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512 Bella Rosa Cir 07-59 New construction SFH
C. r . ��. G!1 ,y • •' LE tjoAK ADDRESS •: LAfVw 450r • ����_FL PHONE NUMBER PROPERTY OWNI ADDRESS PHONE NUMBER 22m,00AREM, A ELECTRICAL CONTRACTOR m MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION ! (ARai PERMIT # V DATE 0 PERMIT DESCRIPTION NEW %_Fo?� PERMIT VALUATION , _ q(00o00 SQUARE FOOTAGE Z 94 I'm r''; F. WATLRfR(�NITIGATLY4IT RI City Certificate of Occupancy This is to certify that the building located at 512 Bella Rosa Cir for which permit number 07-59 has heretofore been issued on October 11, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: R. Addison 01/16/07 Engineering & Planning: M. Rgpogle 02/06/07 Public Works: M. Watson 01/19/07 Utilities: R. Blake 01/22/07 Fire Department: Lennar Homes Q)a'� Y VA . 02/06/07 Property Owner Building Official Date BP21OU01 CITY OF SANFORD 2/06/07 Application Miscellaneous Information Maintenance 16:38:21 4 Application number . . . . 07 00000059 Parcel Number . . . . . . 29.19.31.502-0000-0660 Address . . . . . . . . . 512 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 10/18/06 Y NOC ON FILE EXP 10/18/07 _ HISB 1/17/07 Y F/S ON FILE _ HISB 1/18/07 Y CO sign offs: _ HISB 1/18/07 Y P & Z: MR 02.06.07 HISB 1/18/07 Y PW: MW 01.19.07 HISB 1/18/07 Y UTIL: RE 01.22.07 F3=Exit F6=Add F12=Cancel Bottom ) tj � I , x // n, 0' AV' CERTIFICATION OF ELEVATION JANUARY 10, 2007 ADDRESS OF JOB: 512 BELLA ROSA DRIVE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 66, 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 66 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). MES W. SCOTT R.L.S. 94801 STATE OF FLORIDA ELEVATION CERTIFICATE OMB No. 1660-0008 Exaires February 28. 2009 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood -Insurance Program Al. Building Owner's Name LENNAR Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 512 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 66, 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' 07" Long. W 81' 14' 10" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. 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, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 396 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 134. 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" N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. 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. 17.01 ® feet ❑ meters (Puerto Rico only) 27.6 ® feet ❑ meters (Puerto Rico only) N/A ❑ feet ❑ meters (Puerto Rico only) 16.78 ® feet ❑ meters (Puerto Rico only) 16.5 ® feet ❑ meters (Puerto Rico only) 16.2 ® feet ❑ meters (Puerto Rico only) 16.4 ® 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. / 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. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 Signature 1110107 Telephone 407-277-3232 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 , 512 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 I Company NAIC Number I 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 BOLDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" //14,1t, Signature � f l Date �./ E] Check here if attachments j 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 I G5. Date Permit Issued I 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 FEMA Form 81-31, February 2006 _❑ Check here if attachments Replaces all previous editions jDESCRIPTION AS FURNISHED: Lot 66, CELERY ESTATES NORTH, as recorded in Plat Book 71, Pages 38 through 45, of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. LOT 94 LOT 93 REC. 112" I.R.I.R.I N 8905 'Q On E REC#7143 I.R. #7143 IL 1 1 I I 41.13' I LOT 66 41.13" I I I � �W 1 In I o 10.3' 1 6 10i50' CONC. 10.i 0' W LOT 65 039. O wl J O 1j O to p O � t�i ¢ p 0 p0 I 1 TWO STORY o Q 1 p n O 3.3' o RESIDENCE ri #512 "I ' Z p QAC F.F. =17. 01 I co Uj Z I I 19.0' 10.50' �1 o I 10150' 20.0' ° COV'D. CONC. cc 20.3' v 5 1 CONC. CONC. WALK 1 28.8 DR. ' 2 .20' 25.20' A 102.50' 60. (PC) ' LWLOK — — — — — — — — 10' UTILITY EASEMENT — WALK 1.5' VN p �h k6h N REC. 112" I.R. 4596 I 1 1-1. 1-- REC. N&D #4596 (e.a.) S 89050' > 0" W 60.00' BELLA RO,SA CIRCLE (50' R/W) TRACT (PRIVATE INGRESS & EGRESS) G� ly�0 QO 6 9e PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS -\-- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE 'A" PROPOSED F.F. PER PLANS = 16.35' SQUARE FOOTAGE CALCULATIONS SOD (SOD TO CURB): 4,674t SQUARE FEET DRIVE & LEAD WALKWAY: 495t SQUARE FEET SIDEWALK/APPROACH: 414f SQUARE FEET TOTAL LOT SQUARE FOOTAGE: 6,6001 SQUARE FEET LOT 92 LOT 67 BUILDING SETBACKS: FRONT= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' GR U1SIL'NT1EYER-,SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.I.L. = POINT ON LINE NOTES: F IP. = FIELD = IRON PIPE TYP. = TYPICAL PR.C. = POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY TFWT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY IR. = IRON ROD P.C.C. POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT C.M. SET LR. CONCRETE MONUMENT 1/2' IR. w/NLB 4596 RAD, = RADIAL N.R. = NON -RADIAL SECTION 472-027 FLORIDA STATUTES. REC. - RECOVERED V.P. = WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR .INFORMATIONAL PURPOSES ONLY. P.O.H. POOF BEGINNING CALC. =CALCULATED 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS THIS P.O.C. Q POINT OF COMMENCEMENT = CENTERLINE PR.M. = PERMANENT REFERENCE MONUMENT FF. = FINISHED FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. N&D = NAIL L DISK B.S.I. - BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/W = RIGHT-OF-WAY BN. = BENCHMARK 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. ESMT. = EASEMENT B9, = BASE HEARING 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRAIN. UTIL. = DRAINAGE = UTILITY 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) CLFC. = CHAIN LINK FENCE 8. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. WDFC. C/B = WOOD FENCE - CONCRETE BLOCK - 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE " 1" = 20'� DRAWN BY, P,C. P,7, = NT POIOF CURVATURE PRINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. R = DESCRIPTION = RADIUS PLOT PLAN 5-16-06 12050-06 L D ARC LENGTH = DELTA METES & BOUNDS PLOT PLAN 06-07-06 4266-06 C = CHORD REVISED PLOT PLAN 07-25-06 4425-06 C.H. CHORD BEARING NORTH REVISED PLOT PLAN 10-27-06 6601-06 FORMBOARD FOUNDATION/ELEVS. 11-05-06 10692-06 %A- 4ES CONIC. FOUNDATION/ELEVS. 11-14-06 12463-06 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN MAO FINAL/ELEVS. 12-29-06 9407-06 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 77RM" X. GRUSE EVER, R. . . 4714 W. SBER R 4601 ZONE "X7 PANEL J120289 0065 E. (04-17-95) R., R.L.S.VERNON H. BERRY JR., R.S. 1 6262 CITY OF SANFORD PERMIT APPLICATION Permit # : t_l✓ Date: " j�� 4� Job Address ' � a � �� L_' � Yt I`T Description of Work: f�7eLt) 1 yr_i- '__ _ Total Square qure Footage Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of PIPS 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 or Commercial Occupancy Type: Residential �✓ Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Nalm-e & Address: C_t i YI —� �yI�/��/�`' 1..�. �[�% l�-( /� '� J Phone: U _ V Te- / A `/ Contractor Name &Address:. � State License Number: Phone & Fax: ! 