• 0 ,.-' ---- 0 w°'- Less transfer '-- 0 --' "`- 0 0«,.- ---" 0 ---" Heahrg red&bdon --- 0 """ '""- 0 -"* -"` 0 ""- ""- 0 - 14 Duct low 101/ 470 '"' 100/ 9 "-* 100 69 " - "10'/ 88 '-- 15 Total loss = 13+14 "'-` 5167 --- '--' 96 "'- 7122 --' %4 -"- 16 Int gains:, People @ 300 1 300 0 --` 0 4 -"- 1200 0 --" 0 Appl. @ 1200 0 -- 0 0 -'' 0 0 ....' 0 1' -"- 1200 17 Subtot RSH gairr-7+8..+12+16 -'- 3209 --" -"' 116 ---- --- 5105 --' --- 1625 Less exfemal coolrg --- --- 0 -"-- 0 -" 0 -""- --- 0 Less transfer 0 -'*- *'"" 0 '-- "*" 0 --' 0 Cooling redstributiort --- -'- 0 --" ° ° 0 - -"' 0 -'- "'- 0 16 Dud gain 100 --- 321 100 "- 12 100 510 100 -- 163 19 Total RSH gairr=(17+16)'PLF 1.00 -'-- 35M 1,00 "-" 128 1.00 -"* 5515 1.00 "" 1788 20 Air regrind (0fm) -- 186 184 '"-' 4 7 256 i `- 35 33 Printout certified by;ACCA to meet all requirements of Manual J 7th Ed. wnoghtsoft Right -Suite Residenda15.5.17 RSR26014 2006,tun-2807:43:10 Ac:: - E:1FilesULennarOdando2002\CatalinalllCatalinarl.rsr Page 3 ENERGY PERFORMANCE DISPLAY CA R r ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 The higher the score, the more efficient the home. I. New construction or existing New _ 2. Single family or. multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 T_ S. Is this a worst case? Yes 6. Conditioned floor area (ft2) 1957 fV 7. Glass typel and area; (Label reqd. by 13-104.4.5 _ if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7�Sngle Default) 228.0 fit _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 228.0 ft2 _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0 0, 213.0(p) ft _ b. NIA _ c. NIA _ 9. Wall types a. Concrete, Int Insui, Exterior R=4.1, 1124.0 ft2 _ b. Frame, Wood; Adjacent R=11.0, 314.0 ft2 _ c. NIA d. "NIA e. NIA 10. Ceiling types a. Under Attic R=30.0, 1996.5 ft2 _ b. NIA c. N/A _ _ 11. Ducts a. Sup; Uric. Ret Unc. AH(Sealed):Qarage Sup. R=6.0, 1.0 fit _ b. NIA 12. Cooling systems a. Central Unit b. N/A c. N/A 13, Heating systems a. Electric Heat Pump b. NIA c. N/A 14 Hot water systems a:.Electric Resistance b. NIA c. Conservation credits (HR-Heat recovery, 'Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan; PT -Programmable. Thermostat MZ-C Multizone cooling, MZ-H-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 ins .©the a new EPL Display Card will be completed based. on installed Co e s. t 7 Builder Signatur 1� _ —� Date:. 10/18/06 Address of New Home:. 213 Bella Rosa Circle - Sanford FL Cap: 36.0 kBtu/hr SEER; 1300 Cap: 36.0'kBtu/hr _ HSPF: 8.30 Cap: 50.0 sgallons EF: 0.90 *NOTE. The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating: If your score is 80 or greater (or 86for a USEPA/DOE Energy& r� designation), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating.. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at.8501487-1824. 1 Predominant glass type. For actual glass type and areas acc Summer & Winter Glass outtp�u�t on ages 2&4. fJ jiOaugeO (Version: FL CS 4v PT, _ -ROM':SOLAR-TITS s FAX NO. :470777773,�341313 May. 12 2003 02:39AM P1 NATIDNAL CERTIFIED TESTING LABORATORIES 1464 GEMIF41 t30Ut_F-VAR0 - OFt ANDO, FLORIDA 32037 PHONE (407) 240-1356 - FAX (407) 240-8882 STRt�CI:URAL PERFORMANCE VEST REPORT ORT NO•: NCTL-210-2089-1 .EVIEWED FOR CODE COi�i �1DATE: 09-24.99 REPORT DATE: 09-24-98 CAPRI ENGINEERING ExpjV-,kTION DATE: �JlR PARENT P-VPOYtT NO.: z10-1662.1 LABORATORY C2TIEICATION NO.: 98-0430.01OFFICE CLIE T: Florida Extruders latemational Inc. 25401ewctt Lane Sanford, FL �2771-1600 TEST SPEOIMFrgt Florida Extruders International Inc.'s Series "Milestone 1000" Aluminum Sliding Glass Door_ (Type XXO) (SGD-C30) TEST SPECIFICA'l'ION- pk,MAMWWDA 101/I.S, 2-97, "Voluntary Specifications for Altuninum, Vinyl (PVC) and Wood Windows an4 Glass Doors." TEST SPECTMI;'LL`(I? tnt;; GENERAL: The sample tested wasja three panel type-"XXO" alunijautn sliding glass door measuring 1510" Thp Jeff active and tight panel mcasurin$ S 0 1/2 ..wtdc wide by 8'0-314" high ovorall.' 6y•7..11=1/4 high; the " high; the right fixed panel was scoured to t11n jamb with center active panel measured 5'O-IIZ'r•vide 'by 7' 11-114 three 2" long alumimm retainers each fastened to the jamb stile with a single screw. One plunger -type security. lock was fastened to the ]eft aet)vclocic" stile- with the keeper fastened to the left jamb_ One adjustable metal single roller assembly was tiled to the'ieft active lock still with the keeper fastened to the toff jamb. Ono adjustable mcutl single ro [ter assembly was used at each end of the active bottom ralls. The frame was of double screw coped corner consawflon. panel top rail/stile corners were of double screw overlapping coped corner construction. Panel bottom rail/stile comers were cfsingle screw overlapping coped corner construction. . INST61,LA'x'IThe 1tamc was mounted to the test buck using fifty-two (52) (# 8 x I ") flat band screws. C, DAZING;. All panels were channel gland using 3 116" thick temperad clear glass with a floxible vinyl glazing bead. .WSTP,: Double strips of polypilc weatherstrip (0,190" high) were located at each interlock stile- Double strips of polypile weathcrstrip (0.360" high) were located at each jamb. A single strip of flexible flap vinyl weatherstrip wns located at the bottom rail. Double strips of polypile weatherstrip (0.190" high) were located at each parcel top rail, A polypilc dust plug Turing 1-12" x 1" x 250" high was located at the sill under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING ROM ^:SOLAR -TITS FAX NO. 4078341918 May. 12 2003 08:39AM P2 .2 NCTL-210-2346.1 Florida. Extr ceders xntern.ational YrLc. Screen, An insect screen, rneasurin4r 49-5/S" u:ide by 31" high with a square Cut screen frame and a square cut plastic corner k4Rys. Installation Fasteners.' The specimen was fastenedwere used t the test es bac bat head ten Cnd two X I -) l X") head strews; two (2) in the head, s; .6 x (4 two (2) 26^Zl�'"down from head in jambs; four (4) (# 8x 2") were tspd below the fixed rail; two (2) in each jamb. 3'EST BES ULTS far. 11fo Tit. Test I Me-fI �d e ure Alla 2,2.1. 61.1 Operating Force 15 lbs- max.i _ 30 lbs. nl-= : Active S4qh 2.1.2 Air Infiltration-ASTM9283 0.19 CfM, ft0:30"cfm/ft' 1.57p&f (25 mph) 2,1.3 * Water laoutration-.ASTME3311547 5. 0 gph I f tY ,No Leakage No Lealzage WTP 2.86 psf Uniform Load Structural -ASBI E330 0.024" O, p04" 22.5 ps f Exterior 0.027" 0.204" 22.5 psf ,[nterior - 2.2.1.6.2 Deglazing Tesf. Active Sash 0.105" (2.1 a/a) < 100a/a Meeting Rail (70 tbs.) 0.118" (3.8%) < 100% BottomRail (70 lbs.) 0.095" (1.9%) < 100% Left Hand Stile (50 lbs.) 0.046" (0.901a) < 100a/o Rz',,ght .Hand. Stile (50 lbs.) TESL' COMPLETED 04121 /00 The tested specimen meets (or exceeds) the performance leveeL� hgbdess iedmetAAMAI Dand 101111, S.2-91 for air infiltration. Z�Ce Listed resulte were ae by g indi,-dtc compliance with the performance requirements of the referenced specification paragraphs for the (D.H-R30) (53.1I8" x 72"),product desigri.ation. Detc;iled drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this repot't aloe with refs btaained applyonly ns to theespec men testedst spOcimen . No cbe onclusions NCTL or o, period of four (�) yeartr. resin o the g specirrmen may be drawn from this of any hind regarding the adequacy or inadequa4y test. This report doe4 not constitute certification oft uct whiclb m y only be granted by a csrtif$nation program Volidator. i'VATIONAL C RTIFIED TESTlN4 LABORATORIES u� s . LAND -� snager MFL/ld 12 ROM :SOLAR-TITE 1 6 1 / 4 " W-�- TYP, 31 7/8" X X 7N 24 8 1/z l i 6 1/4„ ..— I-------2 4" Q , c , �_�� _ TYP, 15 The te:st specimen was flange mounted to the test buck using forty-eight (48) #8 X 1" FH screws at locations shown. �---- - DENOTES :>CREW NATIONAL CERTIFIED TESTING -_AB RATUR ES ,SOB N -0. : NCTL_210-a89-J. al COMPANY FLORT,Tj�_ EXT UR DER-S =L_DATE 9-24 l Ile --ROMP SOLRR—TITE FRX NO. :4078341318 May. 12 2003 03:40AM Ps , TM 0 ALITY WitiDOWS BT FLORIDA EXTRUDE115 SLIDING GLASS DOOR FEATURES & SPECIFICATIONS ® COMMERCIAL PRODUCT RATING OF c30 WITH APPROVED FORCED ENTRY; C40 AND C60 OPTIONAL, 0 4 3/4" FRAME DEPTH CAN 2 TRACK DOORS 0 6 5/16" FRAME DEPTH FOR 3 TRACK DOORS UNIQUE 1 /2" FRONT FLANGE FRAME DESIGN WITH SNAP -OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 AND 3 TRACKS AS WELL AS POCKET UNITS A PANELS HAVE UNIQUE Dl_EP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN RCQUIRES NO NOTCHING ® A HIGH GRADE BOX SCREEN WITH STEEL ROLLERS AND DIE CAST RECESSED LOCKSET 1S A STANDARD FEATURE 0 DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO THE GLASS • 1 1/2" EXTERIOR SILK. Ic STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS ® RECESSED DIE CAST LOCKING HARDWARE 0 OPTIONAL WOOD PULL FOR EASE OF OPERATION 10 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW-E a INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS Is AVAILABLE TO BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS ® AVAILABLE WITH .TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION 0 DURABLE WHITE AND BRONZE POWDER COATED FINISH learly rm est . *':.. -- : ^••:lcc=ter: .. ❑_g. p 5. 9_S _n 1 : 4 c F tit P n 5 .. FROM :SOLAR -TITS ATHING OTHERS UCCO SIDING OTHERS ERIMETER — CAULK BY OTHERS LIDING' GLASS nnOR FRAME SILL 1 FAX 1-40. 4070341012 SIt1M aS RE'o'D JNSTAi_LATICIN ANCHOR x9 SCpEl-1 (SFE NUTS) T;C TWFF_N TVC n7 vOnD BY O1,iERS i i fu i r— :/-I- MAX. I 1-- 1 1 1-1/6' MIN. CMBEDM NT SLIDING; GLAS: DOOR HEAD TEMPERED GL--- (TY. DOOP HE i Gr.T is G L-1 l LIBER-\LLT APPLY CAULKING LJNDEP SILL OR SET SILL IN BED t— INSTALLAT;C)N ANCHO;= OF CONCRETE 3/16' DIA. TAPCON SEUION is -A M2.y. 12 2003 03:40RM P4 -�— DOOR G/IDTH .'4' MAX. SHIM . SPACE 1-t/8 MIN. �. F.MB.E.DMENT SLIDING GLASS DOOR FRAME -� JAMB \ TEMPERED GLASS (TYP.) PLRiMEIER CAULK BY OTHERS SECTION B-B �-I 'r'ANEL DC--Y SuW N i INSTALLATI.ON ANCHOR TW0 8Y WOOD. u8 SCRZV BY OTHERS TWO BY WOOD By OTHERS CAULK BETWEEN HOOK STRIP b SHEATHING SLIDING GLASS L:g01~ tIOOr STRIP \� SHIM AS REO'D. (SEE NOTES) INSTALL ATIDY.ANCNQP_ It3 SCRC- - rAULK BETWEEN DOOR FLANGE I, SHEATHING -" SHEATHING BY OTHERS TEMPEREP" C STUCCO (T YP.) I]R SIUINt�, 3Y f 1T!-IF,"RS • SLICING— INT[PL(]C-r, 1-1/9' MIN. f:MRE DMENT v Vu uM1 ?il)IIVV PY OTHERS .HOOK STRIP DETAIL r10T�s 1) DOCR MA7C21AL: ALUNI" Al:"OY 4043. 2) a4 INSTALLATION SCREVS .M'.)ST BE Of SUrr ICIENT LENGTH- TO ACHIEVE MIN. EMAEDnENT OF 1-1/8' INTO VOOD. TAPCD, TYPE INSTALLATION ANC)4ORS AT SILL MUST BE or Su:-rTCIENT LENGTH TO ACMi_vC r.I+l. LM9(DK—'NT Or 1-1/-4' INTO MASONRY OR CONCRETE. 3) INSTALLATION AN04CR C"Y4T at? ?At.0 Or THIS SHEET. .43 USE SILICONI2ED ACRYLIC CAu:.0 SE"iHD DCCR rLANGI' AT HEAD ►, JAMBS. 3) L;SI SILICDNIZED ACP.YLIt` r:r? a[P.;rlrT.ER SEAL AROUND LXTFRIOR Or Dom 6) IF EXACT DOOR. SI7E IS t-IST E, IN ANC}r,3R CHART. VSE ANCHOR QUANTITY LISTED VITI< NrxT. LA2GCP SIZE. FUP_t1+Z APP?_nxIAT_ DLS10; PPLSSURE REO'D. %) rO) POCYCT COC'4 ut= 3YC: -,S DOOR SIZE 6 CUNTIGURATION TO rINISNED Ci'CNING. 1cr INCi�,t AIYJN eNw)r�. T=T' L' K" rjr STRIP AS S,-cwN. 91 �i:.. SS SHI.'�N_SS .-SAT —r- ^_..'. ��•�_••_>eIS Cr AS7N C1300 ri)_A$S CHARTS. 9) DQ(IP. UNIT 1S APPROv_D USI.n TE .=E-=D Gt A$$ IN SINGLE GLI.iED OR INSULA:InG GT-ASC 10) jAMB / S!LL CCtRNFRS AR. 71 BC :'�Lzi1 %.-!TM A SMALL JOINT SEAM SEALER. 11) S�Irt AS REO-D AT CA SET ri:- INS:A,.LaTlpv ANC3I S MAX. ALLOVARLE SHIM STaCr TO 'Ir li4- 1?) ?L)_ 1NSTALLA'IU`) A-rC;.=LS - 21. is Zr COPVCSIDN R=S1 STANT MATERIAL' 13, —IRE -x- ci-^qc-.-�? y� w; DCPRr'CN.TS rlx_'Li rANCL APS-R _l {^,N 1GL16:AT10NS Afir' - L- CAA=1 :-W BACK OF :HIS SHEET. 14) NOT ALL A7, Sr. VN ON TN;$ 0rt.A,v1NG, H(1V[v'= INSTALLATION IC :vSTALLATiaN OF AL .-rp.wrn i`LjN iULIBA i IONS I>> `LL7iDA LITRU.?ER: CCC ,:_:D1`•G G_=SS DCCR iS SHOWN THIS FPINT /•L$0 APPLIES TO ,O-IC SCRICS x,* I—V RFC L)ESCRIP'1.0_ AT - ) F�DPIDA F'I�TIF'un//^-Es �' T►:� 1 rI N`i GLASS DOOR. T-L T101N WITLi �s CCPE`✓c; L) F. Y s i APFF:OVEI) BY: -- AYE: ,;,•„ i/Dl `iCr1I.E: N1 $ IDW'C a; LEXUD27 S il 1 IM I A M FDAEEM MIAMI-DADS COUNTY, FLORfDA mow METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) I40 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI. FLORIDA 33I30-1563 (305) 375-2901 FAX (305) 375-290S NOTICE OF ACCEPTANCE NOA Therma-Tru Corporation 108 Mutzfeld Road Butler, IN 467z1 REVIEWED FOR CODE COMPLIANCE, SCOPE: CAPRI ENGINEERING. This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHl). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in. the accepted manner, the'manufacturer will incur the expense of such. testing and the ARJ may immediately . revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined_ by Miami -Dade County Product Control .Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing W/E Glazed Insulated Steel Door w/Sidelines APPROVAL DOCUMENT: Drawing No. B0204, titled "6/0 7c 6/8 Steel Inswing Moderate Climate Patio", sheets t through 4, prepared by manufacturer, dated 8/10/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL, of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TER,YIINATION of this NOA will occur after the expiration date or if there has been arevision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it sha[l be done in its entirety. - INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall. be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99-031 1.02 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Expiration Dare: September 30, 2007 Approval Date: September 5, 2002 Page 1 f 6' 12, O.C. YAX 4 A I MAX 63 HA:X 1 82 113 2 u z 5EI1RlTT sTeDE TUX 16 1 1' 111 TSCPJII TRU BLVN SE1Ti1Xi1NL WN s VOR(D V/( III Y 2 MS r (2 U aM AXO TOTIDII AN0 I 11114' ms IS 2 IKL KS ARTKE XTJ(TED SLEE ill V/ I/2 . TIROV II I rdM VA SERIES IA Ili 13 1 m—m 401 SEMIS Lax 0 R I M PA'CL T1C6 SW AWTEA II 1 5 I3116' 11 T/r WK SIU (L II 1 DA DM KIM [4TSi SAY 9 wQo TX1541-TRU wa (1>miSIU( VCAREISTR(P 14 D 1 2' 11 9n6' M KLLD T 1 1 -9116' 11-1/4' Y I/V 015 .SM - 13/S' 11' PLAs11c UTE rw (ITE➢JN-Uld WA MADE ru 6. 1 PiiPWART (LAUiTUID HT) PLASno WH 16 I 1 5/P TTK , MAX AB PAX SCAR Proum Sam Al 12 314, DC kDG KRIIP=T[R 5 2 1' GYU& D(9LAIE11 CUSS LEI[, @mist (P we, IEA'[Ti0 (IAS ka 3/4' AIR 7 [XO BMus 1 1 1 I/I' X 1 11/16' PDC STE15 2ks RE40 9LrKT1w DA cm. 22 Pcr f{JmliT (mv PIUM/P103" I I IM, ml HllED, 2161 mil K XIX TQO VIEGH Ty--M U, Gf(TUAVOU DIM SKIS (C 9M. IT[X OTT IESCR(PTo BILL Of MATERIAL THERMA OTRU' CORPORATION D"' 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO �w � RF art, 9B S(ONE � 80204 �L OC cONPlTINO vnni TN( u IS BESI�0RESSLIRE RATING- PRODUCT RENEWED SOU(H ((D—RIDA BUIIDUIC CODE SEE MllLl04 SILL ow oue�uA�y N01E' u coaPlllaI ►iih tAe F1ar1J� 19 M1AHI DADS APPROVED SHUTTERS ARE ASSEMBLY (PAGE 3 Of 4) POSITIVE + 48LI psf ��Cr+a 20 S,C6 av REWIRED FOR iH[ INSTALLATION OF NEGATIVE 64.0 psf E d-Oah c zro1 PRODU I c BIRO( DIVILDM awi0. cool' cohini a Omca THIS UNIT. CONFIGL, AMoe ada P' .s Cw. TINN: NX cc(iial:c! no.�j`1_o?// Dh o I. cONPlTINO vnni TN( u IS BESI�0RESSLIRE RATING- PRODUCT RENEWED SOU(H ((D—RIDA BUIIDUIC CODE SEE MllLl04 SILL ow oue�uA�y N01E' u coaPlllaI ►iih tAe F1ar1J� 19 M1AHI DADS APPROVED SHUTTERS ARE ASSEMBLY (PAGE 3 Of 4) POSITIVE + 48LI psf ��Cr+a 20 S,C6 av REWIRED FOR iH[ INSTALLATION OF NEGATIVE 64.0 psf E d-Oah c zro1 PRODU I c BIRO( DIVILDM awi0. cool' cohini a Omca THIS UNIT. CONFIGL, AMoe ada P' .s Cw. TINN: NX cc(iial:c! no.�j`1_o?// Dh o I. (1) PER SIDE SPAM 22' 0,11 20 MULLION HEAD ASSEMBLY 9 i EXTERIOR SECTION A —A 1 6 / 1 1N' MiN CMBEOMEHI 0 F— o • . o 1/8' TMRED QASS O • O O o O�. O WIEN iLSS o 20 Oo 0 �• O 21 I O O 2a THERMAOTRU' CORPORATION 25 16 X 1-5/8' 1iPE All PH? r9w 6/0 X 6/0 STCCL INSVING MODERATE CLIHAIE PATIO AT 12-7/4' K SPACING PAW m „ , ouwc a RF. R-10-98 NONE 80204 C [I 4 GLAZING DETAIL t 1/8' 010N SHOVN APPROM AS DoctRnao Wax THI t PRODUCT RENEWED �Id .swPICNo•d=i lu w�Fb". Ac:.aN 2- L,Q6 SOUTH FLORIDA EUHDINO CODE p g e-&4, By noaD.a t�l Psiop o� Dlnsron nou rilaV ot, ProduaCo. Au;* to 1:4 cool caanuncc orncr cc:.r •c ND.94.031L2. CORNER ASSEMBLY SECTION C-C 4 9/16' r I I/T' MIN I 1 1/4' EMB(BNENI (MBEf 1/4' MAX CONCRETE 0o 25 20 ' •00 p0 EXTERIOR INTERIOR 79-9/32.' EXTERIOR INTERIOR 0,0 0 0 V—, 25 20 0 12 MULLION SILL ASSEMBLY 20 THERMAOTRU' CORPORATION 6/0 X 6/8 STEEL INNING MODERATE CLIMATE PATID 8' aA1.W n art. ¢NL Doric I[Y iCti RE8 0-98 NONE 8020 C CONCR[TE APPRDvm u .coA+RttnD rrml nlE PROgUCT RENEWED. SOUK RORIDA BUILDING COOS S u complybB wllh lb. fk w, DAtm, i IY Buldint Cod. A[nplaan No •O - Id1A01. Olv!SION gY JU:I.OIIu CUCI pC09PSIAACE OII:CI SECTION B-B N,I. Pd., 0a1 LCCSPIA.*ICSNO:ln_03�2 DLL -� 'a. 00 T% 00 ,no Li r/1 u lo'ilJ�B� 60 �a �9� a. Bb J u6J an on oea o� 1�6 u�o �m 9 El S m BE � �,�ua ��� an ® 0� NOTE: GRILLS AND WINS SHOW ARE FALSE AND FOR D[CORATIVE PURPOSES KY RCV DESCRIPTION DATC C IREVISED PER SCCD 6-7-99 I. ECSIGN PRESSURE FOR ALL DOOR SITLES SHOVN HERE IN CONFIGURATIONS ShCAE-SVING OR AS -TESTED 'OX', MAL THAT ACHIEVED IN TEST, FOR All OPENKS TEST Sill (6/0 VIDE X 6/8 HIGH) I (8bl PSF 64.0 PSF . 2. FOR SINGLE IN-SVING DWR1 PAX PANEL SIZE IS 3'-0' VIDE X 6'-8' HIGH 1 FOR OX CONFIGURATION, MAX, OVERALL UNI1 SIZE IS 74-3/16' VICE X 82-1/32' HIGH THERMAOTRU4 CORPORATION 6/0 X 6/0 STEEL INSVING MODERATE CLIMATE PATIO CU1% n• art, vpc Ni RT. 8-10- B 0201 C 1 OF VnOYTD AS . COMPIY1110 WMI T111 SOWN FtORIOA BURDIIIG COD( . PROD2RENEWED DAfr o.At4lA-✓ .11 may-1: _LQ4 . u ronPbiq +Ilk fhr Pludd, J9 ... BuWla� Code 9i _ Acrrpluis No D'2-0 .O "I'll liv$.ON. r InUou qk 100'j ]i .0.. COOL comp. \NO( 0111C)I Bl' ffU•IaNC: NO. Mia Dadr Piodurl Coolrol - 0 r M I A M+OAtXE BUILDING CODE COMPLIANCE OFFICE.(SCCO) PtiQDtiCT C.QYTR.OL DIVIS1Oi`t NOTICE OF ACCEPTANCE UNOA :�tla:�l-.D:.1t71�C0.1'NIY., Fi,O,Ri.U�lc itiGETR:Ci-DaDE:.Ft.AGLER BL�tLDIih� 1 t0 t�'f Sl Pt;,l.Gt.ktt �"FREET, SUITE 1603 ,t IAXI1, FLORtDA 13 V30-1563 (Ybi)175-Tmr1 FAN (305) 375-21)()s Thcrnfia-Tru Corporation 108.Mutzfeld Road Butler,.I:N 4672,I1 SCOPE:. This NOr! isbcinb Issued under the a.pplicable..rules and: -regulations governing the use of construction materials. The documentation tbhmtty d.has been rcviewe�d by Miami -Dade County:Product Control Division and:acccpted by the Board ofRules.and Appca.ls.(B.C)RA) .to be: used in Miami Dade County -and other artn1s where allowed by the Authority Having Jurisdiction ('AHJ.). This 'NOA shall not be valid after the expiration date stated betow. The Miamt Dade: County Product. Control Di.vi ion (In tiT.iarni Dsdc County) aidfor the; AEII (in areas other than [titiatni TDadi .Courrry) :reserve. the right to have this prgduct.-or maotcnal icsted.for quality assurance. purpoacs If. this product .or material finis to perform in the accepted manner, the manufacturer will incur the cepcnsc of such tcsttng and the AIIJ. may immediately revoke; modify; or suspend `the_ use, of such product or rnatcrial within their jurisdiction. BOiZA reserves the right to revoke this acceptance, if it is dctcrTnined by Miami -Dade County Product Control Division that this product or material fails to meefthe requirements of the applicable building c.gdc. This product is approved as described herein, and has .been dcsi.61ned to comply with the High V-doci y Hurricane . Zone of the Florida Buil,ditg Code. DESC.RiPTiON: -Fiber Classic"f"Smooth Star".6'8" Inswing Op2quc Insulated Fiberglass:Do.or w/Sidclites APPROVAL DOCUMENT: Drawing No. S-ZI51, dated-01/31/02, with revision l dated O'1/31102, titled "Fiber. Classic"/"Smooth Star." up to 105. x 6-8 w & wjo 1:4" SL. Inswing: st ieus 1 through S. pn;paruJ by. R. W. Building. Consultants, Inc., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number.and approval date by the ivl ami-Dade County Product Control Division. NIISSILE IyhPACT RATING.