4 n= I Acontact Person: �r t ) Phone:' Randina rmmnanv- _ .. A ddresc• Ntnrtaaaa Lender- ddrPcc 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 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 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: Special Conditions: Rev 03/2006 UTIL: FD: to this property that may be found in the public records of mans P^* �tricts, state agencies, or federal agencies. Agent Contractor/Agent is _ Produced ID _ ENG FS Date �ysrvt#�, DEBBIE LYNN DILLARD �OF EEO MY COMMISSION # DD519638 e EXPIRES: Feb.16,2010 PghWliAkrS9own A%b & Hary Sovice.com BLDG: .1'. CITY OF SANFORD PERMIT APPLICATION Permit # : I —Z7"1 Job Address: ^i % Description of Work: Historic District: Zoning: Date: i - -!o Total Square Footage tala kP-7 ge Value of Work: S `r 1 S3 • taU Permit Type: Building -,—Electrical x Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service - # of AMPS Z0 n Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cakc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential tk' Commercial Industrial Construction Type: # of Stories: _� # of Dwelling Units: Flood Zone: (FEMAform required) Owners Name & Address: �e VJ Uo —� NNk p (� \ S �t bt 4-SD e � Phone -- Contractor Name & Address: Z 66 ,) Phone & Fax. Bonding Company: Address. Mortgage Louder. Address: ArchitecNEngioeer. Address: (D State Ucense Number. C D 0 r� Person: Phone: 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 perfonTed 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 water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the req ' Florida Lien Law, FS 7 13. Signature ofOwncr/Agent Date Sigaa��u�' o ntractor/Ag t Date �1 " PrintOwner/Agent's Name Print Conttactod s Name Signature of Notary -State of Florida Date Signature ofNbtar)&cAft of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 0312006 FD: ,off Carolyn J Merrill M Commission DD370586 Contracto ' $® Iq)0%rM to Me or Produced ID ENG: BLDG: Date: November 15 2006 I hereby name an appoint Of Optimal Elec Kimberly Kmett to be my lawful attorney In fact to act for me and apply to the City of Sanford Bldg Dept for a electrical permit For work to be performed at a location described as: Section Township Range Lot _129 Block Subdivision Celery Estates Lennar Homes 101 Southhall Lane Ste. 405 Maitland FL (Owner of Property and Address) And sign my name and do all things necessary to this appointment. Floyd D Smothers EC0002772 Type or Print name of Register of Certified Contractor and Contractor's License Number Signature of Re Contractor h The foregoing instrument was acknowledged before me this 1 5� day of lJo v of 200 6 By -F 1, Who is personally known to me/who produced As identification and who did not take oath. State of Florida County of Se-rn " vto 1 �P- �,ra' °wG Carolyn J tllertitt Notary Pub-1 � C4 My Commission D0370586 Carolyn Merritt wa� Expires January 07 20� 2499 OLD LAKE MARY ROAD, STE. 116, SANFORD FL 32771 PH: (407) 323-0377 FAX: (407) 323-3766 EMAIL: optimalhtgandair@bellsouth.net EC0002772 CAC043970 Crl'Y OFSANFORD PERMIT APPLICATION 'ermit # : U ` , Date: III D I v ob Address: 1) I oC ►_.:f'f,1 lei VON U (�i !C CtX ��iZ (' : ! (2r / lescription of Work: ISCCAML& V Total S uare Footage �1 listoric District: vlaJing7 Value of Work: S 'ermit Type: Building Electrical V Mechanical Plumbing Fire Sprinkler/Alarm Pool .lectrical: New Service - # of AMPS Addition/Alteration . Change of Service Temporary Pole 4echanical: Residential V Non -Residential Replacement New (Duct Layout & Energy Calc. Required) 'lumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines 'lumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial )ccupancy Type: Reside tial Commercial Industrial :onstruction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) rwners Name & Addresr-- U 1 rl a k, CU)L, 0(� ( tit J( ! n ' S' - VSD 1 r 1 cCI 1 ((Ar1 Q 1 f t; - p< (�' Phone: V( (5 'ontractor Name & Address: C 3 State License Number. hone &Fax: - IT a 5 2 3q 2 Contact Person: USN I r to [7C J Phone:� ooding Company: ddress: (ortgage Lender: ddress: rchitect/Engineer. Phone: ddress: Fax: pplication 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 nuance 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 ;rmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and 1R CONDITIONERS, etc. WNER'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 instruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN TTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. OTICE: 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 is county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. cceptance of permit is verification that I will notify the owner of the property of the requirementsof Florida Lie Law, FS 71 Signature of Owner/Agent Date rature Contrac or/Agent Date J Print Owner/Agent's Name Print Contractor/Aeent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID PPROVALS: ZONING: UTIL: FD: )ecial Conditions: ;v 03/2006 Signature DEBBIE BLANTON MY COMMISSION # DD 188491 (0 EXPIRES: February 25, 2007 14e003NOTARY FL Notary Discount Assoc. Co. Contractor/AgMr Produced ID ENG: BLDG: �] ` CITY OF SANFORD PERMIT APPLICATION Permit # : ©` r J� G Date: JobAddress: 5►a, l�&'Z{ OSC� CIQCI-L 'J��OI�� -FL— Description of Work: 1'1&(� Ill NS`f/'W II,-C44tal Square Footage cf., Historic District: Zoning: Value of Work: S G��'""'_ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 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: Phone & Fax: 'yQ Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: State License Number: C'fC / 6 % 3 3 Contact Person:. ,4 ejL AIA(Sh-a» Phone: 3�p ,fg7r— lO Phone: Fax Application is hereby made to obtain a pennit 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 CON DITIONERS, 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 ofthis 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 additionalpermits required from other governmental entities such as water management districts, agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the r uir ments of Florida ! P _ ,v, F�/1? (13� Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ _ Produced ID APPROVALS: ZONING Special Conditions: Rev 03/2006 Personally Known to Me or UTIL Date Signature of Contractor/Agee . c.� 0,W t5� Print,Contractor/Agents Nat Date Signature of Notary -State of Contractor/Agent s Pe _ Produced lDL FD: ENG: S-4X W. G��MMtSSt(;N�• �/•���, .. -1 atY In '+� J►i b m _ p • . �y sGn:7ed ThN 05 • Q ` �nanoe U"J, Q \ STATE BLDG: ttr?tin- O 9 0. 06 9 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75173 1 -��� DATE: BUILDING PERMIT NU BE •� CITY COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC- TW(� RNG: PP._.CEL : SUBDIVIS10N : e t � � TRACT PLAT BOOK: i PL T BOOK PAGE: 3 .-� BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT N1 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 $ 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 DUE S 2,10.00 STATEMENT t RE EIVED BY: 1 �r {,{ SIGNATURE: (PLEASE PRINT NAME) -i DATEfC- NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT 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. s� ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT********'************ 1111111111111111111111111111111111111mill ill1111111111i1111 MARYANNE MORSE, CLERIC OF CIRCUIT CWRT SEMINOLE COt44TY IK c16g4'4`9 Pg 115141-O pgi CLIP RK" S #2061666670 RECORDED 10/18/2006 10:57:06 AM RECORDING FEES 10.00 RECORDED BY t holden CERTIFIED COPY MARYXCIIUTYI. MORSE CLERK 0TCOURT SEMINOLFLORIDA # r` NOTICE OF COMMENCEMENT N M Q State of Florida ACounty of Seminole p The undersigned hereby informs all concerned that improvements will be made to certain real property, and in w accordance with section 713.13 of the Florida Statues, the following informatio is tat in this NOTICE OF COMMENCEMENT. A Legal description of property (include Street Address, if available) LOT # , Celery Avenue Estates, PHASE 1 Q ACCORDING TO THE PLAT THEREOF AS RECORDED IN (`— PLAT BOOK # 71 PAGES ##338-445�5 OF THE E PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AKA92— ��/?/NFORD FL 32771 /,`°General Description Of Improvements: SINGLE FAMILY DETACHED wner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 zOwner's interest in site of the improvement OWNER/DEVELOPER a Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE x Address SAME AS ABOVE x Contractor SAME AS ABOVE O Address 0 '- Surety (if any) N/A zAddress Amount of bond $ W Any person making a loan for the construction of the improvements. 0 O Name N/A x �4 Address Q z Person within the State of Florida designated by owner upon whom notices or other documents maybe served: z a Name LENNAR HOMES, INC. et Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 W A In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as Wprovided in Section 713.13 (1) (h), Florida Statutes. (Fill in at Owner's option). Name Address THIS SPACE FOR RECORDER'S USE ONLY William Graham - Division President Lennar Homes, Inc. Sworn to and subscribed before me this day Of 1200 Notary Public Personal Knowledge ` SpRY P(/B EDWARD L. DEAN, JR. e�'•...' `� * MY COMMISSION t DD 5M07 **,OF EXPIRES: May 10, 2010 I FL°! Bonded Thru Budget Notary $v*68 CITY OF SANFORD PERMIT APPLICATION Permit # 0 1 - C � 9 Date: Job Address: Ed Description of Work:New Single Family Residence l3istoric District: Zoning: Value of Work: Permit Type: Building X— Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct layout & Energy Cale. Required) PlumbingV New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/Ngw Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy -Type: Residential X Commercial Industrial Total Square Footage: Coustmctiou Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA Corm required for other than 7Q OF %� I Parcel#;: IG ^� I �P < Z �� AQr /"(Attach Proof of Ownership & Legal Description) r _ Owners Name & Address: ~'�e�450 Maitland, FL 32751� Lennar Homes 101 5outhhall Lan e �5't Phone:407.682.7266, Contractor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 V - State LiceXaLseNumber:CRC057820 Phone &.Fa{; 407.682.7266/407.682.6349 ` Z $ 3 Contact Person: _ Phone: Bonding Coa!pany: N/A Address: Mortgap Leader: N/A Address: Architeet/Engineer: Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Fax. 352.242.0302 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 pernut 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, Id 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 constmction 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 pemuts required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of s veri on that I ryjll•notify the owner of t e pr of the requirements of Florida Lien Law, FS 713. r` �+ D� _ �6 o ¢^ N o Signature o Owner/Agent Date Si re Can to A t Date 1i _N�, o o Z o ti N m _- ( Ek �` � ac o^ William Graham Michae J. O'Neill s o m co o m P " caner/ is Name Print tor/ gent's r v o, C ¢ Signature of Notary State orida DateSi ra of Notary -State o nda . ate w c o > >c c :2 cam /Pnally Owner/Agent is Known to Me or Contractor/Agent is /Personally Known to Me or Produced ID c : _ Produced ID AN e /- o ' ti ,< *APPLICATION APPROVED BY: Bldg: Zoning: f� 1-17 - c L Utilities" FD: (Initial Date) (Initial & Date) (Initial & Date) (Initial & Date) City of Sanford Application for Engineering Peirmit "The Friendly City" This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: x Check One: ❑ Right -of -Way Utilization Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT- Applicant Name:Lennar Homes Firm: Address: . .. 101 Southhall Lane Ste 450 Maitland, Florida 32751 ............... .... . .... Phone: (407) 682.7266 Fax: (407) 682.4396 Date: 1. PROJECT LOCATION OR ADDRESS: 2. TITLE OF APPROVED E OPM TANS: APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY: FX1 Driveway Installation ❑ Aerial Installation ❑ Underground Utilities ❑ Bore and Jack El 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 BY 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 PBLIC PT. 7) -5681 TO SCHEDULE A PRE -POUR INSPECTION BEF U IG CALL SUNSHINE 1-800-432-4770 Applicant Signatu Date: Eng_pr.t.pdf Checklist for City Of Sanford Celery Estates Community igned-6-nd'Sealed Plans Sets Energy Cale tiding Glass Door Specs Window Specs I External Door Specs ?Yparage Door Specs 2 Sets Truss Engineering Permit Application Driveway Permit loon Plan NOC - 1 authorization Letter Owners Affidavit Extra Energy Calc Coverpa, scare Letter roof Of Ownership 'ITVater/Sewer Application Seminole County Road Imp Stair Specs (2 Story Only) All fees are P aid when e P ** Pick up County Road I way to drop off permit pa Statement' is picked up. ,t Statement from David Brown at Seminole County on e. There is no charge for this statement. -M NO.004 p02 Residential Worksheet �_o 1 .66 Date: 4O -- / 5 - 06 Permit Number Address / Location / Stth-divlsfal Contact Person M l eWAFL J . d V E/ t-L- phone Fax Sq- Ft. Conditioned 2 <0'1 Non -Conditioned Z/, -7 vvid71i 3 7'atal Length 443� & Bedrooms 4' Baths 3 4 Values Stories _ RVAQ 41Elcccric �Iieat Pump 0Gas ( )LP Insulation: C- 3Q �f- Note: items below that are "paid" are requirements ibat may be; "Red -lined" by tine exaaninrr, turned in at the time of rermit pick up, provided to the ittems a r on site, ore rcquire items that Should NOT stop o permit from being issued. Examiners have diacrednnary power® on other iret�a as long as code rcquirerncstts are met. ,"* Permit Package — (gApproved site plan required, (R106.1.1) & (Ri06.3.S) (Plans must march site plan) ( Plans to Scala, legible & numbered (RI06.1.I) 644rnm, rear, side and overhead views for clarity. (R1016.1.1) (0..Product Approval list (MA. SS 553.842, iFAC 9I3-& 72) (W Energy Code calculations (1Z13-101.2) () Additional permits Required () Fire Sprinkler System permit Required (R324.1) es* Plans *e* (4"Plans signed, sealed & dated plane (RI 06.1.1)(R301.1.3) (.)'Design Professional name/address, license # on plans lA�l ll mgn criteria used listed (R301.2.1.1) (i,r,^md speed and pressure coefficient for all openings (N Printed on plans (1Z301.Z.1.2)( 1301.2.13) **' Floor Plans *_ (�*It*quare Footage of Project ( xisdng & New work Labeled with scope of work (R106.1.1 (4/zl EBRO, window, and door locations with sizes labeled /,on the plans (R308.1)(1t310.1)(3)1.1) (NO" Accessible clear path to bathroom (R322.1.1) ( Smoke detector locations. (1i313.1) Foundation **w (�oating location, depth & width (R403.1.1) ( ,,//IdeighT limits - details for Stem/Retaining walls (R404.1.1) (�,1,00ting Minimum 12 " below grade (R403.1.4) ( 7ood F.ranting- Dv1in. 8" above grade (R319,1 #2) ( /Concrete Foundations Mln. 6" above grade (R404.1.6) 6" Termite Inspection area above grade OU20.4) (.