- None LABELING: Each unit shall bear a permanent label with the manufacturees name or logo. city... state and following statement: "Miami -Dade County Product Control. Approved",,: unless otherwise noted herein. RENEWAL of this NOA.shal'l be considered after a renewal app.lie.at"ion has been f lcd and there has been no change in the applicable building code negatively a ffecting the perfocmancc of this product. TER.NIINATION of this NOA will occur after the expiration date or if therc has been a ccvisian or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product.. for sales, advertising_ or any other purposes shall automatically terminate this NOA. Failure to comply with any: section of this NOA shall be cause for fermi:nation and`rcmoval>ofNOA. ADVERTISEMUNT; The NOA number preceded by the words: Miami=Dadi! County; Florida, andfollowc.d by the expiration daternay be displayed in advertising. literature: If any.portion of the NOA is displayed, then it shall be done in its entirety. ` INSPECTION; A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors. and shall be available _for- inspectio. n at the: j:obsitc at the request of the Building. Official. This NOA consists of this page I as well:as approval document mentioncd_above. The submitted documentation was reviewed by M:Lnucl Percz, PX. eNOA No 01-1127.02 Expiration Date: June6, 2007 Appro.val.Date: June 6, 2002 Page 1 THERMA oTRU� 'FIBER CLASSICPSWOOTH STAR' INSWING"SINGLE AND DOUBLE W/S WADUTSIDELITFS MULATEO FIBERGLASS DOOR WrrH'W000 FRAMES, I. THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA BUILDING CODE. 2. WOOD SUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PACE 1, 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINOBORh DEBRIS PROTECTICN, F_OR)CA BUILDING CODE APPROVED IMPACT REStSUNT SHUTTERS ARE REQUIRED. 7. SIOEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR :DOUBLE CONFIGURATION. (Common to on from* conditions) Door Sidellte Leaf Constructiond face sheets: Fi4ergloss ;avg. min, yield, strength Fy(min.)-6.000 psi SmoothStor - 0.070' minimum akin thickness FiberClossic' - O.tip' minimum skin thickness Cora d*sidn, Polyuralhane foam core, with l.9 lbs. density by BASF. The pa el akin is constructed from a 0.0.70' thk. TP.W (SUC�. The interior 'cavity is filled with 11 lbs. density BASF polyaethane foam. The panel face sheeb ore glued ,to the rood ajiles and fats. Tht LVI. latch :file s reinforced with a wood lock block meoavnng E375 s 14.0 long at the sink* and deodbott location. Ths.hinge stile is Finger JaWad Pin* and the top and bottom roil one of o woad composite m0crid h the double d",applicotidn the Inoctik doom rifted nth an e&vded dum6tum osirogal (Wind Jomber 11) of 6063-TS alloy. IN from& is construct d from finger purled pine. The eo er r� j In o N side Iambs with (J; 16go. I/2 crown s 7 brig stops et each side The mullions arc secured together in a siddite application Laing /8 s 2' IDN M. Woad -Semis (6) scren per each mullion. The units use on Inswing Saddle threshold measuring 5.75' s L548'. d�(iQ Sa�Zlag IN sde ile ponaIs are sandwich glazed usingQ two piece rp i roma. They ins dry glazed an the esterior with an 1/8 Ink cellular �larng tar e (Sh -i Tape) a caulked with silicone. The Iite (rames are held og►1Mr o J8 s 1 /2 long Plaacre.. TABLE OF. CONTENTS SHEET g DESCRIPTION f TYPICAL ELEVATIONS k GENERAL NOTES 2 VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS . 4 HORIZONTAL CROSS SECTIONS 'k NOTES 5 ANCHORING LOCATIONS do DETAILS 6 ANCHORING LOCATIONS k GLAZING AILS 7 UNIT COMPONENTS B 1 BILL OF MATERIALS do UNIT COMPONENTS J r..l MAX. OVERALL 'WIDTH 36' MAX. PANEL WIDTH U U W 4' W _1 - � 6 c o O N N J� a 15.5' MAX. FRAME WIDT)+ I J.75' MAX, WIDTH 7.125' MAX, L.Q. WIDTH Rf Yf:Ce(►�1�S7GCeYe1:1, ► e ► � . . ► i� r, ' 7e ► il:►. ./U: ►: ► ► ► ► r w�a�l 0�� I i ��� n I I I • v i 105.5* MAX. OVERALL FRAME WiDTH 36.625' MAX, — PANEL WIDTH ME NO FA-1 F11 Fli DESIGN PRESSURE RATING UNIT TYPE WHERE -WATER INFILTRATION RE UIR'M IS NOT NEEDED SINGLE + 67.0 PSF - 67.0 PSF DOUBLE + 55.0 PSF —. 55.0 PSF SINGLE h WITH i + 55.0 PSF — 55.0 PSF o F' 0: N Q o0 O CO Cr N O n U qLU L0 OwO w CO CL �^ a 0{n4DINa Ill APVnr�nl •�teiop:>4e wtrk eke aw't' iV.i;�. s m.qa Il,,,cc u< ono. er:.. TJH NOAw �' ewe w, RW su.e,t O.J. rfvuoa csq anawl+c NO.: .. ur S-2151 s„sxs 1 - � z 3 m N W EXTERIC) 1.68' MIN. PANEL THK. rT"N VERTICAL CROSS SFCTION 2 000R PANEL 3 ° m ... s'•. j� W 16 16 �' Ci 1 J a 17 17 z za o: 20 �. owoo. o o ul 29 i Y 4 :PO 42 cep 4 38 Ln H cv InU 33. O .•da-pII ...43 0;0 54 0' rO 0 • SEE NOTE x p•.. po 5 $HT. 4 o WU_ z w 41 SE NOTE x a yz HN % y i� u h n �J 2 1 SHi. 4 'z < C. O 5' MIN. CLASS THX. � jS p u J 1QB o 1;+ 6 EXTFRIOR t j Q � �� 25 a In Ql `r FOAM CASKET d h z is SILICONE CAP BFaD ' • '•0 6 d 1 1.88' MIN. u7 l J 40 Q 4 a �' 0. 4• PANEL THK 42, z � 15IN 0 19 rl z 14 13 SEE NOTE S SHT. 4 nw 29 �z �eu¢baHd •• ala.eaa,x31 • ' wie 08 10 01 ° Appror.d.a am Irly .W aL• nrO, era TJH ItLV �wmc oyc on RW NOA% �SIOEllTE �$OSS. PANE S GiION j Mimi ?,W d C 1 . D1 wN.aO Nos �r S-2151 24 EXTFRIO SEE NOTE .2 8 7 ZO t'j SM. 4 27 a . n a� IA INACTNE ACTNELn _ • Q r\ W(a d e ASTRAGAL RETAINER J1 I a BOLT 8.0' LG, TOP 10c3 do BOTTOM (2) BOLTS NTFRIOR,oz AT TOP k (2) AT BOTTOM t8 SEE NOTE 6 J �nN_ Kin a 1 SHT, 4 FOAM GASKET do U J o ASTRAGAL 43 SILICONE GAP LAO Li SEE NOTE 5 ST..4 J4 _ 1 7 e JJ ' j 25tl 1.75MIN. 0 .EXIE&46 . 3 � EXTEBB11B6 '' �— .25' MAX. SHIM I FOAM GASKET :4 r°, C-SINK SILICONE W BEAD o; •' : ;;. •.° ' EE NOTE 4J 5 SHT. 4 34 z LA z JJ 1NTER10R z y 4 36 6 iod 26 9 jD 29 41 c� c 13 w J7 a 5 NOTE 1 SEE NOTE 9, o 2 7 SHT. 4 l CROSS SECTION o .: p o`. D •� --T I . O HINGE JAMB TO SIOEU E ^ z . � �etnlL+na t r mrsu�rA�rta, D.o 36 rx- 6 q In � aiJA64.JEJ1 v, 29 w i7 w0 —a 4T o SE NOTE.1 WE.,09 10 01 16 J5 SHT: 4 Appt°aAwttmplyi°{.M4.4 rum1/2'.aI•. IC�SlQB V116" c o.2 n, TJH 1 HORIZONTAL CROSS SECTION ri"Ar CWL / RW J O SIOELTTE TO BUCK �l .ol Dolt f4wlu�tE pMop p. D. S-21SI , , c• ,IIN. 15.' MIN. r' C—SINK I �B 8 7 i z r I.: MIN. EMBED. r15' MIN. C—SINK 8 z=. 1 �Z ^ d TO 16 J1N8 i 4 13 J i T ~ 6 26 21, J1 i 1 .25' MAX. SHIM SPACE I I 18 4 4. HINGE JAMB TO BUCK, 2i 1 R AL CROSS SECTION SEE NOTE 4 LATCH JAMB TO BUCK, FOAM GASKET k 35 6 SHT. 4 SJUCONE CAP BEAD 4J NOTES: idTERIO SEE NOTE 25' MAX. SHIM SPACE Z O 0a. 0ca 2 �.41 u� 17 U CJ w �. 0ZE 0 3 0 t\ W an CL . 12. � l z SEE NOTE k 7 SHT. 4. 1n, QQ `� IIt74� oima3 Na =h 1. SPACING FOR f)1 M NO. 41 (LJTE FRAME SCREWS) 15 AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5, 34 5 SHT, 4 27,5. J8..175, 49.375' & 60.375'. HORIZONTAL 25 33 43 8 V THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' 7 IN FROM EACH CORNER. B 2, SPACING FOR ITEM W. 27 (1.8 x 1' PANHEAO SCREW) z ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1', J', 5', 18.23', �o•' ' `� • n �. ;�� •' � •" a � j; W 40.5', 59.25', 74.25% 76.25' k 78.25'. �. o ..o ° a J. THE HEAD JAMB 15 ATTACHED TO THE SIDE JAMBS WITH a �'' ...`. (3) 16GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4, THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16GA x 1/1' CROWN x 2.5' STAPLES AT BOTH SIDE. z x 36 5. THE StDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM h "K NO, 4J (JS x 2' PFH. WOOD SCREW). THERE ARE (4) AT u 41 aw' 17 EACH VERTICAL JAMB, FROM THE 70P GOWN AT 13.5', m 2 30 la d 3I', 48.5' 66', THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE SEE NOTE 1 ^ a SHT. 4 3 1 4 J1 (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. crn{uuvm• we 5. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING HORI ZONTAL CROSS SECnON 8 19 EIJ;E04.J0]1 THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER < 0 STRIKE.JAMB TO SIDEUTE ANCHORING SCREWS, 5' GOWN FROM THE TOP AND UP nrt 08 IO 0.1 FROM THE 80770W WITH (4) MORE SPACED AT 117' D.C. App ��a�tvuplrlaynU►�►a w+x+1/2' a I' 7. WHEN ATTACHING THE HINGE TO THE JAMB AND ME BUCK Fla al.li.:dt.ycga. oMa. Bn TJH USE ITEM NO. 12 (110 x 2' SCREW).; WHEN. ATTACHING IIIp /n �3 ouc vn RW THE HINGE TO THE JAMB AND THE SIDEUTE AT THE MULLION USE ITEM NO_ 37 10 x 1' 3/4' SCREW). ap NOA�+�J A1ua1 Dda vl„dan CWACW Di aNimc xa: .(# 5-215 t SEE DETAIL "F' SHT. 5 6" 6' g" J" J' J' 6' 6' --1 6" 3 3' I 3• SEE NOTE J SHT. 4 14 TYR q O Z � CC to zp� _...{ CQ7 � I 6^ 6• p SEE NOTE L4 OD T Ci _ H cp 4 cn N vl TYR c °� _� _ � SEE NOTE — SEE DETAIL N 4 SHT. 4 h "D' E' SHT. 9 TYR N r 3 zq SEE DETAIL 'c• •e• T1. � "G" SHTC3 1 d . S P. � �{I TYP. •B' — I 14 TYP, I — ff Iri3 a J' -i F--1 6' 6:J 6• �- 3' �-•i �-- 6' 6' �i F^� � . $!=E NOTE' J" 3' 3• ° . a SHT. 4 nose-F DOOR W/SinFlITEs SINGLE DOOR I_ 11 11 1 L A I Ig I} I( I 13 - TYP.— rrp' SEE DETAIL TYR — SEE NOTE 'F' SHT. 5 — 6 SHT. 4 SEE DETAIL SEE NOTE _ 1J _ 'G" SHT. 5 SHT. 4 _ MI. Y SEE DETAIL 13 "H' SHT. 5 — b' — — TYF. 12 IO 16 10 DETAIL •F" SEE DEWL SHT. 5 TYR 1,84577 t.063" F--- �--- 1.284• ----� tn h � N ^1 a 20 21 22 J WOOD FRAME 526' FINGER JOINTED PONDEROSA PINE 1 2J2' J3 { PtAAs-nc LIP i at FRAuF 1.92• EXTRUQFQ BTS —--2.141- T pQ � C] N 4 �Om ¢ Zorn c�o�o h--} .526CO ' t— 2. 71.1•. —i 3 TC1J f7H RMA-TR I'S PO YPROP FNFI 11J c 4 PLASnC LIP LRF FRAME _ J4 XTRLIDFD T .M j 1.7J4 o n 1.264' r 1.255'--1 v�i.�z , vlch N. 77 ff L m ry o m u� INSWING DOOR B077 lU S FP FC TOP RAIL 2 O I — 1.531' � 1.5J 1 • r3 �' INSWfNC+ SIOFI RF 15 4 R 3 fRTRUDFO VINYL OBO BOTTOM B007 O WOOD COMPOSITE �YA1 I MAX. .0J5 WALL MIN. F LATCH s10 STiI F'rOMPOSITg FC_Wg00 HIN .F s1oF rnl F ° �^ a - 0.09' EXTRUDED VINYL WALL z 3 --{ ,0974 x 4 STEEI DOOR HINGE14 r-1.o77•--� SIDFI RETOP k BOTTOM RAIL FINGER JOINTED PONDEROSA PINE O� T 5.75' N � fs. BOTTOM RAIL WOOD COMPOSITE rn SELF Ar)jtjsnNc SADQ F 714RFSHOf D L � 1. SJ 1 • ----{ � I 1 SS. BOTTOM .RAIL 1I WOOD COMPOSITE h ALUMINUMAWYL -.045' WALL ALUM 19 2.375' SAO• THK. WAIL VINN TYP 1 �a . CONSUITN(t7, a1S.aa4a671 o an 08 I0 OI ►pVmcJ as wnplJb{w6L lEs �' N.T,S T W`y uWJryCalr 0 oro. er: TJN 1 nuAs � BY.RW JO ►mau.a.rnJw. WA"4o Hai ; WOOD O -K B O K P S-2151 FINGER. J01taM PONDEROSA PINE u7LAW— Material I W STUN .070 WMWUW INK FIB04= k FIBERCLISSIC DOOR SKIN .I'10' W(N. THK n6ERGIASS BY THE)WA-TRU wdh 'eld rtmn F mfn. =fi3OW 0 FIBERGLASS 2 FL. TOP RILL 1.21' 1'.94' THERLa-TRU W000 COWPOSITE IKOO COWFCISTTE FG LATCH STILE -TRU, *000 CW 1.5J1 1.209 KXO CCUFGSiE 4 FL FUDGE STYE -TTIU PoNxR0.A PINE 15J'I 1 1.209. WOOD 5 1 FC 60fiDW RAR I SJt x 1.25' THERLLI-TRU *=, COWPOSf1E 11000 COWPOSfTE 6 1 PULTUHUHANE FOAM S , 1.9lbs. 0 NS(TY FOAM 7 1 SHORT REAL'H CCWPRESS)ON WEATHERSTRIP ERVA-TRU FOAM 8 LONG REACH COWRESS10N WEATHERSTRIP ER/1A-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STEEL 10 IO . J 4 FFH WOOD SCREW Hine to Frame STEEL— 1 I SS ELATION ArL 191 r 91 114DiYArRU 'A= xwwm11000 COWP04TF 12 10 x 1 LC. PFH WOOD SCREW S7 E ,IJ 18 x 2 1 2' LG. PFH WOOD SCREW STEEL r 4 3 16' TAPCON ANCHOR E CO 2.0' MIN: LGJ STEEL 15 SIOELITE BOTTOM BOOT .090 EXTRUDED VINYL VINYL 15 2x INNER WOOD BUCK WC00 17 MAX. I 4 SHIM MATERIAL WOOD 18 KWfXSE7 TITAN 700 SERIES PASSAGE LOCK 19 SELF AL1WhG P6WMG SADDLE ThRFSIIOLD ALUM. W000 20 ,4. 1 I. UA- U; PONDEROSA WOOD 21 1 1 - . , S1 N 00 22 UW 1 1. JAW 9A- 23 KWIKSET TITAN 700. SERIES DEADSOLT - 24 ASTRAGAL WINOJAMBER II WR68T .052 WALL ALUM. 608 -T6 25 GLAZING I 2 INSULATED TEMPERED GLASS GLASS 28 SS 1179t 51l£ -TRU, PONDEROSA PINE Ij - I 1 I W000 27 8 x 1 LG. PANHEAD SHEET METAL SCREW STEEL 28- fN5111F1C DOOR H7RCIM SWEEP VINYL 29 OOD 30 NOOD BLOCX 2-375' 1 1.515 POHDOM AM WOOD I 31 SS U fRU N000 COWPOSITE 1.1111 1 1.5:T1' A= CDN 32 1 8 .THK, CEIILUR GLAZING TAPE STIK-II TAPE)- 33 iRALI 6 fN-TRU BTS 34. kA_TR(j M 35 PONDEROSI O JB SD1D1E SCE Si1E -iRU .1SJI s.IiSb PQMDLAOSI p9c WOOD 37 1170 x 1 J 4 LG. PFH WOOD SCREW STEEL 38 n T p RLL I3JI r .91 TSf)t1Ct-TRU KDO Q7fIPG41E MWD CCMSTE 39 NOT USED _ 40 SIUCONE CAULK SIUCONE 41 18-10 x 1 112 PLASCREW FOR ip 34 STEEL 42 SEFM ICP II SIM & -TRU. ISH I AW POFDERt151 PK9 WOOD 43 IS x 2 LG. PFH WOOD SCREW STEEL 38 in SS. TOP RAIL WOOD COMPOSITE .592' ZO -� .579' LSJ1' t\ 1.3.16' ----{ p N TT/ -Tr I cq NOW m XZON ul a0�o CIO O O O-'1 .179' COMPRESSION WEATHERSTma LONG REACH COMPRESSION WEATHERSTRIP BY THERMA-TRU W c � FOAM CELL CORE W/MNYL JACKET FOAM CELL CORE W/VINYL JACKET SS, WOOD HINGF SrD_ F Sn�F ._ 3 „ tn vah s �o 0 4U aL ASTRAGAL HAS N (2) 8, 0' o r+i3 rA n BOLTS .0 BOTTOM `� ry• L (2) 8.0.. Z ® I BOLTS O.TOP , 1 0 a DRILL TRU FOR 1.767' .357'. DU. ASTRAGAL �n DRILL TRU FOR A j8 RETAINER BOLTS w PFH W000 SCREW 2PLC5 WINDJAMRER jj_ WR68T 24 WINDJAMBFR 11 WR68T STRIKE PLATE' ASTRA GA (ALUMINUM 04 ' WALL TYP) o �o ------------ 0 z �- cAKaiuT,wn. IHc n ASTRAGAL R AIN R'" BOl 7 � j'". Aorrvv.4 2onplrl.Y wUh Ue scALL N.T.S. MATERIAL• C/R ROD ZINC %����•YCaa.• er; iJH w„ ooc n; &YELLOW CHROMATE' Ha.A� RW - AIL mLU.de Pioauc�.: 1 aw►a w: SS. LATCH SIDE 571LF COMPOSITE U> I' S-2151 s�¢r or 8. 1.J 16' P.O. Box ? 30 `lam, FL 33594 Pl-w= 813.659.9197 Facsim& 813.659.4858 . I i113-iTm Corp. 108 hftzfeid Rwdd RwJm, L+I 46M Phom 260.%3 5811 Pacsizliile 260.868.5190 - Madd DafgarAGm.- Fiber Ci =rJ SmAVAStmr, Sem Fibuglaw Door (Gbzed) with or without Sick4ites km= Oytrmli NI C=ileal skm zp;t6.514 s t3 U20M HlI-ewlug CoCApradols: X, OX0, XO, O:, Im a 0"- 0 C-zmrA pescaiplim Tw hwJ end js1fa. arw wocd mc=--�asring 4.5" x 1.25" with an extmded ahmiiamm th=& aldd. The t Gr Rpa=ls aid g e3s are 1.68'' thkk.49 1, of MV RAC skim with a tbidrness of 0.065" for the Fiber tic Wes ar the SrA3ovh Star Series with a ddn thickpess 019.070". Sbus are glued to wood stiles and lags with a.ut lie. core.. The g 1 dde&es ammated to recthre ]J$'', tee or L12" i=Iated Wmpercd lip lite inserts or integral Rush 'gbzed lb lst��rrad 1sy Tts�xtrs-Trh1. fir' sty` s7• i 1�3 a-"►ne:�t� 3 a. r 'n VP a z'...,. A.-......�3:�.. i'3:YT-3. -'a LQa.ti�.rssc T�.Ix. A&z*wn tiaal - - Tin zal TCA LA 36M IMe No. Uk.'ramswc 1 -GTW& hby30,1997 110-194011234 }TartyPaftwy, 15258 1sii+1tr30 AR?'s as g!%_�uNY jaw 2001 P_TC-01-741-11008.0 u1m D.P.8.tl42's29 Ncr.-Ormdo h`&y 30,1997 210- 1940-1234 1 nryaxt ., # 16-253 ?A8 302 ,Fir - g NY mo22 2001 ETC-01741-11008.A kW F.L'. s"42m_ a WA, NC'TL-Od mDdO Uqy 30,1997 210.19I1234 13aary i'rsl�csay, # 16238 AtifM E131 NY .flax 2001 ETC-01 741-11008.0 M J %". A 1 1�PG M -1}ti kdo 141sy 30, 1997 210-1940-t234 PAUTY �n� ' # 16232 A. -TM T 3 f l Ail lall$ixlicn i a wrC-lts NY Ame 22,2001 EfC-01-741-11008.0 DO P.S..A429ZI T+1,.9 201/203 NIA 1V/A N/A N!A � 34doiaam wo CORAdE d s wmnOca roil Owa 1376 01 Marfo Vftrp n'-Mu n arMcr mnuaom vnUu. �''1�.� PslnluC cpss iFr v�hulaand to mra ciobris �i+trda. " Conflguration mwimum Stu Design Pressure Ratings S g X L To TO x 6'8 + 47.00 - 47.00 Sm with Sim XO Gl. O2CO t=Gwned L' To 5'4 x 6'8 + 47.00 - 47.00 Aims Alum AorwW Double 30t U To VO x 6'9 + 40.00 - 40.00 + 47,00 - 47.00 with Suk3fles 03CXC To 8'4 x 6'8 + 40.00 - 40.00 + 47.00.47.00 and Anctoori= Sm :,events this 1 1. l ivahtG" for we in locations a di=ing to ttEB Florida Building Code and where pt+e� toyairclmtlls as dew 111e11 d trj ASCli 7 Wrktk " .Leads (ar SmiWERM and Otber SStredures do not exceed the demp pmmm r unp lisp ovum 2. For I bsmuy il►siaiiatiom whem the s nb 4cmA is lets than 1-1 i2 inches (FBC section 1707.4.4 Ancherap Methods WW ,alb-aw i= i707.4.4.1 mad 1707.4.42) same dLajuda Tapcm type ate anchors mllst be substituted and 0Re length must be shad &a a mfi-,ilialaxa 1-114" app&mwmt ctdbe T-op= into the masonry wall is obtained. F?eri�a Pli1i'mi-ghat � - Seal Pao. 43409 May 22, 2002 Lyndon F. gcblmiu'1 19506 Fmlxh Lace Drive Lutz, FL 33558 (a6J30/02 11140.WD P. TQS Therme-Truo Fibercilessic I Sff=th Star In -swing Fiberglass Door Polaximum.&w Up To $44 x 808 3.0" 30. 3A" 3.0" 1 1 t r_._ SEE a C Al a a so When attaching Sidelite .the above anchoring applies. SEE . SEE NOTE. DETAIL . 'B" A.. 110 x Y i — PFH WS .4 110 x 3/4' LG. /) 0 x 1 " LG. PFM WS PFH WS SEE NOTE t --18"�"— S";• #10 x 3/4' LG. T Tcdt s?" PFH WS Note: DETAIL C" Whan attaching the atrAce A deodbott Mates to b%* str&e A SEE ► CTE AN parkneter sersws are Duck use I)0 x 2' Lg. PFH WS. DErAk11, �• ) When' ottoch:ex tins cir ca /B x 2=1 /2' PFH WS. deadDolt platos tQ tsha asttcngat use 10 x 2 1/2" Lg. PFH WS. s. When attaching the strike jamb A 3' sidefite jamb use # ) 0 x 1 31 ' S» S. c (2)118 X 2 1/2' LG. Lg. PFH WS. �% PFH ws (2)18 X 2 1/2" Lei. t T PFH WS D SEE of cu SEE "TAX . a COASGm DETAIL C" ALtllNgdtTbl AS`TRAQAL ALUU114UM ASTRAGAL » 1 ? ATTACH ASTRAGAL THROW DOLT a: .} STRIKEPLATE ri1s3�?�i.Fi'vUfE a� a ai vi DRILL THRU FOR Dfl� LL VRJ :M "8" •~ A 357"r BOLT DEEP A .3si'e '1 GEC? a. ENOUGH FOR A 1" ENOtM FOR A 2' 90LT THROW T THROW rAmh 3' S" ALUMINUM ASTRAGAL. t'L.AS; ALLtMGV A Rf�G DETAIL "F * Sir CETAtL 'F" ASTRAGAL THROW BOLTS AT THE TiiPE5HOLD 06l30/�2 11r4pam P. 003-- — W Building Consultants, Inc C.- wWag slid Enginess illg Services for the BWI&g In1Il1 ' C P.O. But 2_30 Vetr w, FL 33594 Phone $13-659.9197 Facsimile.813.6599AM9 x 1..[[e}}spl as-'1'M1 "P. Li9ci a EN 46721 2�?.&'x3.3812 1~Sti1C 2ti0.8iid.5l'90 ,MWd Dseigwigl: p'ifr ClassidSmnah Sty€, &,ft FibaZ!a3s ..(Opaque) with or without Sila4isas 0zdazw ovema 1yyen� Sian: vp to 8'4 x.ST ii.^.a W ➢ t-s Ccndigaratiow: X. 0XO, XO, Ur XX & OXXO wa1 Og-d .m: The head. a1Wj=ft = weed 1»ing 07.x 1.2 V with an extnlded aluminum thrY� i lic d11or panels marl skklitg pntbels 2m 1.68" Qi* alld ocesisi of two SMC ddns with a thicbless of 0.110" for the F]bet' Gunk S a les or fix Smooth Star Se;sics with a dft thicimess a3'0.07o Sidinare to wood stiles and rails with a mztbmv. moire. i"ba g1md.dde;ftes use romed w r odw IMP =rArad or 1/2" insalaokfixnpered lip lite inserts or illlegral via h gl -j him Wired by Mmr=aa T=. s ';*Wm 1797 MVw (1707.4.3 F_Vz.--nr Dnr As=uNim 1707.4.5 MmEiiolas Drab AssekRia) Tcs R No. 1 1 rtv'1ony�tt'.itle *20 01741-1003.0 Wa tlm8_, �r 38 Ai7b@1+330 ETC-incl<eal�r,hY MWIlk2001 01-741-10701.0 WeaWffmiry,P.E.1'54159 Air Prcft=e October 19 2001 01-741-10393-0 Mint Pwlmm P.E. 0537a6 ' Wy t7, "I 01 741.10703.0 Weaddl Hovey, P. E 0541 M TA91f12 Pow n try E—_ - er, NY May 111, 2001 01-741-I0701.0 WIP"I Nancy, P & #54153 Oecber 19, 2001 01 741-10393.0 AAWt Fsmaq P.F_ 053 r86 h'1ay 17, 2W 1 01 741-1070-1.0 Wsa" 113ney, P. E.1l54159 A TM E331 tCM - ,THY May is. 2001 01-741-10701.0 Wendsll 1?my, P. IL 154' 58 i� 0moba 19r 2001 01-741-10593.0 Murk Pmr , P.F diTTSb h May 17, 2001 01-741.10703.0 Walde1111aamj, t^. E 13408 AS7'i4FM Acr a ft gi w EX-lt*dzAex NY May 19, 2001 01-741-10701.0 Weridxil 11may, P. A.. 054159 tkYc 19 2001 01-741-10593.0 Mswkiwmso.RE. #51725 TA3ME MO e't.acgPAiiass'o i31A N/A MA NSA �a�Q'AkY ar@.�S„�T1Dt1 1 �VQrLtiMV S0G1 �"Cl J i`ri �rlmasrx I�r�atlztt�et mC1slraloa a71ma. - *fl%iarm&kd :iea2 be rbdLcmd to me,.i wxWbwrw ddsris cr4 cm Poj= art'.3?*RlM: Cil l 11 it- &M,11un1 Size Design Prezure RanW S' X IN To 3'0 x 8'0 + 67.00 - 67,00 Qpque Si -vnLh SWelites XO. OX, OXO Up To 5'4 x 8'0 + 47.00 -47.00 Alum Astragal Cda" Mans ,R = 1 OrftW DetAge 3CX Up To 6'0 x 8'0 + 40.00 -40.00 + 47.00 - 47.00 t'31 ' k, with SideRtes C-XXXO t' i o 84 x 8'0 + 40.00 -40.00 + 47.00 = 47.00 Un— i. Evaluatod b in ktxtlicns 3d1wrins to ft Florida RaildiAg Code and whore preamm r gUire neais as ddaminW by I`a,7'R E 7 AAM mm Desftn L"da for RrMaW asad Oat?" Strvetarn do not exceed the design piess= ratings lisp abmt. 2.171w lr.'aactnry inga'sW&M :whe= the is less cl'rM 1-1,'2 inches (FBC xxtion 1707.4.4 Anchorage M ho& and x&-psi s 1707,4.4.1 awl 1707.4.4.2; sa= der Talon type coacreee anchors must be sltbstihaed and the length :et bd ma 'ftl a rainirnurn 1-1/4' a of the Tapecun zdo the lmsc',nry wall is obtained QrtMg0,jj& Ferida PmeessozW Eagia - SeP3 No. 43409 May 22, 2002 Lyndon P. sr_ �t 19'q,6 ,FTe2ch Lace Drive Lutz. FL 33558 9 OS/90/02 01 : 4F1pxn P . 00a -- - 'one Tr 'O Fi l sic / SmooM Saar In -swing Fiberglass Do- $ Al and am To 8'4 x 8'0 6.06.0 3.Q' 3.Q• , 3.0' SEESDET+ �� fM _ t_ iIT,t tt t t ,'heir attaching Sidelite the above anchoring applies. SEE NOTE _ 110 2' LG. -. pFH W-C SEE ' . DE3Att p�10 : 314" [G. 10 x 1" LG. PFH MIS 121 W5 "€ SEE MOTE "r1; _ 110 z 314 LG " PF:�r5 Q Aii Y' DETAIL C' Note: T-- when attaching Ume strike 6" 8" --i F'- : deadbott plbtea to the sirgm eo NOTE. M roer mater screws are buck uao J10 x 2' Lit. PFrf WS^ I x 2•-1/2" PFH WS_ Mon ot� to ratr;P.e & SEr plat ha 06tragal ti£Tir7 "E' use 18 ' x 2 112' Lg. Pr H wS. When attaching they strike jamb do .0 p skWUte jamb use J10 x i 319' . (2)18 x 2 1PFH WS (2)18 x 2 112" Lv. j PFH WS Au vai SEE DUML -' in AWirOMM ASTRAGAL C 'L ASTr' a DMIL 'C ai ALUMM;UM A 7Crt6r-k V oil + ca DETAIL } ATTACH ASTRAGAL Ti-ieRow en STFWE PLATE TO FRAM€ AS SKOMI. DRILL THRU FOR DRILL TN.RL' FOR A M7.0 BOLT DEEP VA .357 d BOLT ENOUGH FOR A i' \EMOUV4 FDR A 2' BOLT TWOW VMT THRM C y 3w f 3 ALUMINUM ASTRAGAL CGi' 'AL DETAIL 'F" AS7RAGAt. THROW &X7S 'r -2 .V Ir AT THE THI&--H= m A 3 _ '4 yyMa 4 (5) IHTERMEOUTE STILES FOR I:' WIDE DOOR. ATTACHED W/ TOG -I -LOG (TOP N BOT REV. N AND URETIWIE ADHESIVE (!LONG CENTER) oanoNAL sse c1Ass aR 1/B" ACRYLIC lITES AVNIABLE (SEE SECTION B-B) -,--► A ZI 1 ' A \ \ \ \\ 110"I_I"'i_1I1II5 2 1 REVISIONS ZONE DATE: ECN NO. APPVD: DESCRIPTION ._ R2 1 11/00 1 MWW I OTY (1) WAS (2) FOR TRACK BOLT HOIeZONTAL TRACK SUPPORT BY �-20 CA YIN. EN0 STILES ___EG TO DOOR DOOR INSTALLER (TO SUIT) SKIN WITH PATENTED TOG-L-LOC SYSTEM (TOP, BOTTOM k CENTER). r-NEIY GA STEEL FLAG BRACKET. EAGN FD TO WOOD JAMB WITH (3) s/16.111 STEH18•x1-s/°" woo0 uc scaEws. LISTEDLow EDOUBLEADROO ,RACK v CONFIGURATION LOW HELE AS A IS AVNIABLE AS UI OPTION DOOR Yiey •C- HEIGHT I L• 2' GALV, STEEL TRACK, B - x YIN. TRACK THICKNESS:.OBO• _ LOCK PosaIr Q TYP. 2-1/2-.12 GA GALV. STEEL TRACK BRACKET. (BOTH SIDES) (4) TRACK BRACKETS PER SIDE. TWO POINT LOCKING tti UIIL TOP BRAprET REPORT#9606C I�RULBKE NOPoZONFAL /- 3' . 20 GA U-BARS. OOUfrLE !!LICK / U-BARS IN A 2-1-2-1 IOW NFADR0r1N OPTION PATTERN (I.E. TWO U-&AS ON BOTTOM SECT"". ONE MARS ON NEXT SECTION. ETC.)' j14v5/8' SHEET METH. SCREWS �LOCKPON OF I . OPTIONAL VF1115 -•-� A � `OPTIONAL OUTSIDE KEYED LOON POSITION —WAX. DOOR WIN - le'-0' I / IHc�IOf AnaNS TMPMO SCREWS. l Nlr IeNGES 1R .,�IN1F$YFDU.TE HINGC NDLE I.W., FROM iR.wE W11H U.V. SHELEGSCREWSON R S MERB. I UNTMIN.UIGH CONSIST OF (4) SECTIONS SHOWN . WASHER REQUIRED. W: SCREWSMAYBE COUNTERSUNK ( a vv= COAPNG ON OVISOE SURFACE. ) STOP MO. LUDI G BY ODOR LEND FR L SUIT) DOORS 0 -0. CONSIST OF (3 SECTIONS (NOT SN WN). (BUT NOT REWIRED i0 PROVIDE A RUSH MER LOASURFN:E HOftIZOMK JABS DO NOT 71Wr5FER LOAD. 20 CA MINGA.VSTEEL ENO ST1lE2.8 YELLOW PWE JNIB 2" THICN SSB CUSS Oft ORIIONAI to c REW20 CA GALV. STEEL INTER. STILE 1/8-ACRYLIC UlE WINDOWMOLDED OE J SECnON n-B 12 ST ED T STEEL TRACK }2SS BRACKETS FASTENED TO W000 JAMB SKIN iE0'�GITH0N40 MNL. LITER +Bx3(10 SCREWS PERLITE)3��MHCEHORS ON 21 CENTERS (C-90 REWWITH ONE 3/IB.I-3/YEEL B' IA0 SCRLWI GALVANIZI PpINEflTERS (2,000 PSI KIN. CONCRETE) OR PFJt TRACK BHACNEF.MIDTESTER ( l IREWS ON 17-1/2 CFAIERS(2.000 F/iV'1'rFNER. (OOXIEINPFAUROl1FA)TOP RUED TOBOTH�/ SNM UTCH ENGAGES . WASHERS kICLU0E0 WI7N I° GA CALV.-STEEL CENTER HINGE Es STEEL SKIN. 12 GA. CALV. STEEL T e% ONTO VERPCAL ilAClr. SLEEVE ANCHORS, I. 0.0. 41N. WASHER flE0U1NED 2• GALV. STEEL TRACK FASTENED TO 14 CA GALV. STEEL POL E21 MINCE fASfFlIED TO INTFJt. SIRES W/({J aOLLER BRACKET. GCIQP�J\ i.� ONE SNAP UTCH ql ymH TAPCONS. NICJS MAY BE COUNTERSUNK 12 CA GMy, STEEL TRACK BRACKETS. FASTENED ED ENO S-4 EACH W/S(t) �IIaS/E SHE£i METAL SCR BRACKET ATTACHED W/(lJ ��' INTER* STILE EACH SIDE Of DOOR. (gUT NOT REQUIRED) TO PROVIDE A FLUSH TRACK ATTACHED TO EACH BRACKET /IIaS/B' SMF,Li METAL SCREWS NIO YEN x5/8- STREET METAL . a MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT WITH ONE 1/1'.3/B• BOLT h XlR `4) 1/4'v3/1 SEIf TAPPWG SCREWS PER ENO HINGE. LAP JOINTS,EWS. TRANSFER LOAD. OR TWO 1/4' DM, RIVETS. TOE KEYED -� HANDLE END 2. OLA SHORT STEM, 10 BALL STEEL ROLLER CA CALV. STEEL / STILE END SIRE MARK WESRRFlELD, P.E. HINGE. EACH ,1/ WdB LONFlCUMMk/TE7IED TO END INTER. PREP AI10N OF uMRS BY OTHERS c —NC—CC FLORIDA R.E. F48495 ESW/(4) �It.J/B'� INSIDE HANDLE SnIE NORM CMOIRA PE 123832 ET. METAL SCREWS3' TALL U-BAR 4) 1/4'.]/4- SELF RCN) KfY 0 1 -N LOCK BAA 20GA. GALV. STEEL PING SCREWS. .. 4i!! SNAP L rCH IOIX OPTION ENGAGES IN DESIGN LOADS: +24.0 PSF h -24.5 PSF MIN. YERO STRENGTH: 50 KSI O W TRACK ON 1121E-2: ME DESIGN Of ME SUPPORTNG STRUCTURAL ELEMENTS OUTSIDE EACH SIDE SMALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36.0 PSF & -37.0 PSF HANDLE OF DOOR. RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE 1 J I- 3 TA11 . 20 GI. G�EI Zo6S END SLIDE BOLT WITH CURRENT BUILDING CODES FOR ME LOADS LISTED ON q,vKrl ML.Wuwt ME Am Suc - I IN A 2-1-2-I PA I.E. W6Y BMS Sn1F LOCI! EN-CES MIS DRAWING. WRM A 0.vstD SELL (FY9°53�{. PART NO.: ON BOTTOM SECTION N U- OX NEXT INTO VERTI�'L SECTION, ETC.). ED TRACK. ONE NORCE Un1... Slal.d Oth.Cni.. 312 W*N l SL W(e 1600 T WITH 1/4 :]I{ SET; 1 EWS LOCK ON Canne,nual/Pro n.tPry hlonmLen IDEAL Cincinnati OH 45202 PER SlllE LOCAnpI.� , ` EACH SIDE or CIOPAY BV9DING Pf1OWC1S CO. TOLERANCES Pr. FYI. Ne. 1-513-362 3519 V p �R. I, cem.m.a n...n as �.r not �L�mpap°m Fax N°. 1-51]-762-3519 e..e, duP9cPI,E, .0 a 1.03 I IOF BOLT_ m.a. P..Ilnul., « ealdhnlN .00 - t.015 1Ns10�5 .lu,.w m vHnr cen..m. FPWx. a DESCRIPTION: MODEL 6R5T W4 16-0 x 8-0: 24 -24.5 DESIGN LOAD crcnDN A -A (SIDE wfwl W I OLK oPnou ,/ nb— IN. noun m.y ...wl In .000 = 1.005 13 GA. cALv. STEEL BOTroM KEY. - rne9;ty ro, n� aPmea.. nne .0000 = 1.001 DRAWN 8Y: BMM DATE: 4/18/00 SCALE: NTS DWG, ATTACHED WITH (2) 11 t.5/�ET METAL SCREWS. �" lo,,.. r.,wOnq N.nrrom. TILUMINUM EXTRUSION LWWII / / 2 c J< 0°er°°' ' CHECKED BY: MWW DATE: 4/18/00 SHEEP 1 OF 1 SIZE h VINYL WEATHERSTRIP. / ,,i7y, A ✓ Third M91° + _ Unlsaa Stat.d OlherM.. Projec(ion DIMENSIONS ME IN INCHES. DWG. NO.: 102138 REV. NO. 1 I. 10 1 A I 1 1 .4 3 .i. MODEL: 6RST (25 G& STEEL SKIN) MODEL: 4RST (24 GA STEEL SKIN) LISTED OPTIONAL DSO GLASS OR I /8" ACRYLIC LITES AVAILABLE - (SEE SECTION B-B) . (1) INTERMEDIATE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR ATTACHED W/ TOG-L-LOG (TOP 6: BOT) AND URETHANE ADHESIVE (ALONG CENTER) r* SKIN WITH PATENTED TOG-L-LOC SYSTEM _._ A TOP, BOTTOM Ec CENTER). '. Its AT IY IOo o: REPORT#9606C m 25 CA. MIN. ' III STEEL SKIN COATED COATED M LOCK POSITION (BOTH SIDES) WITH A BAKED -ON PRIMER, ICII [TWO POINT LOCKING AND A BAKED -ON POLYESTER D-ON _TOP COAT APPLIED SIDES OFSTEEL SKIN. ONE 3" TALL x 20 GA. U-BAR (50 KSI) _ PER DOOR SECTION. END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL ®® TRACK. ONE ' LOCATION OF OPTIONAL VENTS A LOCK ON - EACH SIDE M OPTIONAL OUTSIDE KEYED LOCK POSITION OF DOOR. MAX. DOOR WIDTH 9b" N NSIDE SLIDE LOCK OPTION BOLT ODOO 114K5/8" SHEET METAL SCREWS ORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN). o DOORS OVER 7'-0" HIGH CONSIST OF (5 SECTIONS (NOT SHOWN) I REVISIONS REV. N0. ZONE: DATE: ECN ND. APPVD: DESCRIPTION - I I Aa 1 11/00 1 - I MWW I OTY (1) WAS (2) FOR TRACK BOLT 2• THICK 3" TALL U-BAR 20 GA. GALV. STEEL HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT)- I I D Z� 1 13 CA. GALV. STEEL FLAG BRACKET. cu_v. STEEL TOP .EACH FASTENED TO WOOD JAMB WITH ROLLER BRACKET. EACH (3) 5/I6"xl-5/8" WOOD LAG SCREWS. IBRACKET ATTACHED W/(3) 14.5/8• SHEET METAL NOTE: DOUBLE TRACK CREWS. 5C LOW HEADROOM IS I _ SHIP LAP JOINTS. TRACK CONFIGURATION AVAILABLE AS AN OPTION 14 GA. GALV, STEEL O END HINGE. EACH g / FASTENED TO END 2" GALV. STEEL TRACK, N STILES W/(4) C4.5/8' 6 MIN: TRACK THICKNESS: .060"SNEET NETAL SCREWS 8 (4) 1/4•.3/4' SELF U .L• .' TAPPING SCREWS. Q C TYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET. 3' TALL . 20 GA GALV. z (4) TRACK BRACKETS'PER SIDE. STEEL U-BAR. ONE %!- - Z PER SECTION. EACH U-BM ATTACHED W WITH TWO 1/4•,3/4• SELF TAPPING o SCREWS PER STILE LOCATION. LHR TOP BRACKET H:lDOUBLE HORIZONTAL LL TRACK FRONT FRAME WITH U.V. COATING ON OUTSIDE SURFACE DOUBLE TRACK LOW HEADROOM OPTION I] GA GALV. STEEL BOTTOM 00 0 VERTICAL JAMB ATTACHMENT (fy OOD FRAME BUILDINGS) BRACKET. ATTACHED WITH Two 1) iI 1/2"z3" LAC SCREWS ON 24 CAW. O.D. MIN. jltxS/e SHEET METAL SCREWS. I I OPTIONAL 10 SCREW 1/4"x3/4" SELF SSB GLASS OR O WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK AUMINUM FxTRUSIO. WINDOW LITE TAPPING SCREWS. (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING k VINrL wFATHERSTRIP, 1/8" ACRYLIC LITE SECTION IT 14 GA END HINGES 18 GA IN HINGE SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. iION A A (SIDE VIEW) VIEW "B' VIEw C STOP MOULDING BY DOOR INSTALLER (TO SUIT) 2x6 YELLOW PINE JAMB--, .. / /"20 GA. MIN. GALV. STEEL END STILE 12 GA. CALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16"xl-5/8" LAG SCREW PER TRACK BRACKET. 2" GALV. STEEL TRACK FASTENED TO 12 GA. CAM STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4"x5/8" BOLT do NUT OR TWO 1/4" DIA. RIVETS. 20 GA. GALV. STEEL INTER. STILE SEC - #8x3/4' PAN HEAD SCREW rrrlll��� VERTICAL JAMB ATTACHMENT (C-' D INSIDE (10 SCREWS PER LITE) lyl END 30051 MIN CONCRETE COLUMN): MUTE ERETAINER 1( jl' STILE INTE' 3/8 x4 SLEEVE ANCHORS ON 24 CENTERS (BOTH C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR SNAP LATCH ENGAGES STIL 1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 ONTO VERTICAL TRACK. PSI MIN. CONCRETE), WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, 1" O.D. MIN, WASHERS REQUIRED - EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE (BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE MOUNTING SURFACE, HORIZONTAL.JAMBS DO NOT HANDLE TRANSFER LOAD. OUTSIDE KEYED -, �- 18 GA. GALV. STEEL CENTER HINGE. FASTENED TO INTER. STILES W/(4) #14x5/8" SHEET METAL SCREWS 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END STILES EACH W/(4) - r4) 1/4x5/4"x3/4EET METAL SELF TAPPING SCREWS SCREWS PER ENO HINGE. LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. HANDLE t END T I ur STILE - OUTSIDE KEYED LOGK LOCK BAR LOCKING INSIDE HANDLE DESIGN LOADS: +25.0 P.S.F. h -32.D P.S.F. OUTSIDE KEYED LOCK TEST LOADS: +37,5 P.S.F. do -48.0 P.S.F. SNAP LATCH LOCK OPTION L-2" DIA. SHORT STEM, ID BALL STEEL ROLLER. IaT1ce UnI... St.t.d Oth.-I.. PREPARATION OF JAMBS BY OTHERS. _ c.nrd.nu.Vv..Pd.Ia,y Wu.. JAMB CONFIGURATION d TLOPAY BURDING PROIxIdS CO. TOLERANCES .r. H SECTION C-amal pmma.yIa.0 - t.03 tain.d h•..h .v.u.N., .. NOTE � THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS i%;;. .m,..t m.d.dllWbut•a 00 - 2.015 d, Pd.r a..+..I. rmw• I. SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF .b,.n. uu, n.ua. m.y ..,w1 I. .000 t.005 RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE / / � �, uob...dth and .0000 s f.001 MARK WESTERFIELO, P.E. /J / i C. Z I.,,•, ..,wl�o tn..a.am. WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON �/ ; �� / F 07_ 0.9rees t 1/2' FLORIDA P.E. M48495 /ii�i J,�. / Third Angl.. THIS DRAWING. NORTH CAROLINA P.E. 123832 . - l Pro'eclion - U.I... Stated Oth.-I.. 1 DIMENSIONS ARE IN INCHE wI .ml A�w,sms evr`. (oie°ossl.'o` PART NO.: - wi 1600 -O , o S.I. IDEAL to, akum om DmlR In Na. 1-513-762-3519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD DRAWN BY: BMM DATE: 4/18/00I SCALE: NTS DWG. CHECKED BY: MWW DATE: 4/18/001 SHEET 1 OF I ISIZE DWG. NO.: 102137 I REV, NO. I 2 :/Lm&%v YI m16 %.Ile v4Ud u w'w d;6-J0li Q.q 'J 117, m. July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division Administration Building, 1st Floor. 201 South Rosalind Avenue P.O. Box 2867 Orlando;FL 32802-2687 (4D7) 336-5760 RE: Florida Extruders Fenestration Masterfile Update Alternate Nailing Schedule for Fin Frame Windows Messieurs Plante and Smith, This letter updates Florida Extruder Fin window installation drawings contained in the Orange -County Fenestration Masterfile :for an Alternate Nailing Schedule and Installation Instructions. These Alternate Nailing Schedule and Instructions can be used in lieu of the No_ 8 Wood Screw required by the installation drawings. Attachment No, 1 includes a table listing all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement Attachment No. 2 includes the specific Alternate Nailing Schedule and Installation Instructions. Attachment No. 3 includes the analysis methodology used in the development of the . Alternate Nailing Schedule and Installation Instructions as well as a sample calculation. Any questions should be addressed to the undersigned_ Thank you. 2540Jewett Lane, Santord, FL 32771-1600 - (407) 323-3300 - Fax (407) 322-3507 1 Ed WoZa ::a zeaz 60 3a5 i=6vsa� Le: _ -cN x-d3 �uauiz tezaQ 6u i p I i r., 7n r.. Tbrda xMW ,+�ders h3rwu Regards,. PE Sealing Statement The letter was signed and sealed with an impression seal as required by Section 61GXS-23.00I, F.A_C. A charcoal .pencil was applied to. the impression seal to facilitate reproduction. CEINTR -L FLORIDA B. O. A_ k . MANUFACTURER IMAM (mod /P, -- JUL 3 0 2002 dL F.7e: 2D02-LTR-R1A-014 � 2540 3ew�tt Lane, Sanfard, FL 32771-1600 (407) 3Z3-33D0 • Fax (407) 322-3507 2 da Z6t-59�8 L0� -ON Xd3 1uauc3 rPdaQ 6utp1tne W083 Zd WcZO : T6 c0OZ 60 S ---- -- .uamOzsnn oanTeA d6S=Zo ZD gO °las I Alternate,N.a.ifing Schedule and Installation Instructions — Analysis Methodology and Sample Calculation . Load Distribution based-on.AAMA 103.3-93 Procedural Guide and centroid location based on common shape geometric formulas. k H.j?hUWldO,."M<i.e McigW"dm-MW►1.0 _ AAMA 1D3.3. C U0 3 LOSO Vi-iribubi— - AAMA IM3, C� 1 Lrad DM_b:M+tlon Florida Extruders Drawing No_ FLEX0026, FLEXD029 and FLEX0030 -d r M p►d Dy der C+tb Eyebrow Arch - Fixed Lit* y, Half Circle - Fixed Lit* Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = 1h (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 1/z (h)(a + b) h = H/2 or W/2 2540 3ewett Lane, Sanford, FL 32771-16DO - (407) 323-3300 • Fax (407) 322-3507 S Sd WC12a:10 Z06ir 60 "da5 6ucpl;ng W08-1 da¢ XANUFAC'g' R NEE: MASTER FTLE # Non -Rectangular Configurations Load Distribution- Loading to the head, sill and/or jamb were based on the centroid of the configuration_ For the half -circle shown: where: Al = 1/2(b)(h) b = Sill Width - Atotal = 3.1416(R2)/2 H = centroid of 4RJ3(3.1416) , A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375", sheathing thickness is th" and frame thickness Is 0.50" Embedment. is 2.375 - .5 - .050 = 1.825" Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 Ibs_ Number of Fasteners = [Load Area (psf) x Design Pressure (psf)] / 69 Number of Fasteners is rounded up to the next highest full number, Load Area is as shown above.. Design Pressure was based on 45 and 70 psf. Fastener Spacing: Based on One nail is required a maximum 6" from each corner of head, sill or .jambs. • _ The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/b9 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is. done for each of the configurations and a worst case spacing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width = 36", Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vz(W/2)(CH-W)+H)) V2(36/2)((62-36)+62))/144 = 5_5 SF A2 = 16 (W/2)(W)/144 = Vz(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, SaafDrd, FL 32771-16o0 - (407) 323-3300 • Fax (407) 322-3507 6 Ld Wdb©:LO E00i' 60 LOt• -ai xu3 ;upuquedaa 6uipling Wodd dcc:7�n 7n rn day Load on Head/Sill = 70(2.25)=.157.5 lbs. Number of Fasteners Jamb, (N) = 385/69 = 5.58. = 6. Number 6f Fasteners Head/Sill .(N) = 157.5/69 2.28 = 3 . Fastener Spacing Jambs = (H - 2(Edge Distance))/((N -2) + 1) _ (62 - 2(6))/((6-2)+1) = 10" fastener Spacing Head/Sill. _ (W - 2(Edge Distance))/((N 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12" A similar calculation wns performed for the 45 psf D.P. ; In turn, this calculation was duplicated for all applicable window sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the repetitive calculations. fMN'i'2-,kE FY•MMA B_O.A. „—sr-In VWam MANUFACTURER NAME. - He ghVW%dth-=Nlw> 1.0 AAMA 70.3.3, Case I Load D{ttrana on MASTER EUZ # 2540 1ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 32.2-3507 i 8d WdV : L0 Z00Z 60 daS Z6STS9fA Lob Clr1 }ti3 �tl iedDa 6v t p l i na Wadj Sep.09 02 02:59p Valued Customer 14071 834.-9029 P.6 Hog ATTACHMENT NO. 2- Alternate Nailing Schedule and. Installation Instructions - Fin Frame indow Required Nail Paslode Catalog #650111, 2.375" Long, 0.113' Diameter, Ring Shank Nail per NER-272. Nail Iristailati on • Nall shall be installed to its full depth In the side grain of framing members. • Required embedment has considered window frame thickness and a sheathing thickness of-I/z". Sheathing thickness greater that 1/2" will require reduction in spacing based on the Manufacturer,: Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in Head, Sill and Jambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum from each corner on Fans, Eyebrows, Quarter Circles, Half Circles and l ictagons. Spacing Between Corner Nails of Rectangular Windows and. along arched & . straight perimeters of Fans, Eyebrows, Quarter Circles, Half Circles, Full. Circles, Ovals and Octagons. 45 PSF Design Pressure: Maximum of 8" on centerline. 70 PSF Design Pressure: Maximum of 5' on centerline. AIANUFACTUP-WR NAME:' F/o r-,� Exry-vdrrs MASTER .FILE 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 .* Fax (407) 322-3507 4 Sd bicE0:I8 c00z 6a -da5 ZbrS32B Lob : 'ON Xti3 7uaw31edaQ 6uIP tng l.08d Orange.[ounty Fenestration Masterfile List Alternate Nailing Schedule Drawing Applicability -- Fin Fi-ame.Window, M� asterfilc- No. Dw . No. Descri tian 1 FLEX0029 Horizontal Sliding Window XDX - Fin 3 FLEX0026 Single iun_q Window -Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window - Fin Half-CirrJe and Eyebrow shown. Applicable to other cmfi urations note 9 on FLEX0037) MANUFACTURER NAME: MASTER FILE - -- -- ��••••w•�, •-� ��� ►-iovu • t4u/)-iZ3-3300 • Fax (407) 322-3507 3 bd WHO : L0 ZOOZ 60 'daS z6CS9'T3 LOB 'cN Xtf3 }uau4-+edema 6u c p l s nEl WOcfd Building Officials, -Inspectors and Plan Examiners, The question dealt with in this Fetter is the applicability of approved .testing results for a single hung window with a straight head -versus. extending those test results to a single hung window with a -half radius or.fu.11 radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. , §1707.4.2 Exterior Win.dows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and.glass doors shall -be. tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder' ap proved testing reports for Milestone Single Hung Windows used a straight head extrusion in the tests. These tests where. performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structuraltesting to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1.. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 77 i Floe 3.'.For both considerations, that extrusion sectiortproperties remain the same, corner connections do not differ and that the glass thickness and style do not van, Florida Extruder Milestone Window test reports are based on .the largest size window with comparative analysis (.performed to.the methods promulgated by AAMA 103.3) used to determine.the rating of Window sizes smaller then those tested. By use of . AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending. the -test results of a single hung window with a straight head to windows with half radius head (2" per 1'_slope) or full radius -head (1" per 1'-slope),' the corner connection-, extrusion section and glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single Hung Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the.same for the straight head as well as the radius head. _ Further, SBCCI PST & ESI Evaluation Guide 115, Doors and Windows states: "All sizes -of doors and windows are not required to be tested. If. samples selected for testing represent th:e critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test i apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratorywill test that configuration enveloping those critical parameters, as is the case with Florida Extruder Milestone Window testing. .Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 Fkxida July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official . Orange County Building Division CEN 1t�. �'�u� - A- F. Administration Building, l Floor MANTUFAC ,URER NAME: 201 South Rosalind Avenuee P.D. Box 2867 ��d r I r'� lCfi fr✓cf� YS Orlando, FL 32802-2-687 MASTER FILE (407) 836-S760 Ac��. 14z RE: Florida Extruders Fenestration Masterfile Update — Alternate Nailing Schedule for Fin Frame Windows - Messieurs Plante and -Smith; This letter updates Florida Extruder Fin Window installation drawings contained in the Orange County Fenestration Master -file for an Alternate Nailing Schedule and Installation Instructions. These Alternate Nailing Schedule and Instructions can be used in lieu of the No. 8 Wood Screw -required by the installation drawings. Attachment No. 1 Includes a table listing all Florida Extruder drawings in the 'Orange County Fenestration Masterfile affected b_y this engineering statement. - Attachment .No. 2, includes, the -specific Alternate Nailing Schedule and Installation -Instructions. Attachment No. 3 includes the analysis methodology used In the development of the Alternate Nailing Schedule and Installation Instructions as well as' a. sample calculation. Any questions should be addressed to the undersigned. Thank you. 25401ev,rett Lane, Sanford, hZ 32771-1600 (407) 323-3300 Fax (407) 322-35D7 1 Zd WdZH:Ie, EDOZ! 60 'daS c6rS3M L6r T H Xdd lu i1PdaQ 6ucpl;rE wod3 -a co r i n4.1 _jawo-isn7 DanT eA d6q:20 Z0 6D das ,krida Eders Regards, _ JUL 3 0 2002 F(G: 2002-LTR-R]A-01.4 • ' . 2540 3ewott Lane, Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 rd WdZO = Le Z00Z 60 ' daS Z6t slam Let -ON Xkj_i zuaur} �edaQ 6u t p i i r+g wodi -Jawolsrn7 panj en d6S =Z0 ZO 60 daS Alternate Nailing Schedule and Installation Instructions - Analysis Methodology and. Sample Calculation Load Distribution based on AAMA 103.3,93 Procedural Guide and ce.ntroid location - based on common shape geometric formulas_ \ t M H.1pht/W141h . >i/w < 1.0 N<iohtMdth HM ► 1.0 . ^AMA 103.3. C mae 3 LOaO Dratribution AA" 101.3, Cs 1 Lw d M-tr;6vdan Florida Extruders Drawing No. FLEX0026, FLEXD029 and FLEX0030 • er..+vim 4r Eyebrow Arch - Fixed Lite y Half Cirtao - Fixed Lite Florida Extruders Drawl -No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = 'A (b)(h). where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 1/i (h)(a + b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 32-3-3300 • Fax (407) 322-3507 5 5d WdZ0:T0 Z0@Z 60 'daS Z67S3ZB L017 : 'ON Xtid luaut212d-a 6utpltna : Wpaj r.r1i1-1aWOa5n-1 oanTeA dDr-=7_n P-D 90 daS FMda C'E1� TRAL FL0�A B. O. A: �'_ AMEND d�M, MANUFACTURERIgIAIE ASTER FME # Non -Rectangular Configurations Load Distribution: Loading to the head, sill and/or jamb were based on the centroid of the. configuration_ For the half -circle shown: where: Al = 1/i(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3.1416) A2 = Atotal - Al R = Radius - Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 -Nail length is 2.375", sheathing thickness is 1/2- and frame thickness Is 0:50" Embedment is 2.375 - .5 - .050 = 1.825" Nail Allowable at full embedment = 1.825(38) 69-35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf? x Design Pressure (psf)] / 69 Number of Fasteners is rounded up to the next highest full number, Load Area Js as shown above. Design Pressure was based on 45 and 70 psf. Fastener Spacing: Based on: One nail. is required a maxlmurn 6" from each corner of head, sill or jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 2S, Width 36", Height = 62' H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vi(W/2)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = `h (W/2)(W)/144 = 1/2(36/2)(36)/144 = 2.25 SF f 2540 3.ewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 32-2-3507 6 �d Wdba : TO Z00Z 60 'd�S Z6bS94-8 LOtr 'CH XVJ3 iu +1eda0 6u t p i t ng i qaj -,.1 �7.nc_+,ca rin-6i Ja.wO-4sn7 panjen d6S:Z.D ZD 60 da5 Affiff Naida_ �rc3LF l.t� Tom,, - Load on Jamb = 70(5.5) = 385 tbs. Load on Head/Sill = 70.(2.25) = 157.5 lbs. Number of Fasteners Jamb (N). = 385/69 5.5B 6 Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing lambs = (H - 2(Edge Distance))/((N :- 2) + 1) _ (62 - 2(6))/((6-2)+i) = .10:, Fastener Spacing Head/Sill _ (W - 2(Edge Distance))/((N - 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12" A similar calculation was .performed for the 45 .psf D.P. In turn, this calculation was duplicated for all. applicable window sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recornmendation of Attachment No. 2- Spreadsheets were developed to mechanize the.repetitive calculations. i - i A7 1_ A7- .- Y A2 - - -Yb L . EY. fi 1DA B. 0_ A- H.ad1511t W.Qltt i711i1 \ .0 F AC i .- F R Nr.4+.*E: AAMA 703.3, CGca 7 Load OicaranybortMAS E'ER Egg � ,er✓d fro t� 2S40 ]ewett Lane, Sanford, FL 32771-16D0 • (407) 323-3300 - Fax (407) 322-3507 7 8d Wdt73 : T8 Ze@Z 60 'daS Z6t'S926 40b 'ON XV3 6u t p I t r>q 1J363 .-- -.J c�r.c_Lco r i na. t-laWD15n`l DART 2A cIFC =�(� 7n go daS Sep,09 02 02:59p Valued Customer 1407) 834-9029 P.6_ ATTACHMENT NO., 2 [Alaernate Nailing Schedule_ and Installation Instructions - Fin Frame Window Required Nail. . Paslode Catalog #650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation - • Nail shall be installed to its -full depth In the side grain offraming members. Required embedment has considered window frame thickness and a sheathing thickness of Yz". Sheathing thickness greater that Ya" will require reduction in spacing based on the Manufacturer, Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in Head, Sill and lambs 6" maximurn from each corner of Rectangular Windows. Minimum of one nail required 6" maximum from each corner on Fans, Eyebrows, Quarter Circles, :Half Circles and Octagons. Spacing Between Corner- Nails of Rectangular Windows and along arched & straight_ perimeters of Fans, Eyebrows; Quarter Circles, Half Circles, Full. Circles,_Ovals and Octagons. 45 PSF Design Pressure: Maximum. of 8" on centerline. 7D PSF Design Pressure: Maximum of 5" on centerline. CEN T HAL FLO,ZIDA R.O.A.F. MANUFACTURER NAME. : MASTER FILE # 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 4 Sd WcE0:i0 E00Z 6e 'da5 e6tls3cs 46C 'ON XU3 luawl-tedza 6uspling. wodj ATTACHMENT NO. 1 Orange county Fenestration Masterfile List. Alternate Nailing Schedule -Drawing Applicability - Fin Frame Window e Masterfile _ No. Dw , No. Description 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Sin 1e Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window - Fin Half -Circle and Eyebrow shown. Applicable to other conFi urations note 9 on FLEX0037 E i 3;icAg. F1.0-1 A B.O.A-� . MANUFACTURER NAME: MASTER FILE 254b 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-33oo • Fax (407) 322-3507 3 t'd WCEO : Le is W 60 'day Zbt-S9M Ler 'ON Xt -I ;.uaw4-zed�Q 6u r p l t rig WOd-j _AWEAlTudeis bite La PJ, July 25, 2002 Florida County, City and Local Governments Community Development and Building. Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved .testing results for a single hung window with a straight head versus extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and _bear an AAMA or WDMA or other approved label .identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder's"approved testing reports for Milestone Single Hung Windows used. a straight head extrusion in the tests. These tests where performed to the. ANSI/AAMA/NWWDA 101/I.S.2 — 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 — 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller -window sizes, that a methodology grounded In sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 O MF &,Wudeis 3. For both considerations, that extrusion section properties remain the same, corner connections do not differ and that the glass thickness and style do not vary Florida Extruder Milestone Window test reports are based on the largest size window with comparative analysis (performed to the methods promulgated by AAMA 103.3) used to deterrriine the rating of window sizes smaller then those tested.. By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending the test results of a single hung window with a straight head to windows with half radius head (2" per.1' slope) or full radius -head (1" per 1' slope), the corner connection,extrusion section and glass thickness are the criticalfactors in determining applicability. In all cases for Florida Extruder Milestone Single .Hung a Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors. and Windows states: "All sizes of doors and windows are not required to be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus. in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory will test that configuration enveloping those . critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 2 File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 322-3507 3 IWANUF A( MASTETR, I '/r Pene;rat,on —th 'N Tap Con Screws 6' from corner and 24" on center PRECAST SILL Window Fastener Requirements Corrosive resistant #8 x 1 '14" PH Screw or ecuivaienf Y-10" from corners. 16" O.C. Max. Performance Class: AAMA/NWWDA 101/l.S.2-97 Each rating applies to windows of (he indicated size and smaller. 3 ! ' � 67- r1 -c 8 0 lop so i, WON• ViHy- ite 101 California Ave. RODUCTS, 17. Beaumont, CA 92223 P Series 625/825 Max. DP 80 Drawn by: Date: M. Smith I 09/26/01 Stucco Flange Windov., Installation j': LT NAILING FIN= =8 x 1'/. PH SCREW I FLASHING PAPER - I J �T 7 _ _ t'�it1'S �J�` ���rl "i; P El� Mi ASTER, it UHF # � 'WALL SILL Performance Class: AAMA/NWWDA 101/I.S.2-97 Each taring a0pes to windows of the indicated size and smaller. ar=er FCBD / OP BC 75' � 79--- :'99Ftat F.C3 5 / DP 35 V993F i39 4o- X. Hy— e •101 California Ave. LJ1tRODUCTS, ING Beaumont, CA 92223 Series 625/825 Max. DP 80 Window Fastener Requirements Drawn by: Dale: Corrosive resistant #8 x 11/a" PH Screw or equivalent M. Smith i 09/26/01 3"-10" from all corners, 16" O.C. Max. 21/4" Aluminum Frame Window Installation NAILING FIN zs X 1 1 ": PH Screw FLASHING PAPER RYWALL SILL ILI- MANUFACTURER N MfE' MASTER FE i-E # Perlormance Class: AAMA/NWWDA 101/l.S.2-97 F.,10 ra�ino aDohes to windows of the ;no'c"lleo "le ar.,' smaller. F C 0 1 Or 30 31- . 87- F C60 UP 80 i- -H +01 Dr ao F HCBO I DP 80 .183 1 LTA Hy-Lite 101 California Ave. PRODUCTS, INC. Beaumonl, CA 92223 Series 600/800 Max. DID 80 Window Fastener Requirements Drawn by: Date: Corrosive resistant #8 x 1114" PH Screw or equivalent M. Smith 09/26/01 3"-10' from all corners, 16" O.C. Max. 3" Aluminum Frame Window Installation L N;-iLING FIN #8 X.1 I'l-f z:[L)w -- -- , FLASHING PAPER 1--' 11ANUTFAC71 Performance Class: q AAMA/NWWDA 101/l.S.2-97 Each rating applies to windows of the n1caled s ze and smatter. ASTER IF107L, LE Operable Units DRYWALL 31" x 55" SILL F-C40 / DID 40 AP-C40 / DIP 40 8 Fixed Unils 3 1 * x 87' 79" F-C80 / OP 80 -C35 / DP 35 V99F.141 139 55' X 55" F-C65 / 0 ) P 65 V99F. I I SHEATHING (if required) I BUILDING PAPER H 1 ��� 101 California Ave. JJJLLL F 0M)CTF, INC-. Beaumont, CA 9222,-1 Prestige Series Max, DID 80 Fre &st Prestige Window Fastener Requirements Drawn by: Corrosive resistant #8 x 11/4" PH Screw Or equivalent M. Smith TTO/26101 3"-10" from all Corners, 15" O.C. Max. — Vinyl Window Installation Dlseloiir l The purpose of this instollotion drawing is to present the manufacturers recommendations for -CONCRETE OR CAULK BETWEEN anchorage(ie.,concretescrews.woodscrews,noilsondvutkemslructurolodhesive)toachievethedesgn IMPORTANT INFORMATION & GENERAL NOTES ONE BY WOOD p p product as required by Florida Building Code, Section 1707.4.4. These notes are provided to ensure proper- installation of Florida Extruders Milestone BUCK BY OTHERS MASONRY ` -OPENING WOOD BUCK -& ressures specified g BY OTHERS MAS'Y. OPENING Anchorage Methods. Recommendations regarding flashing. sealing, sealants or other joint sealant practices (NOTE 6 & 7) By OTHERS A does not constitute a warranty either expressed or ImpliedpfOdUCtS and must be fOIIOWed fully. CAULK BETWEEN B.W. (BUCK WIDTH) tGENERAL INSTALLATION INSTRUCTIONS WINDOW FLANGE EMBEDMENT & WOOD BUCK 1-1/4' MIN. ONE BY WOOD INSTALLATION ANCHOR a ° a EMBEDMENT BUCK BY OTHERS 3/16" DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. I (NOTE 6 & 7) (NOTE 12) p ALLOWABLE SHIM STACK TO BE 1/4". INSTALLATION ANCHOR '12) SHIM AS REQ'D. � Anchor 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. ' 3/16" DIA. TAPPER (NOTE 1/4" MAX. Location SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR STUCCO BY OTHERS SHIM AS RER'D. I/4' MAX I RIGID VINYL (SEE NOTES) GLAZING BEAD , (TYPJ Mea"e Meeting Rait. APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S Q PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. cWINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL Ul VULKEM 116 ADHESIVE CAULK, OR APRV'D; EOL. PERIMETER CAULK BY OTHERS (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL I< MIN. PRECAST SILL -v Q BY OTHERS D J W.H. F H SECTION A —A W.W. VIEWED FROM A A e] C EXTERIOR 0 E K B ELEVATION GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE PERIMETER & WOOD BUCK CAULK CONCRETE OR MASONRY OPENING BY OTHERS v W W BY OTHERS RECOMMENDATIONS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO ------ APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE RUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Anchor Location Below ANCHOR INSTALLATION INSTRUCTIONS Meeting Rail. GENERAL: E: o (WINDOW WIDTH) 1 STUCCO BY OTHERS CAULK BETWEEN WOOD BUCK & SECTION B—B MAS'Y. OPENING 0 BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS JPTIONAL) (NOTE 6, 7 and 16A) TALLATIOIN ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A (ALTERNATE) For installation with two by with or w/o one by wood bucks. wU-) REV DESCRIPTION Z REVISED ANCHOR LOCATION 0 w IN JAMB OF SIZE 37. NO Q u % CHANGE IN OUANTITY. W 16 2oaa E ADDED DISCLAIMER AND w a CLARIFIED LOCATION OF (n g JAMB ANCHORS_ 6) NAIL. ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.1,18" DIAMETER AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY STRUCTURAL BUCK. 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE FOIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 6. 8) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 9) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 10) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 11) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & #10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). (SEE SHEET 2 FOR CONTINUATION OF NOTES] DATE INI ATIONAL, INC. FLORIDA EXTRUDERS 12540NJEW TT LANE 4/23/04 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL 7/29/04 RJA SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1 500 & 2000 DRAWN BY: B B APPROVED BY: R JA DATE:?/29/04 SCALE: NTS DWG.: ELEX0016, SHT I _ / TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 40PV 41 Psr TO 7OPSF 30PSF TO 40PSF 4 1 PSF TO 7OPSF SIZE SIZE 12 - 18 1/8 x 25 B B B B F.G F.G F.G F,G 13 14 18 1/8 X 37 3/8 18 1/8 X 49 5/8 B B F,G F.G 145 18 1/8 X 55 1/4 B B F,G F,G F,G F'G 15 16 18 1/8 X 62 18 1/8 x 71 B B B B F,G F,G,H.1 17 18 1/8 x 83 B B F,G F,G,J,K 1 H2 25 1/2 x 25 B B F,G F.G F,G F;G 1 H3 25 112 X 37 3/8 BB B B F,G F,G.H,1 1H4 1 H45 25 1/2 X 49 5/8 25 1/2 x 55 1/4 B B F.G F.G,H,t 1 H5 25 1/2 X 62 B B F.G F.G.H,1 1H6 25 1/2 x 71 B B F,G F.G•H,I IH7 25 1/2 x 83 B B F,G,J,K F,G,J,K 30 1/2 X 26 29 1/2 x 25 B B F.G F.G F,G F,G 30 112 X 38 3/ 29 112 X 37 3/8 B B B B F.G F.G,H.1 30 1/2 X 50 5/8 29 1/2 X 49 5/8 B B F.G F,G,H,I 30 112 X 56 1/4 29 1/2 X 55 1/4 B B F,G F,G,H,1 30 1/2 X 63 30 1/2 x 72 29 1/2 X 62 29 1/2 x 71 B B F,G,H,1 FF,G,H,I 30 112 x 84 29 1/2 X 83 B B F ,G,J,K F,G,J,K 22 36 x 25 B B F,G F,G 23 36 x 37 3/8 B B F.G F.G 24 36 x 49 5/8 B B F.G F,G,H,1 245 36 x 55 1/4 B B F,G F,G,H,I 25 36 x 62 B B F,G.H,1 F,G,H,1 26 36 x 71 B B F,G.H.I D,E•F,G.H,I 27 36 x 83 B B F G J K F,G,H,1.J,K 42 x 26 41 x 25 B B F,G F,G 42 x 38 3/8 41 x 37 3/8 B B F,G FF,G,H,I 42 x 50 5/8 41 x 49 5/8 B B F,G F.G,H,I 42 x 56 1/4 41 x 55 1/4 B B F,G.H,1 F•G,H•1 42 x 63 41 x 62 B B F,G,H.1 D,E.F,G,H.1 42 x 72 41 x 71 B B F,G.H,1 D.E,F,G.H•1 42 x 84 41 x 83 B 8 F G J K F,G,H,I,J,K 48 x 26 47 x 25 B A.0 F.G F.G 48 x 38 3/8 47 x 37 3/8 B A,C F.G F,G,H.1 48 x 50 5/8 47 x 49 5/8 B B A,C A,C F,G F•G.H•1 F.G 'H.1 F,G,H,1 48 x 56 1/4 48 x 63 47 x 55 1/4 47 x 62 B A,C F,G.H,1 D•E.F.G.H,t 48 x 72 47 x 71 B A,C F,G,H.1 D,E,F.G.H,1 48 x 84 47 x 83 B A,C F,G,J,K D,E,F.G.H,I,J.K 32 52 1/8 X 25 B A,C F.G 33 52 1/8 X 37 3/8 B A.0 F.G F•G•H•1 34 52 1/8 X 49 5/8 B A,C F,G,H.1 F,G•H•1 345 52 1/8 X 55 1/4 B A,C F,G.H.1 D.E•F•G•H•1 35 52 1/8 X 62 B A,C F,G•H•1 D,E.F,G,H,1 36 52 1/8 X 71 B A,C F,G.H•1 D,E.F,G.H,I . 37 52 1/8 X 83 B A,C F,G,J.K D,E,F,G,H,I,J,K . 37 SIZE NU I AVAILABLE IN 1 UUU UK I JUU JtttILJ. .IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cont.) 3/16" DIA. TAPPER CONCRETE SCREW (WITH NON-STRUCTURAL ONE BY WOOD BUCK): 12) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 7), USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 13) SEE THIS SHEET FOR TAPPER INSTALLATION ANCHOR LOCATION CHART. LETTER DESIGNATIONS ON THE TAPPER LOCATION CHART INDICATE WHERE TAPPER CONCRETE SCREWS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A_KEY. 14) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TAPCON (by ELCO TEXTRON INC.)