� lumn footing/pod iocation & size (R401.1.1)(R403.1.1) M Slab description (R506.1) Vertical reinforcing steel locations W06.8.2) Revision 2/2006 "" Sealed Construction Details — ( *crior Bearing walls (R602.3)(R603.3)(R606.1:1) sheathing nailing schedule (R602.3) (vJ kal wall & opening detail (R106.1.1)(006.3.5) (�Intel Schedule /lIcrizonlal reinforcing (R606.8.1) (-nepder details / chart (R602.3)(R602.7) (� terior bearing wal Is (R602.4) ,Anchor bolts size, spacing and embedment depth (R403.1.6) ( ealed Layout by engineer/architect f�t802.10.1)(R502.1 I.1)(R301.1.3) G)'( upping locations on plans (R802.111-9)(11802.11.1) Connector chart listing: number, We, size and nail count fiar ALL connectors used. (R106,1.1) WIUCas bracing (R802.10.1) f sheathing nailing schedule (R602.3) `) of type. (11902.1) "* Optional details that may be needed for clarity *** (vl,,2 Story wall construction (R602.3) W Stairs details (R31153)(R317.1) () Butt / Mitered glass assembly derails (R308.5) O Glass Block details (Rdal.1) `) Fire wall details (R317)(113 s2,2p3o9.2) ( ormer Framing Detaila ee Wall details ( Gable end trracing details (14Ieetrlc31 Calculations for Service size (} Gas layout With; pipe teagtbs, pipe size, type and BTU at each o-Qtlet (G2413.1) ( ) Special air handler Installation (M 1305,1.)4 . 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. APPUCANT Lennar Homes Same NAME: - (Applicant) (Owner) ADDRESS: 101 Southhall Lane Ste 450 Maitland FL TELEPHONE: 407682.7266 2. PROM 3. PROPOSED DEVELOPMENT e New Si•g-n lFamify Residence What is the property to be used for? - (Type of Use) If. commercial use, please give information on water and sewer flow requirements: 4. CERTIFICATION I certify that to the best of my knowledge that all ,Rol MichaelJ.O'Neill (Print Name) (Sigr'lt.rKlll FOR CITY USE ONLY: (FLOW/G.P.D.) placation is true. AVAILABILITY: YES i NO 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 80RE 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) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) I - 712 X 3' V= SCREW EACH END N>F-ALL TREADS RISER L.RISERS - NOT REQUIRED STRINGER IS W7- TO- WALL TREAD 1 MORTISE 3 1/2', TYPICAL T 4 I/2'r TYPICAL y. MIND" TREAD 2 % IQO) 1@NMREiQMID I X RISER AI3/4' ACTU W 7-3/4' MAXIMW FIX TR D SECTION VIEW - TREAD & RISERS —� r— 3' TYPICAL 1 27' AVERAGE / STANDARD Iil $ RWTE AS INDICATED HERE \�T TO ACCEPT TREADS, RISERS i vEDGEs WWDEN WEDGES - 0.UE IN RWTED MORTISE TO SECURE TREADIS) i RISER<S) NOTE, SEE DRAWINGS i 36' STANDARD - 48' MAXIMUM STAIR RAIL SYSTEM 1 L/Z' THICK 'FIRE STOP', LOCATE ! MID -HEIGHT LOCATE R TOP RISER OR AS REQUIRED BY APPLICABLE CODES 4-RM (SEE ALSO OTHER SECTIONS 6 NOTES) 1/2' GYPSUM BOARD CDR AS REQUIRED BY APPLICABLE CODES) NOTEi SEE DRAWINGS i CERTIFICAT OF STAIR'Rk.IL SYSTEM BY OTHERS NOTE, SEE DRAWINGS i CERTI OF STAIR RAIL SYSTEM BY B. 1. 2 - 1/2' X 3 1/2' L CARRIAGE BOLTS 2. 16 - 08 X 3' SCREWSW/ 3/4' PLYWOOD RISER 3. 1.34em #8 SCREWS REQUIRED PER 12' VERTICAL HEIGHT I RISER / LANDING CONNECTION 4. 6 - 1/4'x4' SLOTTED HEX HEAD 'TAPCON' SECTION VIEW - TREAD & RISE n L SEE MOTE Nob FOR FLOOR REACTION STAIR,rLV,2. MDYDllR4 t/2' GYP' R 1 1/2' THICK FIRE STOP / RISER CLOSURE IM MT. ,TYPICAL �•,'T,.���v4 'j• —L L/2' T)1ICKK 'i tRE STOP'/ a,Z FINISH FLOOR RISER Q' BIT., TNIHIMRIM) GAIN. STEEL TIE PLATE EACH SIDE, TYPICAL Bat V X Ir X 16 W OMIMML00 GAIN, STEEL TIE PLATE EACH SIDE, T W/ 4 - 16d COMMON NAILS TO STRINGER i 4 - 10 GA CONCRETE NAILS TO SLAB PLAN VIEW @ LANDING %1 M1 STEEL ,ST COM�N i T RAP NAILS L:) iz Cx W z 01 W �- SAG' MODEL Mb. S - 86 W OR EQUAL V/ 8 - 10d J - SEE NOTE No. 7 J SEE NOTE Mo.6 W g ABOVE FINISHAXIMUM ABOVE FINISH F1R W Z SF _�Z. z Q SEE 3 � WOOD FRAME LANDING N i SEE ADDITIONAL DRAWINGS BY OTHERS CARRIAGE BOLTS SECTION 'C' i I I In tV i In U) t` SOW CU / N " n M X GENERAL NGTESi a a a� • tlQ\ L THIS STAIR DESIGN TO BE USED IN LIEU 1F 'NOTCHED STRINGER, STAIRS FOR FREE STAN3ING M, ADJACENT APPLICATIONS WHERE THE TOTAL RISE EXCEEDS W Y J 6'-0 - DR WHERE THE WIDTH EXCEEDS 3'-0. H O W L`' N E. ALL WOOD TII BE 'Mb. I DENSE' OR GREATER, SOUTHERN YELLOW PINE PER 440 3 Li tl M.F.P.A. STD. J A t+ I I THE DESIGN i SPECIFICATIONS DETAILED ON THIS SHEET COMPLY WITH THE < C3 a 01 3 � REQUIREMENTS IF, 3 ZW THE FLORIDA BUILDING CODE —REVISED 2003 = Tn H V 4. THE RISE AND TREAD DIKEENSSIMNS'MUST NOT EXCEED THE PRESCRIBED LIMITS.' A , V)` a6 ='n Y 00 OF THE APPLICABLE CODE(S). THE MAXIMUM VARIATION MUST BE LESS THAN W 0 a th 3/161. i I' M m• n J v S. THIS STAIRVAY SYSTEM IS DESIGNED FOR' A 100 P.S.F. LIVE LOAD AND TO REACT A SJ P.LF, STAIR RAIL LIVE LOAD AS APPLIED-GiTDP.:-RAMC.= ,,.N' is 04/19/04 6, CAUTION STAIRVAY LANDING.. MUST- BE ADEQUATE .TO PROVIDE- A•MINI U M-OF --� PR6JEl.T. Mo, .� 2.13 kps LN:.TERAL i I" � VERTICAL-REACnX O �] 541 7. STEEL TOP STF.AP i TIE PLATE MAY BEDELETED. AND THE REACTIIINS R J LANDING/FLOOR REDUCED WHEN STAIR STRINGER IS ATTACHED OR OTHERWISE SHM Mb SUPPORTED TKIOUGMOUT IT'S LENGTH BY A` -LOAD BEARING PARTITION OR WALL. . -- 1 OF 1 P;LAfN REVIEW I Lzl-� Thee rll-,r., have been reviewed fo.,- conformance to the Florida Ccoe '.i:-Iiamcal; Plumbing and Fuel Gas) and the iDeciri,,a! C-r,,e-j, as adcip!ed C-v JhP, Sr,,i� rf Pa(jla Our Pial kt,rw;<;,,t, v plans is pursuant tn 'ectl-in !04.3 of theFlorid.3 GlAji(4 �Ale aril '0 rc: incAe any ;tPfl,.s ouskl0; Ins" stated -CA8P, n .she.. i; the perrni! It6j;i- !-,,,T �,4 hcsc or any othP- i;tEie om ;,:;R! "w ccnstr,--,-P, e Derfcrm„oro of cn- ;,!,r!on Date: 6 -15 Standard Mans Examiner License No. -4-9 (Building, Mechanical, ElWrical, Plumbing] Qun/ity. Y'I"..f rteBrJry.�. 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 S2O/T19/R30 Lot: (�� The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, Michael J. eill SWORN TO AND SUBSCRIBED before me this Altamonte Springs, FL . This person known to me by Personal Knowledge. day of J L)Mr 200 6 at (Notary Public) °,aav a&B� AUCE F. HARDWAY * * MY COMMISSION # 00174113 EXPIRES: February 1, 2007 14",�oe`O Bonded Thru Budget Notary Services Lennar Homes Orlando • 101 Soutbhall Lane, Suite 450, Maitland, Flodda 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • .www.lennar.com Owner's Affidavit I, William Graham — Division President of Lennar Homes do hereby stipulate that I understand and agree with the following restrictigns and requirements associated with the issuance of a model home building permit which the request and accompanying documents are made part of this statement. X. We shall utilize a preliminary final plat with the proposed street name, which has been approved by the Zonizlg Division for the issuance of a permanent street address and agree to pay the appropriate fees as required for the issuance of said address. 2 We certify to the Seminole r'0uanty Zoning Divisi=that the applicant is the sole owner of all property contiguous to and fronting on the street in the preliminaryfinal plat. I A scaled site. plan, throe(3) of which we have provided, illustrates that there are no other property owners other than the applicant that are affected. by the change. 4. We acknowledge, any permitting is at the risk and expense of the applicant/developer.—if changes are made with the respect to the #"u�al recorded plat; and that no Certificate of Occupancy will be issued`until an amended buildmg,permit.js purchased, ,providing a permanent address, with the appropriate fee required. 