-OR TTTEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED WITH THE FOLLOWING LIMITATIONS FOR THE SINGLE HUNG WINDOW SIZES (1) 18 1/8 x 62 AND (2) 30 1/2 x 84: a) LIMIT TO 65 PSF, OR b) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS AT LOCATIONS H AND 1. 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK_ VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) W.W. FA B C D E J K W.H. F H ELEVATION #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FORSECTION B-B): 16) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK. 16A) IF A TWO BY & ONE BY WOOD BUCK ARE USED (SEE SECTION A -A ALTERNATE, SIMILAR FOR SECTION B-B), THEN # 10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK WILL BE USED AND THE ONE BY WOOD BUCK WILL BE SECURED TO THE TWO BY WOOD BUCK AS REQUIRED IN NOTE 6 & 7. 17) #10 WOOD SCREWS SHALL BE INSTALLED AT ALL FACTORY APPLIED INSTALLATION FASTENER HOLE LOCATIONS. 18) WOOD SCREWS SHALL NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. G DESIGN PRESSURE RATING & FBC REQUIREMENTS 19)'IF EXACT WINDOW SIZE IS NOT LISTED IN TAPPER ANCHOR CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. I 20) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE WINDOW SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 21) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 22) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 23) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD AND JAMBS TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.4.2 AND THE ENGINEER OF RECORD'S DETAILS. B FLORIDA EXTRUDERS INTERNATIONAL. LANE B C CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA D TITLE: INSTALLATION DETAIL E SGL- HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: R JA APPROVED BY: R JA DATE: 7/29/04 I SCALE: NTS DWG.:FLEX0016, SHT 2 OF 2 SHEATHING BY OTHERS STUCCO J OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'Q'D _ (SEE NOTES) -CAULK BETWEEN DOOR FLANGE & SHEATHING CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE oUa Q � n INSTALLATION ANCHOR #8 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 20) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED (SEE NOTE 1). INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS (NOTE 6) DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE 1-1/8' MIN.` EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKING REQUIRED (SEE NOTE 23. EMBEDMENT 0 1-1/4' MIN. INSTALLATION ANCHOR w m 3/16' DIA. TAPPER a (NOTE 15) 6 � w CONCRETE OR z MASONRY OPENING J BY OTHERS w w a SECTION A -A O OfL, TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 1/4' MAX. SHIM SPACE 4 1-1/8 MIN. EMBEDMENT TWO BY WOOD BY OTHERS (NOTE 6) SHIM AS REQ'D. (SEE NOTES) TWO BY WOOD BY OTHERS (NOTE 6) INSTALLATION ANCHOR #8 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN IN SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2' APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED — GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 1 J/4' MAX. SHEATHING BY OTHERS \_SLIDING GLASS DOOR INTERLOCK H[]OK STRIP DETAIL Disclaimer The purpose of this installation drawing is to present the manufacturer's recommendations for Aanchorage (i.e., concrete screws and wood screws) to achieve the design pressure specified on the fenestration product as required by Florida Building Code, Section 1707.4.4. Anchorage Methods. Recommendations regarding flashing, sealing, sealants or other joint sealant practices does not constitute a warranty either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4' LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY SILICONIZED ACRYLIC CAULKING UNDER SILL OR SET SILL IN BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD, JAMB AND HOOKSTRIP TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE WOOD OR APPROVED FRAMING MEMBERS PER FBC, SECTION 1707.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. / REV DESCRIPTION REVISED ROTES 1, 2. 3. 6. 11. 20. 25 B 30 AND ADDED ANO/OR REVISED RELATED REFERENCES AND/OR ILLUSTRATIONS. ADDED NOTE DEC 1 6 2 J 20 AND RELATED ILLUSTRATIONS. RENUUDERED NOTES 8 TO 10 h 21 TO 29 AND REVISEO REFERENCES TO Y T THESE NOTES. REVISED TAPPERS FORNE 9Ozx 3-PAL DOORS. C ADDED DISCLAIMER. [SEE SHEET 2 FOR CONTINUATION OF NOTES] DATE INI INTERNATIONAL, INC FLORIDA EXTRUDERS 2540 JEWETT 'LANE 12/18/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS 7/29/04 RJA DRAWN BY: BB I APPROVED BY: RJA ATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHT I OF 2� ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD (#8 WS) SILL (TAPPER) JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 45.PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 70 PSF TO 70 PSF 4068 XX, OX, XO 48 x 80 6 6 6 3 3 3 8 8 5068 XX, OX. XO 60 x 80 6 6 6 3 3 3 8 8 6068 XX, OX, XO 72 x 80 8 1 8 8 4 4 1 4 8 8 8068 XX, OX. XO 96 x 80 10 10 10 5 5 5 8 8 10068 XX OX XO 120 x 80 12 12 12 6 6 7 (D1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX, OX, XO. 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX, XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120 x 96 12 12 12 6 6 7 (D1) 10 10 50100 XX, OX, XO 60 x 120. 6 6 6 3 3 3 12 12 60100 XX, OX. XO 72 x 120 8 8 8 4 4 1 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 118 x 80 14 14 14 7 7 9 132 8 8 15068 OXO .181 1/8 x 80 16 16 16 8 10 (132) 11 (133) 8 8 9080 OXO 109 1/8 x 96 12 12 12 6 6 6 10 10 12080 OXO 145 1/8 x 96 14 14 14 7 8 D1 9 D2 10 10 15080 OXO 181 1/8 x 96 16 16 18 8 11 13 10 10 90100 OXO 109 118 x 120 12 12 12 6 6 6 12 12 120100 OXO 145 1/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 9068 XXX 106 5/8 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 7 7 8 D1 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 XXX 106 5/8 x 96 12 12 12 6 6 6 10 10 12080 XXX 142 5/8 x 96 14 14 14 7 8 (D 1) . 9 D2 10 10 15080 XXX 178 518 x 96 16 16 17 8 11 (133) 13 10 10 90100 XXX 106 5/8 x 120 12 12 1 12 6 6 6 12 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 1.91 518 x 80 18 18 18 9 10 (D1) 12 (133) 8 8 10080 OXXO 119 5/8 x 96 12 12 12 6 6 7 131) 10 10 12080 OXXO 143 5/8 x 96 14 14 14 7 8 131 9 (132) 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (133) 14 (D5) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (D1) 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 D2 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (D1) 13 (D4) 16 (137) 12 12 10068 XXXX 117 114 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 114 x 80 14 14 14 7 7 8 D1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (131) 1 10 (D2) 12 (134) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7 D1 10 10 12080 XXXX 141 114 x 96 14 14 14 7 8 D1 9(D2),10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (D1) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 131 12 12 120100 XXXX 141 1/4 x 120 14 14 14 7 8 D1 10 133 12 12 160100 XXXX 189 1/4 x 120 1 16 18 21 10 (D2) 13 (D5) 1 15 (D7) 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH.FACTORY APPLIED INSTALLATION HOLES_ "D1" THROUGH "DT' DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D_ 2) "D1" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS, INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) "D3" MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "D4" MEANS, INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) "D5" MEANS, INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "136" MEANS, INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "D7" MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES 1N SILL. B: SECONDLY, AT EACH END OF SILL NEAR JAMB CORNER, IF NEEDED_ C_ LOCATIONS IN SILL OTHER THAN AS LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (comet.) GENERAL INSTALLATION INSTRUCTIONS (cont.) 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "O" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHART. 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHQR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A", "B-B" & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 10) FOR POCKET DOOR SIZES, USE CLOSEST BYPASS DOOR SIZE AND CONFIGURATION TO FINISHED OPENING. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 11) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 12) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 13) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS_ 14) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & # 10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION)- 3/16- DIA. TAPPER CONCRETE SCREW (SILL): 15) WHERE DOOR IS INSTALLED ON A MASONRY OR CONCRETE SILL, USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH_ TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 16) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 17) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 18) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN SILL FRAME MEMBERS. 19) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TTTEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED_ 20) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED BY POWERS FASTENING, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH_ TO PROVIDE MIN. 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY_ #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR HEAD, JAMBS AND POCKET DOOR HOOK STRIP): 21) WHERE HEAD, JAMBS AND POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-1/8" MIN_ EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 22) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCREW REQUIREMENTS IN HEAD, JAMBS AND HOOK STRIP. 23) WOOD SCREWS SHALL NOT BE USED TO FASTEN HEAD, JAMBS OR HOOK STRIP INTO THE END GRAIN OF WOOD. 24) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAVITY OF 0.55 FOR SOUTHERN PINE. 25) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR #8 WOOD SCREW (1 1/8" MIN. EMB.) INSTALLATION SHALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK. DESIGN PRESSURE RATING & FBC REQUIREMENTS 26) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D_ 2NG7) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART_ DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE_ 28) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS_ 29) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 30) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. .EV FLORIDA EXTRUDERS INTERNATIONAL, E LANE A2540 CERTIFICATE Of AUTHORIZATION No. 9235 SANFORD FLORIDA B TITLE: SL I DING GLASS DOOR 500, 1000 & 2000 C FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE:NTS DWG #:FLEX0027 SHEET 2 Of 2 e r- .,.,.,. SHIM SPACE .. q .:MAX. SHI INSTALLAT.IDN ANCHOR INSTALLATION .ANCHOR I 1/q MIN,_ 7--CAULK- BETWEEN 6'- -DIA. TAPPER,_ _ 11g WOOD SCREW_ CTYP. WHERE - _zx4,`2x6; DR 2x8 WOOD ...EMBEDMENT WOOD BUCK & (NOTE 17) TAPPERS ARE NOT BY OTHERS -'"(NOTE 6) MAS'Y. OPENING CONCRETE OR REQ'D. - NOTE 22) o ONE BY WOOD gY OTHERS ONE BY WOOD BUCK BY OTHERS MASONRY OPENING BUCK BY OTHERS (NOTE 11 & 12) INSTALLATION ANCHOR BY OTHERS (NOTE 11 & 12) t18 WOOD SCREW (TYP.) CAULK BETWEEN SHIM AS (NOTE 23) DOOR FLANGE REQ'D (ANCHORS, SHOWN IN SAME & WOOD BUCK SLIDING GLASS CAULK BETWEEN PLANE FOR CLARITY ONLY_ (SEE DOOR FRAME Q WOOD BUCK & HOOK STRIP ANCHOR HOLES — PERIMETER NOTES) JAMB OPENING ) /q MIN- MAS'Y OPEN N .SPACED 2' APART ON p , I: 1 OPROS[TE .:FLANGES. CAULK.: BY v.: 1/4'.MAX. BY OTHERS EMBEDDMENT OTHERS o SHIM SPACE SHIM AS REQ'D. (SEE NOTES) SLIDING GLASS DOOR HOOK STRIP STUCCO — BY OTHERS INSTALLATION ANCHOR 68 SCREW WOOD (TYP. — WHERE TAPPERS ARE NOT REQ'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REOUIRED (SEE NOTE 2)- SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE a 0 0 INSTALLATION ANCHOR tm WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REO'D. ' SEE NOTE 22) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF- CONCRETE (SEE NO. T:E_?). SHIM AS RE.AUIRCD,(SEE..:NOTC 1) SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKINi REQUIRE (SEE NO O R _ CO NCE T R E _ - MaSOfvRY DPENING BY OTHERS n In KCAULK BETWEEN HOOK STRIP & WOOD BUCK 1 1/8' MIN. EMBEDMENT (TYP.) 4 �— a INSTALLATION ANCHOR 3/16' DIA. TAPPER (NOTE 17) 3/4" MAX. CAULK BETWEEN — TEMPERED GLASS DOOR FLANGE <TYP.) & WOOD BUCK TEMPERED GLASS (TYP.) PERIMETER a STUCCO CAULK BY CONCRETE OR H�OK BY OTHERS OTHERS MASONRY OPENING BY OTHERS STRIP DETAIL. SLIDING GLASS DOOR -- S.G.D. WIDTH INTERLOCK STUCCO BY OTHERS Disclaimer The purpose of this installation drawing is to present the monufocturersrecommendot ons for anchorage (i.e.. concrete screws. wood screws and noils) to ochle�e the design pressure specified on the — fenesirotion product as required 6y Florida Building Code. Section 1707_4.4. Anchorage Methods. SECTIONB C Recommendations regarding flashing. seating. sealants or other joint sealant practices does not constiluic a worronly either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be (allowed fully. H EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) ° EMBEDMENT a d 1-1/4' MIN- o o INSTALLATION ANCHOR :3Z (X o z 3/16- DIA. TAPPER (NOTC 17)cr W DO a CONCRETE OR 5 MASONRY OPENING _. BY OTHERS GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM- MAX- ALLOWABLE SHIM STACK TO BE 1/4"- LOAD BEARING SHIM AT SILL MUST BE. PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY SIUCONIZED ACRYLIC CAULKING UNDER SILL OR SET SILL IMBED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF. SILL RISER AND CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION_ 3) USE SILICONIZED ACRYLIC CAULK.FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & l BUCK FOR POCKET DOORS- 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. S) DOOR FRAME MATERIAL_ ALUMINUM ALLOY 6063. 6) TWO BY WODBCONCRETE K OR OTHER STRUCTURAL ATTHE L SUBSTRATE PER FBCESECTIONL170754-4 2EAND THD TO E ENGINEER ONSFER THE ORECORO'SE DETAILS- 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIOA EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "O" REPRESENTS FIXED PANEL, APPROVED CONFIGURATLONS ARE AS r LISTED ON THE ANCHOR INSTALLATION CHAR IS EET _ CONTNUAT[ON,OF NOTES) REV DESCRIPTION DATE INI /// B ii-C, "OTEs T. z. 3. 6. II. 12. 12/ 18/03 R JA: 13. 16. 2 h 31 AOOEO RC,w0/oa aC�SCSEO aEuiEO RCFERCNCES M O/OR 0.CUSTRATiONS. Rf.V.GCREO NOTES 6 10 10 AND 1 RCISEO REFCRE.CCS 10 T"CSC -OICS RiISCO r.W(RS FOR 90[[ 1 s-P—CT DOORS C AODCO DISCLAIMER 7/29/04 RJA [>�RN a-O[�AL: INC N FL0 I XT E 2 40 JEwrTI LANI; CERTIFICATE f THORIZA: N�NO.'9235 S�'NE'ORD,_.I'rLORIU� TITLE: [DING GLASS DOOR 500, 1000 & 2000 MASONRY INSTALLATION \,✓ITIT NUN-S1RU(-11j1`AI- BUCK AND TAPPERS _ f' -DRAWN BY: BB APPROVLD 13Y: RJO DA1'E:7/29/04 SCALE:NTS DWG 1! f LE_X0021 .Sllu- ANCHOR INSTALLATION CHART IMPORTANT INFORMATION & GENERAL NOTES (cont-) ' REOUIREO QUANTITIES OF ANCHORS HEAD 8 SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (#8 WS) GENERAL INSTALLATION INSTRUCTIONS (Coot:) Nominal Door Size Door Size TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF To II ^,l( O 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A", "B-B" C HC)l l�: `:, I RIPI);: I "-,It 'r' 1 and Confguralion TO 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF CONFIGURATIONS-4 INSTALLATION OF ALL APPROVED 8 10) FOR POCKET DOOR SIZES, USE CLOSEST BYPASS DOOR SIZE AND CONFIGURATION TO FINISHED OPENING. 4068 XX. OX. XO 48 x 80 3 4 4 8 3 3 3 60x80 5068 XX, OX. XO d 4 4 4 4 8 72 x 80 ANCHOR iNSTALIAT[ON INSTRUCTIONS 6068 XX, OX. XO 8 5 5 5 4 4 96x80 8068 XX. OX. XO 6 6 7 (D 1) 4 a 8 XX OX XO 120 z 80 10 5 5 GENERAL: 10068 60 x 96 3 3 3 80 XX, OX XO 5 5 10 XX. OX, XO 72 x 96 a 4 4 5 i 0 11) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER- USE A HARDENED'T-NAIL" WITH A 0.097" DLAt-I�TEF: nraE 1 J/8' LENGTH 80 80 XX, OX, XO 96 x 96 5. 5 5 5 10 5 5 (S/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0-148" DIAMETER AND 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 7 (D1) 80XX OX XO 120 x 96 6 6 12 6 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS_ NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS G ArE,i< I;, ;;a I r•IOr11r1A1. 00 XX, OX, XO 60 x 120 3 3 3 6 6 6 12 [8010OXX (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 1 1. 4 00 XX, OX XO 72x120 4 4 12 6 6 7 (D1) 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR I ! It::'NVIRONMENT 5 5 OX XO 96 z 120 8 6 4 4 AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR ItFCUr-tMENE.IATION OF 109 118 x 80 6 6 9068 OXO 4 q 8 7 9 D2 ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED- 12068 OXO 145 118 x 80 7 8 12068 118 x 80 8 10 (D2) 11 (03) 4 a 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER_ 15068 OXO 106 5 5 10 9 1/8 x 96 6 6 iS) W000 SCREWS SHALL MEET ANSI 618.6.1 DIMENSIONAL REQUIREMENTS. , 9080 OXO 9080 X0 145 1/8 x 96 7 8 01 9 D2 0 5 5 1 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #B WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WO(Y,1 ( 01N., I {r,i, . 1 PJd). 8 11 13 5 5 10 15080 OXO 181 118 x 96 109 118 x 120 6 6 6 6 7 D1 12 3/16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND JAMBS): 901000XO 120100 OXO 145 1/8 x 120 7 9 (02) 10 (D3) 6 7 (D 1) 8 8 9068 XXX 106 5/8 x 80 6 6 6 4 4 g 17) WHERE DOOR IS INSTALLED iN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A M.�ON-R, OR CU 1[RETE SILL, 4 4 12068 XXX 142 5/8 x 80 7 7 8 D1 g 4 USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH_ TO ACHIEVE MIN. EMBEDMENT OF 1 1/4" INTO MASONRY OR CONCRETE_ , 5/8 x 80 8 10 (D2) 11 (03) 4 5 10 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 6 Sib x 96 6 6 6 5 S 10 19) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 5/8 x 96 7 8 O1 9 02 5 13 5 5 t0 VU 20) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN ALL FRAME MEMBERS. 8 518 x 96 8 11 (D3) 6 7 12 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC_ WiLL BE USED- TITEN (by SIMPSON STRONG -TIE) CAN bE SUBSTI iU rLU v✓I rt I l rl` E OLLOWING 5/8 x 120 6 6 6 7 9 (02) 10 (D3) 6 7 12 LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: 120100 XXX 518 x 120 6 7 Di 4 a 8 a) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS_ 10068 OXXO 119 518 x 80 6 7 8 O1 4 a 8 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION St +ALL BE ANC 12068 OXXOHORED 143 518 x 80 7 9 10 (D1.) 12 (D3) 4 O WiTH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN- 5/8 IN. EMBEDMENT INTO WOOD BUCK- ALL REMAINING FACTORY APPLIED INSTALLATION F:iSTLNE z MULES IN THE 16068OXXO 191 518 x 80 119 5/8 x 96 6 6 7 D1 5 5 TI SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WiTH "BANTAM PLUG" OR "FLUTED" PLASC ANCHORS MANUFACTURED B'r 1'O%1vT!,S cA-STENING, 10080 OXXO 5 t0 143 518 x 96 7 8 D1 9 D2 5 INC- (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH_ TO PROVIDE MiN_ 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. 12080 OXXO 10 16080 OXXO 191 5/8 x 96 9 12 (D3) 14 (05) 5 5 7 D1 12 100100 0XX0 1 IV 5/8 x 120 6 6 7 D1 6 12 #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR POCKET DOOR HOOK STRIP): 120100 OXXO 143 518 x 120 7 9 D2 10(D3) 6 7 O1 160T00 OXXO 191 5/8 x 120 10 (O1) 13 (D4) 16 (D7) 6 7 (D1) 12 23) WHERE POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B 18.6. S!.1ri ICIErrT 4 4 8 10068 XXXX 117 1/4.x 80 6_ 6 6 4 B LENGTH TO ACHIEVE 1-1/8" MIN- EMBEDMENT INTO THE TWO BY WOOD BUCK RECEMNG THE POINT. 