5. We acknowledge that no Certificate Of'Occupancy shall be issued until a Certificate OfCoxupletion is issued for the subdivision; and all construction and permitting is at the risk and expense of the applicant/deveJoper. William Graham - Division President Date STAVE OFTLAItZDA Sworn to and .subscribed before- me this. by William Graham _ day of v 2p Who us ersonaly known to me OR O produced as identification. apt :AY p4B(i / • ALICEF HARDWAy * * MY cmilssloN g OD �,� XPIR5; F�hruary 1,1 2009 For, .,.. d rryr-'Al4vel mo ty.services FORM 60OA-2004 _ � n EnergyGauge0 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community. Affairs Residential Whole Building Performance Method A Project Name: rn71iMFI � Q /� Builder: LENNAR HOM Address: Celery Ave tstdteS Lot 66 '� Permitting Office: City, State: Permit Number: Owner. Sanford, FL Jurisdiction Number: Climate Zone: central [oQl �Od I. New construction or existing 2. Single family or multi -family New Single family 12. Cooling systems a. Central Unit Cap: 41.5 kBtu/hr / ✓JA 3. Number of units, if multi -family 1 ✓/ SEER: 14.00 4. Number of Bedrooms 4 _7 b. N/A 5. Is this a worst case? Yes �. _ 6. Conditioned floor area (ft2) 2366 ft2 c. N/A 7. Glass typel and area: (Label regd. by 13-104.4.5 if not default) _ a. U-factor: Description Area 13. Heating systems // (or Single or Double DEFAULT) 7a(Sngle Default)310.1 ft2 a. Electric Heat Pump Cap: 41.5 kBtu/hr b. SHGC: HSPF: 8.30 (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 b. N/A 8. Floor types / a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft J c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft2 EF: 0.90 b. Frame, Wood, Exterior R=11.0, 1026.8 ft2 b. N/A c. Frame, Wood, Adjacent R=11.0, 133.0 ft2 d N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=30.0, 1320.0 ft2'r 15. HVAC credits PT, b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A _ IF -Whole house fan, 11. Ducts / PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 It MZ-C-Multizone cooling, b. N/A _ MZ-H-Multizone heating) ,n Glass/Floor Area: 0,13 Total as -built points: 26706 PASS". Total base points: 33907 _ I hereby certify that the plans and specifications covered by this calculation are in pmph c with the Florida Energy Code. PREPARED BY. DATE: e5L/17 J 47 I hereby certify that this buildin esig is in compliance with the Flori Jangw � DATE: 06/01/06 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 653.908 Florida Statutes. BUILDING OFFICIAL:` DATE: t Predominant glass type. ror actual glass type ana areas, see Summer & Winter Glass output on pages 2&4 EnergyGauge® (Version: FLRCSB v4:0) _" PLAN REVIEW These plans have been reviewed for conformance to the Florida Building Code (Building, Mechanical, Plumbing and fuel Gas) and the National Electrical Code, as adopted by the State of Ronda. Our Plan Review of these plans is pursuant to Section 104.3 of 1heFlorids Building Cnde and do not include any items outside of the stated codes not shall k relieve the permit holder from compliance with provisions of these or any other state or local law regulating construction of the performance of construction. te' a(w, Standard Plans Exam niner Licent es Vo. (Building, M?chanica!, Eleci: ical, Pfurnbing) NOTES: ES: 0 EXTERIOR 1st FLR WALL5 b" GMU U.N.O. 2) INTERIOR i 2nd STORY EXTERIOR WALLS 3 1/2' U.N.O. 3) ' ' " DENOTES ROUNDED OORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA ® 56' A.FF NET SHOWER ® 64' A.F.F. WET TUB ® 46" A.F.F. OVER COUNTER TOP 9 24" FROM COUNTER OVER ROMAN TUB ® 56" A.FF. 5) TP - TOILET PAPER FIX. ® 24" APP 6) ALL EXTERIOR WALLS, LE55 OPENINGS, ARE TO BE CONSIDERED SHEAR -WALLS UNO. ALL ROUGH OPENING WINDOW 51ZE5 MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. '1) GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 120 M.P.H. b) ALL TUB 4 SHOWER UNITS WILL HAVE ANTI -SCALDING DEVICESIN5TALLED. 9) ALL DOORS TO BE 6-5" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTE5 PICTURE WINDOW FLANGE (GMU) 11) THE GARAGE SHALL BE SEPARATED FROM THE RE51DENCE AND ITS ATTIC AREA BY NOT LE55 THAN 1/2' GYPSUM BOARD APPLIED TO.THE 6ARA6E SIDE. 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/b" TYPE X GYPSUM BOARD OR EOUIVALENT. 13) ENCL05ED ACCE551BLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH I/2' GYPSUM BOARDS. OINDICATES WALL BRG. WT. 6 9-4" INDICATES BEARING WALL PLAN REVIEW These plans have been reviewed for conformance to the Florida Building Code (Building, Mechanical, Plumbing and NO Gas) and the National Electrical Code, At adopted by the State of Florida. Our Plan Review of these plant is pursuant to Section 104.3 of theFlorida Building Code shd do not It+.Ciude any items outside of the stated codes not ihtll it railoVa the permit holder from compliance with provisioift of theso or arty alher state of 10091 law regulating constru+ttion or the porfofmance of construction: -� -(5-D� Date: Standard Plans Examiner Licence No. Tg'dllding, Mec)anicai, Electrical, Plumbing) 39'-O" 10'-4" I I I 1 I I ELEVATION A FRONT 1 SHOWN. SEE SHEET A103 FOR ELEVATION B d G I I i I I I I 1 r I I I I I I I I 20'-4" ------------------------- D O l,_IOn 3'-3�' m 3'-l�" 4,_2• 0 v _ L - oo I n b' � TTTI i I1111 � 1 1 I1I in I 1 g LLLL U m ry � - m 1 m v m I 4'_2" 1 O :o tr - -- - - - - - - - - - - - - - - - - - - - - - - — — — — — — — — — — — — — — — — — — — — — — — — — — I — 14'-0" 14'-4" I I v 1 - ■ m ------------------- — ■® FIR5T FLOOR PLAN N DIMEN51ON5 I/b' : I'-0' ANY 1215GREPANGY OR ERROR IN DIMENSIONS OR NOTES SHALL EE BROUGHT TO THE ATTENTION OF THE DESIGN PROFESSIONAL FOR CLARIFICATION PRIOR TO GOMMENGEMENT OF CONSTRUCTION. D amn ENG18EFg1NG CO MANY. CONSULTING ENGINEERS BSI 6Sf—� .n cLvlwrt, nay. ,wn, rax (zez) z.:-owr .r..1GecLcom z a W .J 1,2, U% 0 0" 4 r—I Q H z Con W )—a � a Cri O o w O O w SEAL J CeMllwle — E9-00 11 M wq i gawa en tri. 0"yn enl,. M Ab+"aL e4cvk"i. q,mW"V an0 c�r� E.wpn en opncny rcWee. :ozunel AIOI-I.dwq II/28/OS A101-1 I REVlslor15 N 1) EXTERIOR Ist FLR WALLS 8' CMU U.N.O. 2) INTERIOR 4 2nd STORY EXTERIOR WALLS 3 1/2" U.N.O. 3) ° ' " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA ® 56' A.F.F WET SHOWER ® 64' A.F.F. WET TUB ® 46" A.F.F. OVER COUNTER TOP ® 24" FROM COUNTER OVER ROMAN TUB A 56" A.F.F. 5) TP - TOILET PAPER FIX. 9 24" A.F.F 6) ALL EXTERIOR WALLS, LESS OPENINGS, ARE TO BE CONSIDERED SHEAR WALLS UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. 1) 6ARAGE DOOR TO BE CERTIFIED BY MFR. FOR 120 MP-H. 8) ALL TUB 4 SHOWER UNIT5 WILL HAVE ANTI-5CALDIN6 DEVICES INSTALLED. 9) ALL DOORS TO BE 6'-8" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTE5 PICTURE WINDOW FLANGE (CMU) II) THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2" 6YPSUM BOARD APPLIED TO THE GARAGE 51DE. 12) 6ARA6ES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LE55 THAN 5/5" TYPE X GYPSUM BOARD OR EQUIVALENT. 13) ENCL05ED ACCESSIBLE SPACE UNDER 5TAIR5 SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2' GYPSUM BOARDS. OINDICATES WALL BRG. HT. 9 )8'-6 3/4" ® INDICATES BEARING WALL PLAN REVIEW These plans have been reviewed for conformance to the Florida Building Code (Building, Mechanical, Plumbing and Fuel Gas) and the National Electrical Code, as adopted by the State of Florida. Our Plan Review of these plans is pursuant to Section 104.3 of theFlorida Building Code and do not include any items outside of the stated codes nor shall it relieve the permit holder from compliance with ::*avisions of these or any other state or local law regulating construction or the performance of construction. Date: Standard Plans Examiner License No. - f( (Building, Mechanical, Electrical, Plumbing) } D BEIMON ENGINEERING COMP , IK CONSULTING ENGINEERS 31 GS] wC �uv 30 (J31) 2N2-0100 Ft(3 ) U2- ...r—i— z a W tJ 5EGOND FLOOR PLAN YV/ DIMEN51ON5 SEAL 1M M"1 b pbcM on I.