41 1/-0 x 80 7 7 8 O1 4 12068 XXXX 141 4 4 8 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCIEW REQUIREMENTS IN HOOK STRIP. 114 x 80 9 (7 10{02) 12 (D4) 16068 XXXX 5 10 5 2S) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD_ 10080 XXXX 117 I M x 96 6 6 7 D 1 5 5 t0 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GltAvi rY OF 0.55 12080 XXXX 141 114 x 96 7 8 01 9 D2 189 1/4 x 96 9 (D1) 12 (D4) 13 (05 5 10 5) FOR SOUTHERN PINE- 16080 XXXX 100100 XXXX 117 114 x 120 6 6 7 3 6 7 131) 12 8 O1 10 D3 6 7 01 t2 - DESIGN PRESSURE RATING & FBC REQUIREMENTS 120100 XXXX 141 1/4 x 120 7 160100 XXXX 189 114 x 120 10 (02) 13 (O5) 15 (07) 7 (D1) 12 INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR MIXT I AR GER S1ZF, FOR 27) IF EXACT DOOR SIZE iS NOT LISTED IN ANCHOR ANCHOR INSTALLATION CHART NOTES: THE APPROPRIATE DESIGN PRESSURE REQ'D. 28) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART- DESIGN PRESSURES (D.P.) TAPPERS ARE REQ'O. IN BOTH FACTORY APPLIED INSTALLATION HOLES. 1) IN SOME CASES "D7" IN WHICH SIZE 8 CONFIGURE ATIONS TWO TAPPERS ARE SHOWN ARE POSITIVE AND NEGATIVE. 01- THROUGH DESIGNATES 29) DOOR UNIT iS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. REO'D. TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. ; I RA1 FS AND 2► -01" MEANS. INSTALL -02- TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 31) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4-1 FOR ANCHORING REQUIREMENTS, 1707.4-4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUB 3) MEANS. INSTALL "D3- TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 4) MEANS. INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 5) 134- MEANS, INSTALL -05" TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 6) MEANS. INSTALL 7) "136" MEANS. INSTALL TWO TAPPERS IN SIX SETS OF .INSTALLATION HOLES. HOLES. REV. (N'I' `1z N A"I • I O N A I_., INC. F LO R I D A E XT R U D L R S i LAN (• 8) "07- MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION 254 O j I'.Wi', i A 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD 8 SILL SHOULD BE PRIORITIZED AS FOLLOWS: CERTIFICATE OF AUTHORIZATION N0. 9235 SA N i' OIZ I)FLORIDA A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD 8 SILL. EACH END OF HEAD 8 SILL NEAR JAMB CORNER, IF NEEDED. SLIDING GLASS DOOR 500, 1000 8. PON B: SECONDLY -AT C: LOCATIONS 1N HEAD B SILL OTHER THAN AS LISTED IN A 8 B. TITLE: C MASONRY INS TALL A 1 I ON \,1 I TH N(II`1 1.0) LOCATION OF ADDITIONAL TAPPERS IN JAMBS SHOULD BE PRIORITIZED AS FOLLOWS --- DUCK AND TAPPERS A: FIRST, ADJACENT TO LOCKS IN JAMBS. -- ---- -- — BB B SECONDLY, AT EACH END OF JAMBS NEAR HEAD 8 SILL CORNERS, DRAWN 13Y: APPROVED BY: C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A S.B. DATE: 7/29/04 SCALE:NTS DWG UFFLEXOVI 1000 S.H. 1 X 2 X 1/8 1000 S.H. JAMB (TYP.) T TUBE MULLION JAMB (TYP.) 48 X 1/2 SELF TAPPING SMS \L SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A —A (1 ) 1 X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. 1000 S.H. JAMB (TYP.) JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION — 08 X 1-1/2 SELF TAPPING SMS SECTION A —A (3) 1 X 4 X 1/8 TUBE MULLION JAMB DTYPS..) 1 I I I I JAMB O(T P.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS ECTION A -A (5) 1 X 2 X 3/8 TUBE MULLION #8 X 1/2 SELF TAPPING SMS \,L_ SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 #8 X 1-1/2 SELF TUBE MULLION TAPPING SMS SECTION A -A (2� I X 2 7/16 X 3/8 1000 S.H. TUBE MULLION JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS 08 X 1-1/2 SELF SEALANT BETWEEN TAPPING SMS WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (4) 1 X 4. X 3/8 / TUBE MULLION #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION �— 148 X 1-1/2 SELF TAPPING SMS SECTION A -A (6) 1,18 SELF 1Hr-r-1111U —� SMS (TYP.) DETAIL B ELEVATION VIEWED FROM EXTERIOR ONE BY WOOD DETAIL C BUCK BY OTHERS CONCRETE OR MASONRY Q 1 1/4" MIN. BY OTHERS a EMBEDMENT Q INSTALLATION ANCHOR 3/16- DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE (9 HEAD MULLION (APPLIES TO HEAD & SILL WHERE I " X 4' & 2" X 4" TUBE MULLIONS ARE USED) #8 x 112 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C w co Ln in o o m=i z Q C C C (VoO o av C't Ey >,in a _v For olternote sill DETAIL B profiles where Sill Clip" is not suitable, it is occeptoble to use-Instollotion Clip' os shown in E .1 C (with or who bucking). a INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — J 1 1/4' MIN. EMBEDMENT .Q PRECAST SILL BY OTHER AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) L I lq-(D G MULLION FLORIDA EXTR°UDERS12540 JEw TT LANE SANFORD FLORIDA TITLE: SER. 1000/ 1500 FLANGE SHEET 1 OE 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: M S H IAPPROVED BY: WAB DATE:6/ 1 7/04 SCALE. NTS DWG.: 1 VMFLG SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 1 X2 7/16X1/8 1 X2 7/16X 1 /8 1 X2 7/16X3/81 X2 7/16X3/8 1 X4X 1 /8. 1 X4X 1 /8 1 X4X3/8 I X4X3/8 2X4X3/8 CALL TIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL SIZE SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS 6 ANCHORS 4 ANCHORS 6 ANCHORS 6 ANCHORS SECT. A -A i SECT- A -A 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A 3 SECT. A-A(3) SECT. A -A 4 SECT. A -A 4 SECT_ A -A 5 SECT_ A-A(5) SECT. A-A(6) SECT. A-A(6) SECT. A-A(7) 12 19 1/8 X 26 336.52 732.42 336.52 692.83 336.52 732.42 336.52 732.4z. 791 .81 1187.72 791.81 1187.72 1187.72 317.66 209.72 429.55 209.72 456.46 209.72 456.46 493.47 740.20 493.47 740.20 740.20 13 19 1 /8 X 38 3/8 209.72 131.23 94.13 65.97 152.75 127.29 89.21 1 77.46 127.29 89.21 1 52.75 135.81 97.48 193.92 139.09 97.48 152.75 135.81 119.85 271.83 194.97 136.64 359.41 319.55 282.02 539.12 460.17 423.03 359.41 319.55 282.02 539.12 479.33 423.03 539.12 479.33 423.03 14 19 1/8 X 50 5/8 19 1/8 X 56 114 19 1/8 X 63 131.23 94.13 65.97 145 15 43.49 26.96 43.49 26.96 58.81 36.45 58.81 36.45 64.27 39.83 64.27 39.83 90.09 55.84 90.09 55.84 212.62 131.79 212.62 131.79 296.98 184.08 296.98 184.08 365.75 294.03 16 19 1/8 X 72 19 1/8 X 84 17 26 1 /2 X 26 262.87 572.13 262.87 541.20 262.87 572.13 262.87 572.13 618.52 927.78 618.52 927.78 927.78 1 H2 1 H3 26 1 /2 X 38 3/8 26 1 /2 X 50 5/8 26 1 /2 X 56 1/4 26 1 /2 X 63 157.93 97.25 69.43 48.44 239.21 97.25 69.43 48.44 157.93 113.20 93.89 65.51 323.48 131.51 93.89 65.51 157.93 113.20 100.17 71.58 343.74 1 43.71 102.59 71 _58 157.93 113.20 100.17 88.01 343.74 201.45 143.81 100.34 371.61 266.35 235.70 207.10 557.41 399.53 339.42 236.83 371.61 266.35 235.70 207.10 557.41 399.53 353.55 310.65 557.41 399.53 353.55 310.65 1 H4 1 H45 1 H5 1 H6 26 1 /2 X 72 31.79 31.79 42.99 42.99 46.98 46.98 65.86 65.86 155.44 155.44 217.11 217.11 267.38 1 H7 26 1 /2 X 84 19.62 19.62 26.53 26.53 28.99 .99 40.64 40.64 95.93 95.93 133.99 133.99 214.02 37 X 26 216.75 471.75 216.75 471 _75 216.75 1.75 F47 21 6.75 471.75 510 765 510 765 765 22 7 X 38 3/8 122.22 185.12 122.22 250.32 122.22 266.00 122.22 266.00 287.57 431.36 287.57 431.36 431.36 23 24 37 X 50 5/8 73.34. 73.34 85.36 99.17 85.36 108.37 85.36 151.91 200.86 301.29 200.86 301.29 301.29 245 37 X 56 1 /4 51 _97 51 .97 70.28 70.28 74.98 76.79 74.98 107.65 176.43 254.07 176.43 264.64 264.64 25 37 X 63 36.01 36.01 48.70 48.70 53.21 53.21 65.43 74.59 153.96 176.06 153.96 230.94 230.94 37 X 72. 23.47 23.47 31.74 31.74 34.69 34.69 48.62 48.62 114.76 114.76 131.61 160.30 197.41 E26 27 37 X 84 14.39 14.39 19.46 19.46 21.26 21.26 29.81 29.81 70.36 70.36 98.27 98.27 156.97 53 1/8 X 26 191.61 417.04 1 91 .61 394.49 191.61 417.04 191.61 417.04 450.85 676.28 450.85 676.28 676.28 32 33 53 1/8 X 38 3/8 98.38 149.02 98.38 201.51 98.38 214.14 98.38 214.14 231.50 347.25 231.50 347.25 347.25 34 53 1/8 X 50 5/8 56.23 56.23 39.32 65.45 76.04 65.45 83.09 65.45 116.47 154.00 231.01 154.00 231.01 231.01 345 53 1/8 X 56 1/4 39.32 53.17 53.17 56.73 58.10 56.73 81.44 133.48 192.22 133.48 200.23 200.23 35 53 1/8 X 63 26.92 26.92 36.40 36.40 39.78 39.78 48.91 55.76 115.08 131.60 115.08 172.63 172.63 36 53 1/8 X 72 17.34 17.34 23.45 23.45 25.62 25.62 35.92 35.92 84.77 84.77 97.21 118.41 145.82 37 53 1/8 X 84 10.51 10.51 1 4.21 14.21 1 5.53 15.55 21.77 21.77 51.39 51.39 71.78 71.78 120.81 NOTES: A) NUMBER OF ANCHORS NOTED ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED AT EACH END USING 1 1/4" EMBEDMENT- (3) PRESSURES GIVEN IN PSF ARE FOR 2/3 OF ULTIMATE MULLION DESIGN LOAD WHERE THIS ULTIMATE LOAD IS BASED ON 1.5 X DESIGN PRESSURE PER 1707-4-5-4. USE THE OPENING'S DESIGN PRESSURE WITHOUT INCREASE FOR COMPARISION TO THIS CHART- _ C) THE MULLED WINDOW ASSEMBLY'S OVERALL DESIGN PRESSURE RATING IS THE LOWER OF EACH INDIVIDUAL WINDOWS LABEL RATING. ASTM E 1 300 GLASS LOAD RESISTANCE OR THE LOAD RATING OF THE MULLION PER THIS DRAWING. WHEN CHOSING A MULLION. EXCEED THE WINDOW/GLASS DESIGN PRESSURE THEREBY CAUSING THE WINDOW/GLASS DESIGN PRESSURE TO GOVERN- FLORIDA EXTRUDERS INTERNATIONAL.- INC- 2540 JEWETT LANE SANFORD FLORIDA ` TITLE: DESIGN PRESSURE CAPACITIES FLANGE VERTICAL MULLIONS - S E R. 1000 1500 DRAWN BY: J BH APPROVED BY: WA B DATE:6/ I %/O4 SCALE: FULL Dwc-: 1 VMFLG PG 2 41 Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407) 857-7855 Project: Lennar Homes, Catalina II C Celery Estates Lot 15, City of Sanford Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Gravity — Floor 60 psf Total Load Wind: 120 mph as per ASCE 7-02 & FBC2004.Truss design software: Mitek202O Name, Address and License # of Structural Engineer of Record for the Building: Name: Lindemann Bentzon Engineering Company, Inc. License #EB0006871 Address: 375 Highway 50, Clermont, Florida 34711 This package includes truss design drawings with individual date of design. These trusses are listed below and/or on the attached spread sheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. This is in accordance with Rule 61 G5-31.003, section 5 of the Florida Board of Professional Engineers. HROI, J01403, RO1-R10, R13, R13G, R16, R16G, R17, R19, V01-VO4 �----� October 16, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 D FOR CODE COMPLO, C' REVIEWS R N�IN��RIN� TRUSSWAY, Ltd. 8850 Trussway Blvd. aOrlando, FL 32824 Phone: 407-857-2777 Fax:407-857-7855 To: Lennar Orlando Orlando, Florida Deliver List Job Number: LE3158 Page: 1 Date: 06-09-2006 - 4:30:38 PM Project: Block No: Model: Lot No: Project ID: II-C Contact: Site: Office: Deliver T0: CATALINA II C Account No: Designer: JMT Salesperson: Quote Number: Name: Phone: Fax: Tentative Delive Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-2-7 3 HROI 35 lbs. each 8-5-1 OUTRIGGER 3.54 0.00 1-5-0 0-0-0 1-6-13 6 J01 2-0-0 JACK 5.00 1-0-0 0-0-0 .� 7 lbs. each 0.00 2-4-13 6 J02 4-0-0 JACK 5.00 1-0-0 0-0-0 141bs. each 0.00 3-2-13 23 J03 20 lbs. each 6-0-0 JACK 5.00 0.00 1-0-0 0-0-0 3-2-13 1 ROI 40-0-0 RHIP GIR 5.00 1-0-0 1-0-0 223 lbs. each 2X4/2X6 2 Rows Lat Brace 0.00 1 R02 40-0-0 RHIP 4-0-13 5.00 1-0-0 1-0-0 / 187 lbs. each 0.00 ��•{' 4-10-13 2 R03 40-0-0 RHIP 5.00 1-0-0 1-0-0 189 lbs. each 2 Rows Lat Brace 0.00 5-8-13 2 R04 40-0-0 RHIP 5.00 1-0-0 1-0-0 194 lbs. each 2 Rows Lat Brace 0.00 6-6-13 2 R05 40-0-0 RHIP 5.00 1-0-0 1-0-0 190 lbs. each 0.00 7-4-13 2 R06 40-0-0 RH1P 5.00 1-0-0 1-0-0 209lbs. each 0.00 8-2-13 2 R07 40-0-0 RHIP 5.00 1-0-0 1-0-0 205 lbs. each 2 Rows Lat Brace 0.00 9-0-13 11 R08 40-0-0 REG 5.00 1-0-0 1-0-0 195lbs. each 2.18181818181818 Bi09LaT E race 4-10-13 1 R09 40 - 0 - 0 ROOF TRUSS 5.00 1-0-0 1-0-0 189 lbs. each 2 Rows Lat Brace 0.00 4 - 10 - 13 1 RIO 40-0-0 ROOF TRUSS 5.00 1-0-0 1-0-0 193 lbs. each 0.00 4-10-13 4 R13 20-0-0 REG 5.00 0-0-0 1-0-0 83 lbs. each 0.00 s 0 - 4 - 0 4 - 10 - 13 1 R13G 20-0-0 REG 5.00 0-0-0 1.-0-0 83 lbs. each 0.00 s 0 - 4 - 0 6-6 c 0 - 4 - 0 1 R16 8-7-8 REG 5.00 1-0-0 1-0-0 30 lbs. each 0.00 2-6-6 c0-4-0 1 R16G 8-7-8 REG 5.00 1-0-0 1-0-0 �. 30 lbs. each 0.00 2-6-6 1. R17 8-7-8 RGBL 5.00 1-0-0 1-0-0 35 lbs. each 0.00 4-10-13 1 R19 20-0-0 RGBL 5.00 1-0-0 1-0-0 105 lbs. each 0.00 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Job Number: LE3158 `Orlando, FL 32824 Lennar Orlando Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 2 Date: 06-09-2006 - 4:30:39 PM Project: Block No: Model: Lot No: Project ID: II-C Contact: Site: Office: Deliver TO: CATALINA II Account No: Designer: JMT Name: Phone: C Salesperson: Fax Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 0-10-4 c4-0-0 1 Vol 4-0-0 RVAL 5.00 0-0-0 0-0-0 ® 101bs. each 0.00 I-8-4 c 8 - 0 - 0 1 V02 8-0-0 RVAL 5.00 0-0-0 0-0-0 24 lbs. each 0.00 2-6-6 c8-2-8 1 V03 12-0-0 RVAL 5.00 1-0-12 1-0-12 35 lbs. each 0.00 s l- 9- 0 s l- 9- 0 3-4-4 c8-2-8 1 VO4 16-0-0 VALLEY 5.00 1-0-12 1-0-12 39lbs. each 0.00 s3-9-0 s3-9-0 -Wes v - \ LE3158 IHR01 IOUTRIGGER H40214 1-5-0 5-7-13 2-9-4 2x3 I I Scale = 1:18.0 E 3x3 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 331/0-3-8 F = 460/0-3-8 Max Horz B = 177(load case 3) Max Uplift B = -178(load case 3) F = -243(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-389/174 C-D = -50/22 D-E = -6/0 D-F =-132/125 BOTCHORD B-F =-286/351 WEBS C-F =-412/335 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8-5-1 CSI DEFL in (loc) I/defl L/d TC 0.14 Vert(LL) -0.20 B-F >494 240 BC 0.38 Vert(TL) -0.51 B-F >190 180 WB 0.10 Horz(TL) 0.00 F n/a n/a (Matrix) Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint B and 243 lb uplift at joint F. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=0(F=10, B=1 0)-to-F=-42(F=-1 1, B=-11), B=-2(F=29, B=29)-to-D=-124(F=-32, B=-32), D=-84(F=-32, B=-32)-to-E=-87(F=-34, B=-34) PLATES GRIP MT20 244/190 Weight: 36 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Ver{jy design parameters and READ NOTES ON THIS AND INCLUDED MrTEE REFERENCE PAGE MU-7473 BEFORE USE. - Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I LE3158 J01 IJACK H40216 1-0-0 2-0-0 Scale = 1:7.3 2-0-0 x — 2-0-0 LOADING (psf) SPACING 210-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase .25 TC 0.16 Vert(LL) -0.00 B >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 8 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 156/0-3-8 D = 19/0-3-8 C = 42/0-3-8 Max Horz B = 76(load case 6) Max Uplift B = -113(load case 6) C = -33(load case 6) Max Grav B = 156(load case 1) D = 39(load case 2) C = 42(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/21 B-C = -30/12 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf, BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed , Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint B and 33 lb uplift atjoint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1UTE% REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters 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 responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Y Igbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 NZF (407) 857 2777 LE3158 J02 JACK Trussway, Orlando, FI L -1-0-0 i T 1-0-0 Qty Ply LE3158 - Lennar Homes - CATALINA 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. 4-0-0 4-0-0 C LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 101/0-3-8 B = 228/0-3-8 D = 37/0-3-8 Max Horz B = 119(load case 6) Max Uplift C = -90(load case 6) B = -135(load case 6) Max Grav C = 101(load case 1) B = 228(load case 1) D = 74(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C = -51/32 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified.' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint C and 135 lb uplift atjoint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 14 lb H402171 Scale = 1:11.0 1 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 PP fY 9 P P P P P P tY 9 9 9 9 691 sway 8850 Tru TRILISSIlIff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 qqzoop Safety Information available from Truss Plate Institute,.583 D'Onofno Drive, Madison, WI 53719. H40218 LE3158 J03 Trussway, Orlando, FI JACK 1 1 Job 6.200 s 1-0-0 6-0-0 C 3x3 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.06 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.16 B-D >430 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 164/0-3-8 B = 304/0-3-8 D - 57/0-3-8 Max Horz B = 165(load case 6) Max Uplift C = -149(load case 6) B = -155(load case 6) Max Grav C = 164(load case 1) B = 304(load case 1) D = 114(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -82/52 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7r02; 120mph (3-second gust), h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed, MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint C and 155 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED DHTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only With Wei< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:15.8 PLATES GRIP MT20 244/190 Weight: 20 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 9411 Alcorn -St-,- Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 March 10,20061 H40222 I LE3158 IR01 IRHIP GIR �1-01 6-0-0 10-8-1 15-5-13 20-0-0 24-6-3 29-4-0 34-0-0 40-0-0 V:9-p 1-0-0 6-0-0 4-8-1 4-9-13 4-6-3 4-6-3 4-9-13 4-8-1 6-0-0 1-0-0 Scale = 1:70.8 6x7 = 5.00 F12 C V 4x5 = 3x6 = 4x9 = 2x4 11 4x9 = D E F G H 4x5 = 6x7 Zz I W J 47 = u T S R Q P O N M 4x7 2x4 11 4x5 = 5x6 = - 6x10 = 6x6 = 45 = 2x4 11 6x6 = 5x6 = 5-10-4 10-8-1 15-5-13 154-0 20-0-0 1 24-6-3 29-4-0 34-1-12 I 40-0-0 i 5-10-4 4-9-13 4-9-13 0-2-3 4-4-0 4-6-3 4-9-13 4-9-13 5-10-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.23 N-P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.39 N-P >751 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 223 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W2 2 X 4 SYP No.2ND W2 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 2-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 1 Row at midpt D-R, H-Q REACTIONS (lb/size) B = 626/0-3-8 R = 3962/0-7-8 K = 1528/0-3-8 Max Horz B = 63(load case 5) Max Uplift B = -356(load case 5) R = -1920(load case 3) K = -722(load case 6) Max Grav B = 637(load case 9) R = 3962(load case 1) K = 1531(load case 10) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-969/450 C-V =-147/433 D-V =-147/434 D-E =-1346/2875 E-F =-1346/2875 F-G =-386/231 G-H =-386/231 H-1 =-2580/1293 I-W =-3485/1722 J-W =-3485/1722 TOPCHORD J-K =-3251/1470 K-L = 0/26 BOTCHORD B-U =-354/818 T-U =-344/784 S-T =-433/289 R-S =-433/289 Q-R =-2875/1465 P-Q =-1179/2580 O-P =-1607/3485 N-O =-1607/3485 M-N =-1264/2890 K-M =-1272/2923 WEBS C-U =-164/578 J-M =-154/551 D-T =-118/673 F-R =-2321/1306 G-Q =-499/418 H-P =-143/669 I-N =-174/288 C-T =-12851567 D-R =-2804/1347 F-Q =-1788/3679 H-Q =-2507/1209 I-P =-1024/482 J-N =-387/751 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint B, 1920 lb uplift atjoint R and 722 Ib uplift atjoint K. 7) Girder carries hip end with 6-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Iq 0 provided sufficient to support concentrated load(s) 360 lb down and 200 lb up at 34-0-0, and 360 lb down and 200 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-J=-116(F=-56), J-L=-60, B-U=-20, M-U=-39(F=-19), K-M=-20 Concentrated Loads (lb) Vert: U=-360(F) M=-360(F) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED bDTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department - Design valid for use only with MT9411 Alcom St. ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify, of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ILE3158 IR02 RHIP city Ply LE3158- Lennar Homes- 1 1 H40223I n1-0-0 64-7 8-0-0 13-4-1 20-0-0 26-7-15 32-0-0 33-7-9 40-0-0 41-0-Q 1-0-0 6-4-7 1-7-9 5-4-1 6-7-15 6-7-15 54-1 1-7-9 6-4-7 - 1-0-0 Scale = 1:71.1 6x6 = 5.00 F12 3x5 = qI� 0 3x6 = 3x5 = 3x5 = 6x6 = Iv 0 4x5 = R - Q P O N M 4x5 = 4x9 = 3x6 = 5x5 = 5x5 = 3x6 = 4x9 = 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004lTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) B = 420/0-7-8 P = 2022/0-7-8 K = 865/0-7-8 Max Horz B = 74(load case 6) Max Uplift B = -254(load case 6) P = -796(load case 4) K = -375(load case 7) Max Grav B = 443(load case 10) P = 2022(load rase 1) K = 877(load case 111 FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-418/197 C-D =-205/149 D-E =-132/127 E-F =-426/1241 F-G =-426/1241 G-H =-823/378 H-1 =-1138/459 I-J =-1274/497 J-K =-1479/524 K-L = 0/22 BOT CHORD B-R =-140/323 Q-R =-641/285 P-Q =-641/285 O-P = -34/90 N-O =-392/1108 M-N =-392/1108 K-M =-390/1291 WEBS C-R =-334/269 32-0-0 CSI DEFL in (loc) I/defl TC 0.55 Vert(LL) -0.11 O-P >999 BC 0.48 Vert(TL) -0.29 K-M >999 WB 0.91 Horz(TL) 0.03 K n/a (Matrix) WEBS D-R =-107/49 E-R =-222/858 E-P =-1058/510 G-P =-1602/745 G-O =-257/949 H-O =-517/293 H-M =-62/127 I-M =-143/395 J-M =-298/260 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint B, 796 lb uplift at joint P and 375 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 187 lb r Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZT-7473 BEFORE USE. Engineering Department Design valid for use only with M79411 Alcorn St.ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. O N: LE3158 R03 RHIP Uty Ply LE3158- 1 1 Job Refe 6.200 s Jul 1 H40224 I1-0-Q 5-8-6 10-0-0 16-11-2 23-0-14 30-0-0 34-3-10 40-0-0 41-0-p 1-0-0 5-8-6 4-3-10 6-11-2 6-1-12 6-11-2 4-3-10 5-8-6 1-0-0 Scale = 1:71.0 3x5 = 6x6 = 3x6 = 5.00 F12 D E F 3x5 = G 6x6 = H 4x7 = P O N M L 4x7 = 4x9 = 3x10 M1120H = 3x5 = 3x10 M1120H = - 4x9 = - 10-0-0 10-0-0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except' T2 2 X 4 SYP No.2, T3 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except` B2 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B = 596(load case 4) J = 596(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3473/1262 C-Q =-3121/1141 D-Q =-3057/1147 D-E =-2852/1093 E-F =-3754/1485 F-G =-3754/1485 G-H =-2852/1093 H-R =-3057/1147 I-R =-3121/1141 I-J =-3473/1263 J-K = 0/22 BOTCHORD B-P =-1101/3148 O-P =-1359/3686 N-O =-1359/3686 M-N =-1353/3686 L-M =-1353/3686 J-L _-1075/3148 WEBS C-P =-370/321 D-P =-257/902 E-P =-1075/521 10-0-0 10-0-0 CSI DEFL in (loc) I/deft TC 0.89 Vert(LL) 0.40 N >999 BC 0.95 Vert(TL) -0.91 L-N >524 WB 0.35 Horz(TL) 0.25 J n/a (Matrix) WEBS E-N = 0/235 G-N = 0/235 G-L =-1075/521 H-L =-257/902 I-L =-370/322 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint B and 596 lb uplift at joint J. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 10-0-0 Ud PLATES GRIP 240 MT20 244/190 180 M1120H 187/143 n/a Weight: 189 lb WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job TN68 NSS ype ty y Lennar Homes - CATALINA H40225 LE3158 R04 RHIP 1 1 �LE3158- Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:33 2006 Page 1 �1-0-p 6-6-14 12-0-0 17-4-0 22-8-0 28-0-0 33-5-2 40-0-0 41-" 1-0-0 6-6-14 5-5-2 5-4-0 54-0 5-4-0 5-5-2 6-6-14 1-0-0 Scale = 1:71.0 6x6 = 3x5 = 3x5 = 6x6 = - 5.00 12 D E F G 2x4 2x4 i P Q C W2 1 W W2 3 H Y 4 W B I J dIA 0 q 0 4x7 = O N M L K 4x7 = 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 10-10-4 20-0-0 29-1-12 40-0-0 10-10-4 9-1-12 9-1-12 10-10-4 Plate Offsets X,Y : B:0-0-14,0-0-2 , D:0-2-5,Ed e , G:0-2-5,Ed e , 1:0-0-14,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.34 B-O >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.99 B-O >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.25 1 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 194 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND F-K =-816/366 G-K =-247/907 BOT CHORD 2 X 4 SYP No.2ND H-K =-448/352 WEBS 2 X 4 SYP No.3 NOTES (8-9) BRACING 1) Unbalanced roof live loads have been considered for TOP CHORD this design. Structural wood sheathing directly applied or 2-3-9 oc 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; purlins. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; BOT CHORD enclosed; MWFRS gable end zone and C-C Interior(1) Rigid ceiling directly applied or 2-2-0 oc bracing. zone; cantilever left and right exposed ; Lumber WEBS DOL=1.33 plate grip DOL=1.33. This truss is designed 1 Row at midpt E-O, F-K for C-C'for members and forces, and for MWFRS for reactions specified. REACTIONS (lb/size) 3) Provide adequate drainage to prevent water ponding. B = 1657/0-3-8 4) This truss has been designed for a 10.0 psf bottom 1 = 1657/0-3-8 chord live load nonconcurrent with any other live loads. Max Horz 5) This truss requires plate inspection per the Tooth B = 74(load case 6) Count Method when this truss is chosen for quality Max Uplift assurance inspection. B _-564(load case 4) 6) Provide mechanical connection (by others) of truss to I =-564(load case 5) bearing plate capable of withstanding 564 lb uplift at joint B and 564 lb uplift at joint 1. FORCES (Ib) 7) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD A-B = 0/22 B-C =-3437/1180 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. C-P =-3045/1038 D-P =-2965/1055 9) NOTE: The seal on this drawing indicates _ D-E =-2529/949 E-F =-3125/1197 acceptance of professional engineering responsibility F-G =-2529/949 G-Q =-2965/1055 solely for the truss component design shown. H-Q =-3045/1038 H-1 =-3437/1180 1-J = 0/22 LOAD CASE(S) l l KAGagan, P.E. BOT CHORD Standard B-O =-1022/3114 N-O =-1028/3081 Florida P.E. No. 25389 M-N =-1028/3081 L-M =-1022/3081 8850 Tru55Way Boulevard K-L =-1022/3081 I-K =-994/3114 Orlando, FL 32824 WEBS C-O =-448/352 D-O =-247/907 E-O =-816/366 E-M = 0/189 F-M = 0/189 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. Engineering Department 9411 Alcorn Design valid for use only with M77ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 7093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 REPOMOW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onol Drive, Madison, WI 53719. H40226 ILE3158 IR05 RHIP 1 1 Job 6.200 s �1-0-p 7-0-0 14-0-0 20-0-0 26-0-0 33-0-0 40-0-0 41-0-p r 1-0-0 7-0-0 7-0-0 6-0-0 6-0-0 7-0-0 7-0-0 1-D-0 Scale = 1:70.8 5.00 12 6x7 = 2x4 11 6x7 5x5 = p O N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = . 3x5 = 9-10-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 BOTCHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = I 75(load case 6) Max Uplift B = 556(load case 6) J =-556(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3454/1091 C-D =-3129/987 D-E =-3030/1009 E-F =-2745/1018 F-G =-2745/1018 G-H =-3030/1009 H-1 =-3129/987 1-J =-3454/1091 J-K = 0/22 BOTCHORD B-P =-943/3128 O-P =-684/2419 N-O =-684/2419 M-N =-667/2419 L-M =-667/2419 J-L = 912/3128 WEBS C-P =-466/358 E-P =-188/660 E-N =-177/594 F-N =-441/333 G-N =-177/594 G-L =-188/660 I-L =-466/358 10-1-5 10-1-5 CSI DEFL in (loc) I/dell TC 0.96 Verl 0.28 N >999 BC 0.95 Vert(TL) -0.77 N-P >617 WB 0.27 Horz(TL) 0.22 J n/a (Matrix) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint B and 556 lb uplift at joint J. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 191 lb k WARNING - Ver{fg design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r —7: Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 'I''r 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 ILE3158 IR06 RHIP Uty fly LE3158 - Lerner Homes - CATALI 1 1 Job Reference (optional) H40227 i1-0-Q 6-10-12 11-1-2 16-0-0 20-0-0 24-0-0 28-10-14 33-1-4 40-0-0 41-0-p 1-0-0 6-10-12 4-2-6 4-10-14 4-0-0 4-0-0 4-10-14 4-2-6 6-10-12 1-0-0 Scale = 1:71.0 5.00 12 6x7 2x4 11 6x7 = 4x7 = R Q P O N 47 = 4x9 = 3x6 = 4x9 = 3x6 = 4x9 = 11-1-2 Plate Offsets (X Y): [B:0-0-14 0-0-2] [L:0-0-14,0-0-2 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1657/0-3-8 L = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B _-554(load case 6) L = 554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3398/1053 C-S _-3048/931 D-S =-3019/934 D-E _-2958/946 E-F =-3055/1041 F-G =-2373/860 G-H =-2373/860 H-1 _-3055/1041 I-J =-2958/946 J-T =-30191934 K-T =-3048/931 K-L =-3398/1053 L-M = 0/22 BOT CHORD B-R =-853/3073 Q-R =-545/2241 P-Q =-545/2241 O-P =-532/2241 N-O =-532/2241 L-N =-853/3073 WEBS C-R =-382/307 E-R =-277/202 F-R =-286/880 F-P =-93/406 G-P =-288/219 H-P =-93/406 H-N =-286/880 8-10-14 8-10-14 CSI DEFL in (loc) I/dell TC 0.66 Vert(LL) -0.37 L-N >999 BC 0.98 Vert(TL) -1.08 L-N >443 WB 0.35 Horz(TL) 0.22 L n/a (Matrix) WEBS I-N =-277/202 K-N =-382/307 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf, BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint B and 554 lb uplift at joint L. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 11-1-2 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 210 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Aoft Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) on, X 7 TRILISSM is for lateral support of individual web. members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 691 6900 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, elive, erection and bracing, consult ANSI/TPi1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 qqZMOPF Safety Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, WI 53719. ILE3158 IR07 IRHIP I I 1 I H40228 i1-0-Q 6-0-0 12-2-6 18-0-0 22-0-0 27-9-11 34-0-0 40-0-0 41-0-0 i 1-0-0 6-0-0 6-2-6 5-9-11 4-0-0 5-9-11 6-2-6 6-0-0 1-0-0 Scale = 1:71.0 �l 0 6x6 5.00 F12 6x6 zz G 4x7 = O P O N M 4x7 = 3x5 = 4x6 = 6x12 = 4x6 = 3x5 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 - 10-0-0 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.26 O >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.75 O-Q >635 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.23 K n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND G-O =-140/574 E-O =-836/336 BOTCHORD 2 X 4 SYP No.2ND H-O =-836/336 H-M =-74/537 WEBS 2 X 4 SYP No.3 J-M =-394/328 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt E-O, H-O REACTIONS (lb/size) B = 1657/0-3-8 K = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B =-554(load case 6) K =-554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C =-3471/1053 C-D =-3121/909 D-R =-3071/915 E-R =-3050/931 E-F =-2188/744 F-G =-20911757 G-H =-2188R44 H-S =-3050/931 I-S =-3071/915 I-J =-3121/909 J-K =-3471/1053 K-L = 0/22 BOTCHORD B-Q =-896/3146 P-Q =-641/2640 O-P =-641/2640 N-O =-641/2640 M-N =-641/2640 K-M =-864/3146 WEBS C-Q =-394/328 E-Q =-74/537 F-O =-140/574 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint B and 554 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 206 lb LOADCASE(S) lqbal KAGagan, P.E. Standard Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 k WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MI7-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Iq 0 March 10,2006 1 9411 Alcom SL r � ..... Houston, TX 77093 (713) 691 6900 TRUSSWU 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40229 ILE3158 IR08 REG 1 1 Job 6.200 s 11-0-p 7-2-12 14-2-4 20-0-0 25-9-12 32-9-4 40-0-0 qt-O-O 1-0-0 7-2-12 6-11-8 5-9-12 5-9-12 6-11-8 7-2-12 1-0-0 Scale = 1:69.6 6x6 = 5.00 F12 F 5x5 = p O N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 10-0-10 9-11-6 9-11-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.26 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) 0.78 J-L >612 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.22 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt . E-N, G-N REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B = 554(load case 6) J =-554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C =-3423/1008 C-Q =-3123/911 D-Q =-3102/912 D-E =-3039/936 E-F =-2138/727 F-G =-2138/727 G-H =-3039/936 H-R =-3102/912 I-R =-3123/911 1-J =-3423/1008 J-K = 0/22 BOTCHORD B-P =-841/3095 O-P =-557/2446 N-O =-557/2446 M-N =-557/2446 L-M =-557/2446 J-L =-812/3095 WEBS C-P =-422/326 E-P =-171/647 E-N =-787/356 F-N =-410/1313 G-N =-787/356 WEBS G-L =-171/647 I-L =-422/326 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed, MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint B and 554 lb uplift at joint J. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS. AND INCLUDED MITER REFERENCE PAGE D11-74" BEFORE USE. Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillity, of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 10-0-10 PLATES GRIP MT20 244/190 Weight: 196 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900TRUSWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H152201 LE3158 R09 ROOFTRUSS 1 1 Job Reference (optional) I Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Aua 23 12:56:59 2006 Paae 1 �1-0-0 6-0-0 I 10-6-3 15-2-1 20-3-10 26-0-0 I 30-0-0 1 34-6-10 40-0-0 q1-0-0 i 1-0-0 6-0-0 4-6-3 4-7-15 5-1-9 5-8-6 4-0-0 4-&10 5-5-6 1-0-0 Scale = 1:70.81i 4x9 = 60 = 6x7 = 6x6 = 4x6 S R Q p O N M 4X6 2x4 II 3x6 = 2x4 11 6x1D =. U6 = 4x9 = 4x9 = 6-0-0 10-6-3 15-2-1 20-3-1 6-0-0 4-6-3 4-7-15 5-1-9 9-8-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.18 K-M >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) 0.47 K-M >495 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.08 O n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND `Except* T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 1 Row at midpt F-O, H-O REACTIONS (lb/size) B = 1465/0-3-8 O = 3387/0-4-12 K = 525/0-3-8 Max Horc B = -74(load case 6) Max Uplift B = -653(load case 5) O = -1346(load case 3) K = -253(load case 6) Max Grav B = 1483(load case 9) O = 3387(load case 1) K =, 525(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3064/1229 C-T =-2864/1278 D-T =-2864/1278 D-E =-2864/1278 E-F =-2864/1278 F-G =-854/2317 G-H =-854/2317 H-1 = -228n7 I-U =-205/75 J-U =-261/69 J-K =-673/282 K-L = 0/22 BOTCHORD B-S =-1064/2738 BOTCHORD R-S =-1053/2699 Q-R =-549/1319 P-Q =-549/1319 O-P =-549/1319 N-O =-688/371 M-N =-688/371 K-M =-158/588 WEBS C-S =-208/680 C-R =-146/189 D-R =-713/407 F-R =-719/1800 F-P =-24/256 F-O =-3937/1676 G-O =-615/385 H-O =-1910/637 H-M =-236/888 I-M =-154/140 J-M =-456/351 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf, BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and .right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift atjoint B, 1346 lb uplift atjoint O and 253 lb uplift atjoint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 lb down and 208 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10-0-0 PLATES GRIP MT20 244/190 Weight: 190 lb LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-G=-142(F=-82), G-H=-60, H-I=-60, I-L=-60, B-S=-20, O-S=-49(F=-29), K-O=-20 Concentrated Loads (lb) Vert: S=-478(F) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-G=-142(F=-82), G-H=-60, H-I=-60, I-L=-60, B-S=20, O-S=-49(F=-29), K-O=-20 Concentrated Loads (lb) Vert; S=-478(F) -AyIrA- r lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 August 24,20061 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH.7473 BEFORE USE. Engineering Department . Design valid for use only with M9411 Alcom St Tek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insurestability during construction is the responsibillify of the 8850 Trussway Blvd. TRIVISMIllff erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ILE3158 IRIO ROOFTRUSS Qty Ply LE3158- 1 1 Job RefE 6.200 s Jul I H1522021 11-0-41 5-8-3 8-0-0 13-9-6 + 18-14 1 24-1-9 28-0-0 130-0-0 i 33-7-9 i35-0-61 40-0-0 11:2:? 1-0-0 5-8-3 2-3-14 5-9-6 4-3-14 6-0-5 3-10-7 2-0-0 3-7-9 1-0-7 5-0-0 1-0-0 Scale = 1:70.8 2x3 = 6x6= 2x3 II 3x5 5.00 3x5 = 2x4 3x6 = 3x5 = J 05 = R Q p - O N 4x5 = 4x9 = 3x6 = 5x10 = 4x9 — 3x6 = 9-7-4 18-1-4 - 29-2-3 31-8-14 40-0-0 9-7-4 8-6-0 11-0-15 2-6-11 8-3-2 s (X.Y1: IB:0-1-14.0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.24 N-P >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) 0.60 N-P >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.04 L n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except' T4 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.2ND 'Except* B3 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt H-P REACTIONS (Ib/size) B = 573/0-3-8 P = 1993/0-3-8 L = 780/0-3-8 Max Horz B =-97(load case 7) Max Uplift B =-281(load case 6) P =-819(load case 4) L =-355(load case 7) Max Grav B = 599(load case 10) P = 1993(load case 1) L = 796(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-831/329 C-D = -499/172 D-E =-419/159 E-F =-359/1070 F-G =-359/1070 G-H =-359/1070 H-T =-931/736 I-T =-931/736 1-1 = -44/0 I-U =-9351771 K-U =-974/770 K-L =-12751734 TOP CHORD LOAD CASE(S) L-M = 0/22 Standard BOTCHORD B-R =-220/726 Q-R =-145/308 P-Q =-145/308 O-P =-175/444 N-O =-175/444 L-N =-563/1127 WEBS F-P =-262/189 E-R =-131/615 E-P =-1186/531 H-P =-1650/947 H-N =-292/691 K-N =-283/265 C-R =-365/278 I-N = 0/355 D-R = -41/99 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust), h=15ft, TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 Ib uplift atjoint B, 819lb upliftatjoint P and 355 Ib uplift atjoint L. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 194 Ib a lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 August 24,20061 A WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only vrith MaTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 pp tY 9 p p p p p g fi' g 9 g 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRWSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40234 I LE3158 JR13 5-2-4 REG 1 1 9-8-0 14-1-12 4-5-12 4-5-12 4x4 = C 5-6-4 1-0-0 Scale .= 1:34.4 4x5 = H U 4x6 = 3x9 = 3x5 = 9-8-0 I Plate LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc puffins. BOTCHORD Rigid ceiling directly applied or 9-2-11 oc bracing. REACTIONS (lb/size) E = 846/0-3-8 A = 773/0-3-8 Max Horz A =-72(load case 7) Max Uplift E _-336(load case 7) A = 255(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B =-1431/479 B-1 =-1081/301 C-1 =-1014/316 C-J =-1014/315 D-J =-1081/301 D-E =-1471/479 E-F = 0/22 BOT CHORD A-H =-397/1269 G-H =-336/1316 E-G =-336/1316 WEBS B-H =-386/294 C-H =-129/576 D-H = 430/300 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 10-0-0 CSI DEFL in (loc) I/defl Ud TC 0.37 Vert(LL) -0.18 E-H >999 240 BC 0.73 Vert(TL) -0.50 E-H >468 180 WB 0.20 Horz(TL) 0.05 E n/a n/a (Matrix) TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint E and 255 lb uplift atjoint A. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 83 lb lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 ®WARNING - Ver(%y design parameters and READ NOTES ON THIS AND INCLUDED 1UTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzmopp fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H40235 LE3158 Trussv R13G 5-2-4 REG 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Indushies, In, 9-8-0 14-1-12 19-&( 4-5-12 4-5-12 5-6-4 4x4 = C 1 1-0-0 Scale = 1:34.3 4x6 = n U 4x6 = 3x9 = 3x5 = 9-8-0 Plate Offsets X Y : A:0-0-2,0-0-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-2-11 oc bracing. REACTIONS (lb/size) E = 846/0-3-8 A = 773/0-3-8 Max Horz A =-72(load case 7) Max Uplift E _-336(load case 7) A =-255(load case 6) Max Grav E = 1380(load case 12) A = 1356(load case 12) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2571/479 B-I =-1880/301 C-1 =-17481316 C-J = 1748/315 D-J =-1882/301 D-E =-2653/479 E-F = 0/22 BOTCHORD A-H =-397/2265 G-H =-336/2363 E-G =-336/2363 WEBS B-H =-725/294 C-H =-129/919 D-H =-833/300 CSI DEFL in (loc) I/deft TC 0.68 Vert(LL) -0.18 E-H >999 BC 0.87 Vert(TL) -0.50 E-H >468 WB 0.39 Horz(TL) 0.11 E n/a (Matrix) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint E and 255 lb uplift atjoint A. 6) Load case(s) 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Except: User defined: Lumber Increase=1.25, Plate 12) Increase=1.25 Uniform Loads (plf) Vert: A-E=20(F), A-C=-120(F), C-E=120(F), E-F=-20(F) 10-0-0 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 83 lb 4k�1,22_� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARMNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED EHTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Miek connectors. This design is based only upon parameters shown, and is for an individual building component. 