�. arv� e«ah ..�4e.e ANY D15GREPANCY OR ERROR IN DIMENSIONS OR NOTES5HALL DE A RIBFICAT HT TO THE ATTENTION OF THE I ON PRIOR TO COMMENCEMENT OF FOR GCON55TRUGTION. A O2' ®� , .., z. Vol A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, and DECAY FUNGI FOR BOTH INTERIOR AND EXTERIOR USE For use in and around Homes, Apartments, Garages, Museums, PuClic and Private Institutions, Schools, Hotels; Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact Surfaces in Edible Product Areas Proof Official Establishments Operating under the Meat, Poultry, Shell Egg GradingProducts and Egg lP ACTIVE INGREDIENT: EPA Reg. No. 64405-1 Disodium Octaborate Tetrahydrate (NazB4O„ • 4H2O): ........ 40.0% EPA Est. 64405-TN-1 INERT INGREDIENTS: ............................................. 60.0% U.S. Patent Nos. 5,104,564 5,296,240 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 ofPracticalTreatment If Inhaled: Remove.victim to fresh air. Apply artificial respiration.if indicated. Contact a physician if warranted. It In Eyes: Flush with plenty of water. Get medical attention if irritation persists. if 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: Do.not 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; soil. " ':STORAGE AND DISPOSAL - Do not contaminate water, food or feed by storage or disposal. Environmental Hazards Y BORA-CARE% solutions carelessly spilled or..applied to cropland or PESTICIDE STORAGE Store in a dry place. Do not store where growing plants including trees and shrubs may kill or seriously retard*'.'child n orr... is 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 equip elnDt washwatersL Wastes rcesut ng from her use of disposing product water when disposing of equipment washwaters 7may 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 if 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 tools. 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 (MSHA/NIOSH 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 37853 (800) 264-0870 www.nisuscorp.com o7w, 1. MIXING INSTRUCTIONS BORA-CARE° 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-CAREa Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 2:1 dilution foaming tio may be Termites Drywood Termites 1:1 or 2:1 . nobiid and Lyctid 1:1 or 2:1 Use a 2:1 dilution ratio for A Pnobiid and Beetles treating hardwood floors. Logs require a 1:1 ratio_ All other beetle species 1:1 Carpenter Ants 1:1 or 2:1 Fungi tt or 21 Decay 9 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-CARE° Application Notes Logs, Large Beams and 1:1 All Insects and Decay Fungi. Dimensional Lumber Preventative Treatment of 2:1 Use on wood members 2• in thickness or less. Decking, Fences and Plywood Prevention of Powderpost 5.1 For prevention only. Beetles and Drywood Termites Logs, Large Beams and 5.1 Dip treatment only. Dimensional Lumber 111. 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, Bostnchidae 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 ORA-CARE` can be used on all cellulosic materials including wood, B plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components. . in areas where a soil tre ®tment/barner termiticie treatment nt is required by law, BORA-CARE should be appliedasupplemental pretreatment to protect wood from subterranean termites that may penetrate chemical gaps occurring in termiticide-treated soil. As a remedial treatment, BORA-CARP 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. - _ - 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-CAREm 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 are those wood members2) coats of BOW with CARE° solution need only be applied 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 four (4) to six (6) seconds per hole. For treating infested wall voids, refer to Sections IV. E. and F. K 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 between applications. Apply at a rate of approximately one (1) gallon 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 length and inject at least 113 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 additional light 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. Apply foamed BORA-CARE" to void spaces at a 1:20 to 1:30 foam ratio (one [1] 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. 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 drille.g, into walls 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) pan_BORA-CARE® (2:1) and adding 3 to a -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. 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 all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, -electrical wiring, etc. Apply one (1) coat of a 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 in 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, top plates, rafters and roof 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 Vill and IX for complete exterior application information). 3 VI. PREVENTATIVE AND PRETREATMENTS FOR SUBTERRANEAN TERMITES (CRAWL SPACE, BASEMENT AND SLAB) _ 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® 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: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE° (1:1) 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 t all to vertical access feetro all interior andaexter exterior alsstuds. le s and the bottom two (2)T eat any 2) wood adjacent to plumbing, electrical conduit and ducts where they penetrate subfloors or plates, and all wood next to porches, garages, 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 (2)members such as sills and plates on foundation walls, app y 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 BORA-CARE" solution beginning with the sill area and extending upwards onto the 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 bafl�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. V111. TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES 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. V11. 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. 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 such as 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 y protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. IX. TREATMENT OF LOG STRUCTURES,TIM8ERS, 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. If 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 1) part BORA-CARE" solution to the point of wetness to ailinterlor and exterior wood surfaces. Refer to application chart for minimum amount of BORA-CARE" to treat various size logs or beams_ Typically, two (2) coats of solution will be required to treat round logs lo' 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. 11 inclement weather is c expected, protect exterior treated surfaces with a p 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"ed 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 f 11 e (5) Parts t n a water to one (1) part BORA-CARE® (5.1) . This w stable solution containing 9% active ingredient. Bundled wood must be stickered in order to allow the solution to coverall 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. X1. TREATMENT OF WOOD IN 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®. XI 11. 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-CAREm and JECTA® are Registered Trademarks of NISuS Corporation. MADE IN THE U.S.A. XII. APPLICATION RATES B. Panels, Siding and Plywood Dimensional Lumber (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of E(Dto1 rALE Dilu of Diluted GBORA-CARE® uted ze BORA-CAR To. Will Treat Up BO RFeetE'Dto 0 Lineaof Treatd100allon ckness Dilallon BORA-CARE®to 1000 Square Feet F (inches) Will TreatUp To:Treat 1,200 Lineal Fee 0.8.Gallons1/4 1,600 Square Feet 0.6 Gallons 400 2'6 318 1,067 1.0 600 1.6 1 /2 800 1.2 2 x 6 400 2.6 3/4 533 1.8 2 x 8 308 3.2 1 400 2.6 2x10 240 4.2 2 x 12 200 5.0 4 x 4 300 3'4 TABLE C. Round Logs 5.0 (1:1 dilution ratio only) 4 x 6 200 150 6.8 1 Gallon of Diluted Minimum Amount of 4 x 8 10.0 Diameter BORA-CA.F►E® Diluted BORA CARE®to Treat 1 o00 Lineal Feet 4 x 12 100 (inches) Will Treat Up To: 6 x 8 133 7.6 6 167 Lineal Feet 6.0 Gallons 6 x 8 100 10.0 8 96 10.4 6 x 10 80 3... 12.6 10 61 16.4 6 x 12 68 1. 50 " 43 23.4 12 of one (1) gallon of.BORA-CAREm solution to 400 board feet of wood. NOTE The numbers listed above are based on an application rate 100 Nisus Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.com +1 19 Issue Date: 8/24/89 Revised Date:3/28/97 MATERIAL SAFETY DATA SHEET BORA-CARE" Health Emergencies: CHEMTREC° (800) 424-9300 SECTION I - PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (B00) 264-0870 Fax:865 577 5825 Product Trade Name BORA-CARE® 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 Appearance: Clear viscous gel Specific Gravity: 1.38 g/ml Volatile: 60% by weight Vapor Pressure: 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 repeated exposure to this material may cause softening of the skin. Persons with. pre-existing skin disorders may be more susceptible to 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 disordersmay 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 IARC 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. (Sprague-Dawiey Acute oral LDso - greater than 5 gm/kg body weight (Spra g male and female rats). Acute dermal LDso - greater than 2 gm/kg body weigflt.(New Zealand Albino male and female rabbits). for 4 hours (Sprague Acute inhalation LCso - greater than 5 mg/L Dawley male and female rats). - Intentional misuse by deliberately concentrating and inhaling this material may be harmful ortatal. SECTION V EMERGENCY AND FIRST AID PROCEDURES EYE CONTACT: Flush eyes, with clean water for 15 minutes If irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. 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 adminited. admiin s ersedf eby Ifqual feed breahingdifficulties Seek develop, shoulden ate medical attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES (Gornf 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: ffii:product may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS: Ethylene oxide, carbon monoxide, carbon dioxide. SECTION VII - FIR EAND EXPLOSION HAZARD DATA FLASH POINT:Above Z=0 - (Tag Closed Cup) FLAMMABLE LIMITS: Not known. powder or universal type foam. EXTINGUISHING MEDIA: COz, dry p 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 VIII - SPILLOR 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. goggles orface shield. EYE PROTECTION: Use safety glasses, 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-SPECIAL PRECAUTIONS 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 tumished 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.' 0 100 Nisus Drive, Rockford, TN 378 53 800-264-0870 www.nisuscorp.com LEN:NAM .Quality. Value: hdegriry 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 sinqle family residences (Ibe 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 building(s) 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 use tof 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 (OWNER) Sigrikare William Graham Printed/Typed Name Printed/Typed Name Division President U Title a e Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this June 2006 y William Graham ,b Division President for Lennar Homes Xwho is personally known to me or o who produced their Florida Driver's License as identification. 3rd day of as Notary Public, State of Florid Print Name: 1t14/4/O L My Commission Expires: agar v�a� EDWARD L DEAN, JR. F:1SHA_ENG\Dept_fomis\Estoppelletter.doc # * MYCOMMISSION#DDMW7 EXPIRES: May 10, 2010 Bonded Tiuu Budget Notary Serves D.E.;SCRIPTIO.N AS FUR_NIS.HED: Lot 66 , CELERY ESTATES NORTH, (unrecorded) Serninole l Count r Oriaa, more particularly described as follows: Gcmm,ence at the Southeast corner of Government Lot 2, Section 29, Township 19,South, Range 31 Fast, Serrlino/e 'ounty, Florida,- Thence run N 00`06'18" W, along the East line of said Lot 2, 23G.0;:- feet; -' ,ence run S 89'50'10" W, 947.55 feet to the Point of Beginning; Thence, continue S 8:;"50'70" W, b0.00 feet; -Thence run N 00°09'50" W, 110.00 feet; Thence run N 89'50'10" E 60.GG feet; 'I'enc:e run S 00'09"?0" E, 110.00 feet to the Point of Beginning. Containing 6,600 square feet or 0.15 acres rnore or less. PLOT PLAN FOR%CERTIFIED TO: Lennar Hornes, Inc. LOT 93 I..OT 94 !iT 89050' 10" E 60. 00, " I I � 41.13' I LOT 66 47.13' 4- � i � I 10.3' 10.50' 1 CONC 10.50' LOT 65 ? 39.0, — � O r ! o PROPOSED RESIDENCE ; ti a MODEL: COZUMEL-A o A/C TWO -CAR GARAGE RIGHT v z �n Q C9 iz 10'50' Cr, FRONT 20.0' 1 C.50' PORCH 20.3' f 4 DRIVE WALK 2.5.20' 25.20' 10' UTILITY I EASEMENT (P(;) 1 2 50' 1 CQ LOT 92 LOT 67 5' WALK (B.B.) S 891,50 10 W P.O.B. '— i S 89'50'10" W 60 oo> 947,55' i z 0 ry o --. .. EAST LINE, o ci 2' CURB GOVERNMENT rn LOT 2 a BEILA BOSA CIRCLE' (50' R/W) P.O.C., SOUTHEAST' CORNER TRACT 'E GOVERNMENT LOT 2, (PRIVATE INGRESS & EGRESS) SECTION 29-19-31 %v /c�� _ i1T�QiN.G . SE(BACKS; ^4V SQUARE FOOTAGE CALCULATIONS FRONT= 2s SQUARE, �Q PROPOSED = FINISHED SPOT GRADE ELEVATION 20' PER DRA.LNAGE Pt.ANS SOD (SOD TO CURB)' 4 674t SQUARE FEET SIDE= 7.5' �f'\ - PROPOSED DRAINAGE FLOW DRIVE & LEAD WALKWAY: 495t QUART.: FEET STREET SIDE= 75' !_ffI GRADING JTYPE 'A" SIDEWALK/APPROACH. 414.f SQUARE FEET--- *PLOIY PLAN ONLY* PROr'OSEP, F F PEW PLANS - 16.3 " t....._.. t (NO?' A SURVEY) TOTAL LOT SQUARE FOOTAGE: 6,600t SQUARE FEE( STOTT c�- ASSOC, I1VC — LAND SURVEYORS t.EG(:ND - LEGEND 'LAT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = P.❑.I.,. = POINT' ON LINE I' f''ELD 'YP. _ 'TYPICAL NOTES: I _ zRON PIPE ER.C. = POINT OF REVERSE CURVATURE I.^. IRON ROD P.;, r. Pn LNr OP CURVnTURF. I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TEC14NICAL STANDARDS SET FORTH BY .OM.-:1t1N➢ C.M. - CUNCRE To-ONUMPO RAD. = RADIAL THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SET i.R.. = I/2' 1.R. wi kLB 4596 N.R. NON-RAniAL SECTION 472-027 FLORIDA. STATUTES. RE'... REf,O:T..RED W.P. = WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYORS SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P•U•B• = p'IIN7 DT BEGINNINB CALL. =CALCULATED P:.