941 i Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P tY 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Tmssway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Ttoss Truss Type Qty Ply LE3158-Lennar Homes - CATALINA H40236 LE3158 R16 REG 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:37 2006 Page 1 -1-0-0 4-3-12 B-7-8 9-7-8 1-0-0 4-3-12 - 4-3-12 1-0-0 Scale = 1:17.6 3x3 = C 5.00 12 G F T1 Tt D B Bt 1 E I� 3x3 = 3x3 = 8-3-8 8-7-8 8-3-8 04-0 Plate Offsets X,Y : C:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.21 B-D >469 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.53 B-D >188 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) inspection Weight: 30 lb LUMBER 4) This ti uss reqtiFrL- plate per the Tooth Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP SS assurance inspection. BOT CHORD 2 X 4 SYP DSS 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at BRACING joint B and 219 lb uplift at joint D. TOP CHORD 6) "Fix heels only" Member end fixity model was used in Structural wood sheathing directly applied or 6-0-0 oc the analysis and design of this truss. pudins. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility REACTIONS (lb/size) solely for the truss component design shown. B = 402/0-3-8 D = 402/0-3-8 LOAD CASE(S) Max Horz Standard B = . 36(load case 6) Max Uplift B =-219(load case 6) D =-219(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-F =-341/203 C-F =-282/209 C-G =-282/209 D-G =-341/203 D-E = 0/22 BOT CHORD B-D =-135/263 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; lgbal KAGagan, P.E. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; Florida P.E. No. 25389 MWFRS gable end zone and C-C Interior(1) zone; 8850 Trussway Boulevard cantilever left and right exposed ; Lumber DOL=1.33 plate Orlando, FL 32824 grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom March 10,2006 chord live load nonconcurrent with any other live loads. WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED dffTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with MiTek connectors. This design is based only upon ammeters shown and is for an individual building component. Houston, Alcorn 7 9 N 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. O NSS LE3158 R16G Trussway, Orlando, FI - --1-0-0 1-0-0 5.00 12 T1 B 3.3 = Plate Offsets X,Y : C:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 REG 4-3-12 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP DSS BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-11-14 oc bracing. REACTIONS (lb/size) B = 402/0-3-8 D = 402/0-3-8 Max Horz B = 36(load case 6) Max Uplift B =-556(load case 4) D =-507(load case 4) Max Grav B = 606(load case 12) D = 606(load case 12) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-F =-696/710 C-F =-596/635 C-G =-596/636 D-G =-696/710 D-E = 0/22 BOTCHORD B-D =-550/562 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. F 1 Job Reference 6.200 s Jul 13 2005 3x3 = C G 8-3-8 CSI DEFL in (loc) I/deft TC 0.43 Vert(LL) -0.21 B-D >469 BC 0.36 Vert(TL) -0.53 B-D >188 WB 0.00 Horz(TL) 0.01 D n/a (Matrix) TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint B and 507 lb uplift at joint D. 6) Load case(s) 4, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Except: Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-D=-20, A-C=-60, C-E=-60 MWFRS Wind Left: Lumber Increase=1.33, Plate 4) Increase=1.33 Uniform Loads (plf) Vert: B-D=-10, A-B=51, B-C=130(F=100), C-D=1 26(F= 100), D-E=1 8 Horz: A-13=-61, B-C=-40, C-D=36, D-E=28 User defined: Lumber Increase=1.25, Plate 12) Increase=1.25 4-3-12 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 30 lb H40239 9-7-8 1-0-0 Scale = 1:17.6 Uniform Loads (plf Vert: B-D=-20(F), A-13=-20(F), B-C=-120(F), C-D=-120(F), D-E=-20(F) WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Wl' Alcorn S-t -- Houston, TX 77093 (713) 691 6900 7♦'r 8850 Trussway Blvd. Orlando, FL 32824 Nzmop (407) 857 2777 LE3t58 R17 Trussway, Orlando, FI -1-0-0 1-0-0 RGSL 4-3-12 4-3-12 Uty Fly LE3t58-LennarHomes - 1 t Job Reference (options 6.200 s Jul 13 2005 MiTek In, 8-7-8 4-3-12 4x4 = D 3x3 = 2x3 11 2x3 11 2x3 11 3x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 171/8-7-8 F = 171/8-7-8 1 = 16/8-7-8 J = 227/8-7-8 H = 227/8-7-8 Max Horz B = 37(load case 6) Max Uplift, B = -124(load case 6) F _ -130(load case 7) 1 = -4(load case 2) J = -106(load case 6) H = -106(load case 7) Max Grav B = 171(loadcase 1) F = 171(load case 1) I = 34(load case 7) J = 227(load case 1) H = 227(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-K = -35/22 C-K = 0/36 C-D = -27/79 D-E = -27/81 E-L = 0/36 F-L = -35/18 F-G = 0/21 BOTCHORD B-J = 0/50 8-7 CSI DEFL in (loc) I/deft TC 0.15 Vert(LL) 0.00 G n/r BC 0.12 Vert(TL) 0.00 G n/r WB 0.04 Horz(TL) 0.00 F n/a (Matrix) BOTCHORD I-J = 0/50 H-1 = 0/50 F-H = 0/50 WEBS D-1 = -37/0 C-J =-162/138 E-H =-162/138 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint B, 130 lb uplift atjoint F, 4 lb uplift atjoint 1, 106 lb uplift atjoint J and 106 lb uplift atjoint H. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 120 MT20 244/190 80 n/a Weight: 36 lb H402401 1-0-0 Scale = 1:17.6 lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. Engineering Department DSt. Idol esign valid for use only with MiTek connectors. This design is based onl upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 !�f��tw� Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 691 6900 1' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - Orlando, FL 32824 qlzoop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Type ty y LE3158 - Lennar Homes - CATALINA H40242 LE3158 R19 19 RGBL GBL 1 1 Job Reference (optional) Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:39 2006 Page 1 -1-0-0 10-0-0 20-0-0 L11 1-0-0 10-0-0 10-0-0 1-0-0 Scale = 1:36.4 4x4= 2x3 II H 2x3 11 2x3 II G 2x3 II 5.00 12 J 2x3 II F 2x3 I 2x3 II E K 2x3 II 2x3 II D T T T L 2x3 11 C T T M T i T T T T T g N 3x4 = Z Y W V U T P 3x4 = 20 11 2x3 11 2x3 11 2x3 11 20 11 6x6 = 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 20-0-0 20-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.00 O n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.01 O n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 N n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 105 lb LUMBER Max Gray TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; TOP CHORD 2 X 4 SYP No.3 U = 92(load case 7) enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD 2 X 4 SYP No.3 V = 116(load case 1) zone; cantilever left and right exposed ; Lumber OTHERS 2 X 4 SYP INI W = 103(load case 10) DOL=1.33 plate grip DOL=1.33. This truss is designed X = 122(load case 1) for C-C for members and forces, and for MWFRS for BRACING Y = 37(load case 10) reactions specified. TOP CHORD Z = 256(load case 10) 3) Truss designed for wind loads in the plane of the Structural wood sheathing directly applied or 6-0-0 oc T = 116(load case 1) truss only. For studs exposed to wind (normal to the purlins. S = 103(load case 11) face), see MiTek "Standard Gable End Detail" BOT CHORD R = 122(load case 1) 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. Q = 37(load case 11) chord live load nonconcurrent with any other live loads. P = 256(load case 11) 5) This truss requires plate inspection per the Tooth REACTIONS (lb/size) N = 182(load case 1) Count Method when this truss is chosen for quality B = 182/20-0-0 assurance inspection. U = 88/20-0-0 FORCES (lb) 6) Gable requires continuous bottom chord bearing. V = 116/20-0-0 Maximum Compression/Maximum Tension 7) Gable studs spaced at 1-4-0 oc. W = 102/20-0-0 TOP CHORD 8) Provide mechanical connection (by others) of truss to X = 122/20-0-0 A-B = 0/21 B-C = -53/38 bearing plate capable of withstanding 108 lb uplift at Y = 37/20-0-0 C-D = -34/62 D-E = -14/76 joint B, 37 lb uplift atjoint V, 36 lb uplift at joint W, 51 Ib Z = 256/20-0-0 E-F =-20/101 F-G =-19/124 uplift atjoint X, 33 lb uplift atjoint Y, 126 lb uplift at joint T = 116/20-0-0 G-H =-23/147 H-1 =-23/147 Z, 37 lb uplift at joint T, 37 lb uplift at joint S, 51 Ito uplift S = 102/20-0-0 1-1 =-19/124 J-K =-20/101 at joint R, 33 lb uplift at joint Q, 125 Ib uplift atjoint P R = 122/20-0-0 K-L = -14/71 L-M = -34/50 and 118 lb uplift at joint N. Q = 37/20-0-0 M-N = -42/38 N-O = 0/21 9) "Fix heels only' Member end fixity model was used in P = 256/20-0-0 BOT CHORD the analysis and design of this truss. N = 182/20-0-0 B-Z = 0/89 Y-Z = 0/89 10) NOTE: Refer to yellow bracing and/or T-1 sheet for Max Horz X-Y = 0/89 W-X = 0/89 more information. B = -60(load case 7) V-W = 0/89 U-V = 0/89 11) NOTE: The seal on this drawing indicates Max Uplift T-U = 0/89 S-T = 0/89 acceptance of professional engineering B _ -108(load case 6) R-S = 0/89 Q-R = 0/89 responsibility solely for the truss component design V = -37(load case 4) P-Q = 0/89 N-P = 0/89 shown. W = -36(load case 4) WEBS X = -51 (load case 6) H-U = -78/0 G-V = -89/56 LOAD CASE(S) Y = -33(load case 6) F-W = -78/55 E-X = -89/65 Standard Z = -126(load case 6) D-Y = -36/42 C-Z =-180/149 T = -37(load case 5) I-T = -89/56 J-S = -78/55 S _ -37(load case 5) K-R = -89/65 L-Q = -36/42 R = -51 (load case 7) M-P =-180/149 Q _ -33(load case 7) bal KAGagan, P.E. P = -125(load case 7) NOTES (10-11) lorida P.E. No. 25389 N = -118(load case 7) 1) Unbalanced roof live loads have been considered for [8850 Max Gray this design. Trussway BoulevardMarch 10,2006 B = 182(load case 1) rlando, FL 32824 WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED DHTEK REFERENCE PAGE MI-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss desi ner. Bracin shown Houston, TX 77093 PP Y 9 P P P P P P N 9 9 9 9 (713) 6916900 �i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply LE3158 - Lennar Homes - CATALINA H40243 LE3158 Vol RVAL 1 1 3x3 = Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:39 2006 Page 1 2-0-0 ® 4-0-0 2-0-0 2-0-0 Scale = 1:6.6 v 0 3x3 % . _ _ - 34 - - LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0:0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 106/4-0-0 C = 106/4-0-0 Max Horz A = 2(load case 5) Max Uplift A = -46(load case 6) C = -46(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-115/79 B-C =-115/79 BOTCHORD A-C = -56/95 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4-0-0 CSI DEFL in (loc) I/defl TC 0.06 Vert(LL) n/a n/a BC 0.13 Vert(TL) n/a n/a WB 0.00 Horz(TL) 0.00 C n/a (Matrix) 4) This truss requi e- plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift atjoint A and 46 lb uplift at joint C. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 10 lb WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenfers 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 I LE3158 v 0 V02 IRVAL 4-0-0 aty Ply LE3158 - Lennar Horr 1 1 Job Reference (opt 6.200 s Jul 13 2005 MiTe 8-0-0 4-0-0 44 = B 3x31- 24 11 3x3 - LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 130/8-0-0 C = 130/8-0-0 D = 270/8-0-0 Max Horz A = 9(load case 6) Max Uplift A = -71(load case 6) C = -73(load case 7) D = -84(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = -46/28 B-E = -16/35 B-F = -16/33 C-F = -46/26 BOTCHORD A-D = 0/14 C-D = 0/14 WEBS B-D =-187/126 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 8-0-0 CSI DEFL in (loc) I/defl TC 0.17 Vert(LL) n/a n/a BC 0.19 Vert(TL) n/a n/a WB 0.04 Horz(TL) 0.00 C n/a (Matrix) 3) This truss has b en designed foi a 10.8 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint A, 73 lb uplift at joint C and 84 lb uplift at joint D. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/orT-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 24 1b AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H402441 Scale = 1:13.41 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900� 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss I russ I ype Qty Ply LE3158 - Lennar Homes - CATALINA H40245 LE3158 V03 RVAL 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fn Mar 10 07:20:39 2006 Page 1 -1-0-12 4-3-0 8-6-0 9-6-12 1-0-12 4-3-0 4-3-0 1-0-12 Scale = 1:18.9 4x4 = C 5.00 12 K J W1 T1 T1 U4 3x5 11 D B W2 E 0 W3 m 0 Iowa= i i �i :1021: 1� 2x4 = 2x3 J 2.3 2x4 = 8-6-0 8-6-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 E n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.04 E n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 35 lb LUMBER BOTCHORD TOP CHORD 2 X 4 SYP No.2ND H-1 = -40/40 G-H = -0/0 BOTCHORD 2 X 4 SYP No.3 F-G = 0/0 WEBS 2 X 4 SYP No.3 WEBS C-G =-225/114 B-H = -45/45 BRACING TOP CHORD NOTES (10-11) Structural wood sheathing directly applied or 6-0-0 oc 1) Unbalanced roof live loads have been considered for purlins, except end verticals. this design. BOTCHORD 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; Rigid ceiling directly applied or 10-0-0 oc bracing. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) REACTIONS (lb/size) zone; cantilever left and right exposed , Lumber 1 = 210/8-6-0 DOL=1.33 plate grip DOL=1.33. This truss is designed F = 33/8-6-0 for C-C for members and forces, and for MWFRS for G = 314/8-6-0 reactions specified. D = 206/8-6-0 3) This truss has been designed for a 10.0 psf bottom H = 39/8-6-0 chord live load nonconcurrent with any other live loads. Max Horz 4) This truss requires plate inspection per the Tooth I = 40(load case 6) Count Method when this truss is chosen for quality Max Uplift assurance inspection. I = -184(load case 6) 5) Bearing atjoint(s) I, F, D considers parallel to grain G _ -70(load case 6) value using ANSI/TPI 1 angle to grain formula. Building D = -223(load case 7) designer should verify capacity of bearing surface. H = -1(load case 6) 6) Provide mechanical connection (by others) of truss to Max Grav bearing plate capable of withstanding 184 lb uplift at I = 210(load case 1) joint 1, 70 lb uplift at joint G, 223 lb uplift at joint D and 1 F = 66(load case 2) lb uplift at joint H. G = 314(load case 1) 7) Non Standard bearing condition. Review required.` D = 206(load case 1) 8) "Fix heels only" Member end fixity model was used in H = 78(load case 2) the analysis and design of this truss. 9) Gap between inside of top chord bearing and first FORCES (Ib) diagonal or vertical web shall not exceed 0.500in. Maximum Compression/Maximum Tension 10) NOTE: Refer to yellow bracing and/or T-1 sheet for Igbal KAGagan, P.E. TOP CHORD more information. Florida P.E. NO. 25389 A-B = 0/28 B-J =-51/103 11) NOTE: The seal on this drawing indicates C-J = 0/108 C-K = 0/108 acceptance of professional engineering 8850 Trussway Boulevard D-K =-511103 D-E = 0/28 responsibility solely for the truss component design Orlando, FL 32824 B-1 =-206/233 D-F = 0/0 shown. BOTCHORD H-1 = -40/40 G-H = -0/0 LOAD CASE(S) F-G = 010 Standard March 10,2006 WARNING, Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. Design valid for use only with M7ek connectors. This design is based only upon parameters shown; and is for an individual building component. Houston, TX 77093 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANS17TP11 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, K 53719. _ I LE3158 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 VO4 1-0-12 VALLEY 4-3-0 Uty Hly LE3158 - Lennar Homes - CATALINA 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri K 8-6-0 9-6-12 4-3-0 1-0-12 4x4 = C 2x4 = 2x3 \\ 2x3 11 - 2x4 = SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.21 Lumber Increase 1.25 BC 0.23 Rep Stress Incr YES WB 0.05 Code FBC2004/TP12002 (Matrix) BOTCHORD o.2ND H-1 = -27/58 0.3 F-G = -15/36 0.3 WEBS C-G =-225/99 LUMBER TOP CHORD 2 X 4 SYP N BOT CHORD 2 X 4 SYP N WEBS 2 X 4 SYP N BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 202/8-6-0 F = 33/8-6-0 G = 315/8-6-0 H = 46/8-6-0 D = 206/8-6-0 Max Horz I = -47(load case 4) Max Uplift 1 = -211(load case 7) G = -54(load case 6) H = -47(load case 6) D = -231(load case 7) Max Grav I = 202(load case 10) F = 66(load case 2) G = 315(load case 1) H = 93(load case 7) D = 206(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/28 B-J =-17/142 C-J = 0/147 C-K = 0/147 D-K =-51/142 D-E = 0/28 B-1 =-206/248 D-F = 0/0 BOTCHORD H-1 = -27/58 G-H = -15/36 F-G = -15/36 8-6-0 DEFL in (loc) I/deft Vert(LL) 0.02 E n/r Vert(TL) 0.04 E n/r Horz(TL) 0.00 D n/a G-H = -15/36 B-H = -81/81 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Bearing at I, F, D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint I, 54 Ib uplift atjoint G, 47 lb uplift atjoint H and 231 lb uplift at joint D. 7) Non Standard bearing condition. Review required. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 120 MT20 244/190 80 n/a Weight: 39 lb WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Instituie. 583 D'Onofrio Drive, Madison, WI 53719. H40246 Scale = 1:22.5 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 TRUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Symbols PLATE LOCATION AND ORIENTATION 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O -1/16S . 0 O *For 4 x 2 orientation, locate U plates 0-1h6' from outside a edge of truss. O *This symbol indicates the required direction of slots in connector plates. *Plate location details available in MliTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the �r output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 U 4. Cut members to bear tightly against each other. CL 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiTek® _ TfZU� Y ;I 11 11 11 11 MEE NOR RO �. N 04 ���1 0 0 -ELEVATION A ■1 •�' ° L711-tea I■ v� ■�— �I--- ---,�■III®I■ ■ II'�� '■_ ' ■'- I ■■®I■■III- I■ ,- -- ■� ; Kil�l�l �I�I�I► - 0 ►irl�l�l�l� �l�l�'�I� I A �• ■�- ■ ®�■ ■ lip i� / __�■_ ■f- III ' � ����,������ili�� ©��■ I,� ■ 0 �■ICI®11�1�16 - - --- - - I IN WIN �mm�mmlj I , �(0. 1. 3 14"�7pE-AW[S O (AWLS Vi9OUCH Blpf SUE OF cr�eDER WTO aV ~ OF LroAa M&S MOW news ARE AW ALLO*W) 3) (O. 148ir3 1/4' Pr" ME-AMS O RW a TIAI� CHORD LCFYYE'CTKW FOR }W' dROD? .LICK AND (12 AWLS ALOW YE77Ar.AL END *ES OF aRXR 000 THE NP AW D? MUS& �� [J 8 (.3 1 4" P-7 TOE-N4LS O TYPICAL HIP SET NAILING OPEN FACE WALL HEIGHT LEGEND Q 8'—O' WALL HT. ® 10'-4' WALL HT. CEILING LEGEND Q 8•-0" CEILING HT. Q 10"-4' CEILING HT. Ufflaw TRUSSWAY. LTD. 8850 TYussuxW Blvd Oriaodo. FL 8PBP4 (407) 857-2777 (407) 857-7855. PAY f II REFER TO SHT."T-1 FOR IMPORTANT INFORMATION! DATE : 12116103 DRAWN BY: JT CHECK BY: ES JOB NO. : LE3158 REVISIONS :. OBBO=DROP BEAM BY OTHERS l I H BEAM & HANGER BY 07HERS FBBO=FLUSH BEAM BY OTHERS