-E _ DINT ❑F ..UMMENCEMENT P2.M. = PERMANENT REFERENCE MONUMENT 3- THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS 4. CENTERI-INC. F.F. FINISHE➢ FLOOR ELEVATION OR CASEMENTS THAT AFFECT THIS PROPERTY. N&D tir,IL & DISK B.S.L. BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/W = Ri GHT-OF-WAY B.M. = BENF.HMgRK 5, THIS SURVEY 1:5 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULDI NOT BE RELIED UPON BY ANY OIIIER ENTITY. DRAT. !!RAIN(; N'i B.D. = BASE DE ARING DRAIN. - DRAINAGE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE. USED TO RECONSTRUCT BOUNDARY LINES. IITB_T!CITY 7. BEARINGS, ARE B4S0 ASSUMED DATUM AND ON THE LINE SHOWN AS BASE 8EA121NG (B.B.) DIAIN LINK FENCK -,..-f- 8. ELEV.t.TTONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. Wll Fc: - WOOD FENCE C/B --DNCP,.TF. BLOCK PC. = POINT OF CURVATURE ✓. CE'RTFTCATE' OF AUT110:i1ZATION N.. 4596. SCALE r--- 1" = 20' -----+ DRAWN 8Y P,T'. = POINT OF TANGENCY nest - DESCRIPTION /J/ CERTIFIED BY: DATE ORDER NO. R = RADIUS PLOT PLAN 5-16-06 12050-06 = ARC ;.ENGTN j =DELTA METES & BOUNDS PLOT PLAN 06-07-06 4266-06 c CHORD REVISED PLOT PLAN 07-25-06 4425-06 CHORD BEARING NORTH -- - F/--I- V.y 'FITS BUI_D1NG%PROPERTY DOES. NOT LIE WITHIN OHE ESTABLISHED 100 YEAR FLOOD PLANE AS PER '"FIRM" %M GITJSEMGEYER, LS. � 4714 R.LS If 4801 � ZONE "X" PANEL If 120289 0055 E (04--17-95) VERNON H. BERRY JR., R.L.S. ,{I 6262 - FZ CEIVED JUL 2 7 2006 I�1'� DESCRTPTTO.N AS TPURNTISHM): Co" Lot.- 66 , CF1 t.--.RY ESTATFS NORTH, (unrecorded) Sernino/F bn ?-jon,do, more particularly described as follows: -0mr'ler1ce at the Southeast corner of Government Lot 2, Section 29, Township 119 South., - Range 31 T-cst, 3erni,rlole County, Florida; Thence rut-, N 00*06'18" VV, along the East line of said Lot 2, fee,".: 'hence run S 89-50-10" '04 947.55 feet to the Point of Beginning-, Thence continue S 8 9'5 0`10 " W, 60.00 feet; 'hence run N 00*D9'-50" W, 110.00 feet; Thence run N89*50'10" E, 60.00 S 'nce r un feet; 'e, 00'09'50" 110.00 feet, to the Point of Beginning. Containing 6,600 square feet ,)T 0.15 acres more or less. PLOT PLAN FORIICERTIFJED 7'0:Lenr?,I)r- Hornes, Inc. LOT 937 I.OT 94 AT 89'50'10" E 60.00' 477. 13' LOT 66 41 0) ti 10,3' 50' =CONC 10, 50' 65 .LOT (Z) LO z) ry Uj (0 C� PROPOSED RESIDENCE LEI F] Q) I) MODEL: COZUMEL-A AIC 6 TWO -CAR GARAGE RIGHT In 19.0, r-1 Lf) FRONT 14) 20.0' PORCH h. 4 DRIVE iWALK 25.20' 25.20' 10' UTILITY (Pc,,) 102.50' EASEMENT LOT 92 5' WALK (B-B') S 89"50' 10" W P-O'e' -S 89.50,10" W --7 60, 0 0' 94755' 2' CURB i� /-y T BEAD O SA CIRO, E (50' RIW) TRACT 'E " (PRIVATE INGRESS & EGRESS) A11) 1 /r8�0 PROPOS�I�` 9NISh!E-` SP07 GRADE ELEVATION SQUARE, FOOTAGE CALCULATIONS PER DRAINAGE. PI.ANS SOD (SOD -\1*0 CURB): 4,674± SQUARE FEET J--. - PROPOSE-rl CRAiNAGE FLOW DRIVE & LEAD' WALKWAY: 495± SQUARE FEEI" - L07 GRADIN,,,' TYPE "A" SIDEWALK/APPROACH: 414± SQUARE FEET PROPOSE[) F.E PEW PLANS = 16.35' ..... . ........................... . ... . . ... . . ............. ................... . ....... ................. . ........... . ...... - ----- IOTAL LOT SQUARE FOOTAGE: 6,6001 SQUARE FEET ��COTT -FR A.- Lf Gr ND LEGEND -:AT P.I.I.L. = POINT ON LINE 'IE I-B YYP, TYPICAL Ip ON, PIPE P.R.C. = POINT OF REV; RSE CURVATURE I,- RON RED PL,C. POINT OF COMPOUND CURVATURE C.M.CINMITE Nff:NUN.fNT RAD. RADrAL� SFT R 4596 N.R. = NON-R DTAL R>-' N.P.WITNESS ESS POINT P� I'll OF PF - 5INNING CALC. CALIULATED... TIN' PO Ni OF COMHENCEMIIT FRM. PERMANENT ERENCE MONUMENT CENTERLINE F I FINISHED FLOOR ELEVATION N& NAIL & DISK BS BUILDING SETBACK LINE R I RICHr-OF-WAY B.M. =BENCHMARK 1Sxr V ASEM�N T D.D. = BASE DEARING DRAIN, _ I.1TD- UTILITY CHAIN LINK f0l'K. W DO FENCE f. NCRETE PLOCK POINT OF CIJRVATURE P.T.OINT OF TANGENCY DESC DESCRIPTIONN RADIUS ARC I NGTH DELTA ERE C E CHORE BEARING NORTH, LOT 67 EAST LINE, LOT 2 z (,A C) P.O. C., SOUTHEAST CORNER GOVERNMENT LOT 2, SECTION 29-19-31 FRONT= 25' REAR= 20' SIDE= 7.5' SrREE'T SIDE--- 15' *PLOT PLAN OIVLY* (NOT A SURVEY) & -ZL-15'socl., 111VC. -- LAND SURVEYORS' 5400 E. COLONIAL OR. ORLANDO, FL. .32807 (407)-277-3232 FAX (407)-658-1436 NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT 7141S SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTI BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 6IG17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SECTION 472-027 FLORIDA STATUTES. 2 UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED ID THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT ITHS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 51 THIS SURVEY 15 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD, NOT BE RELIED UPON BY ANY OTHER LINFITY, 5. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 71 BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) 8. ELEVATIONS, IF SPCINN, ARE BASED ON NATIONAL GEODETIC VER71CAL DATUM OF 1929, UNLESS OTHERWISE NOTED. R. AUTHORtZlITION N.. 4596, 1 SCALE 1 20' DRAWN CERN' -D BY; DATE ORDER N.. _ PLOT PLAN 5-16-06 12050-06 METES &BOUNDS PLOT PLAN 06-07-06 4266-06 REVISED PLOT PLAN 07- 25 -06 4425-06 THIS RUILDINGIPROPERTY DOES, NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIR111" ZONE PANEL # 1202B9 0065 L (11- 17-95) VU NY ' GRUSENCEYER;- LS. f 4714 jA?*A W. sCorr, B.1 S // 4801 VERNON N. BERRY JR., Rl,�- j 62F2 JUL 2 7 ZOOS 19y: L-- -- - . - . . . Ilk ENGINEERING SCIENCES Consultants In: Geotechnical Engineering ® Building Inspections Environmental Sciences ® Construction Services 3532 Maggie Blvd. a Orlando, FL 32811 0 (407) 423-0504 Fax: (407) 581-0313 ® tshank(@uesorl.com Web: www.uesorl.com DIP MAHOWTTZL Lennar Home Orlando,LLC TO: DATE: June 15, 2006 ORDER NO.: N/A 101 Southhall Lane Ste, Lot 66 Attention: Michael J. O'neill 450 Maitland, FL 32751 Re: Celery States North, Sanford, FL WE ARE SENDING YOU M Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Copy of letter ❑ Change order the following items: ❑ Plans ❑ Samples ❑ Specifications ® Other COPIES DATE NO. DESCRIPTION 3 6115106 Copies Plan review items delivered on 03/02/06 3 6115/06 Copies Plan Compliance Affidavit 3 6/15106 Copies Notice to Building Official of Use of Private Provider 3 6/15106 Copies Private Provider Plan Review Service Agreement 3 6/15/06 Copies Resume Of Reviewer (Ken Derrick) 3 6/15/06 Copies Resume Of Reviewer (Dan Canellas) 3 6115/06 Copies Insurance Certificate for Lennar Homes 3 6/15106 Copies Insurance Certificate for City of Sanford THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit ® For your use ❑ Approved as noted ❑ Submit ❑ As requested ❑ Returned for corrections ❑ Return ❑ For review and comment ❑ ❑ FOR BIDS DUE REMARKS copies for approval copies for distribution corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US Please find attached the requested documents. Please let me know if any more information is needed. COPY TO: File SIGNED: Delivered by: Docs. No. 486251 If enclosures are not as noted, kindly notify us at once. UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Private Provider Plan Compliance Affidavit Private Provider Firm: Universal Engineering Sciences, Inc. Private Provider: R. Kenneth Derick, P.E. Address: 3532 Maggie Boulevard Orlando, Florida 32811 Phone: (407) 423-0504 Email: derickk(o)-uesorl.com Fax: (407) 581-0313 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 2004 Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and hold the appropriate license or certificate: Name: Celery Estates North, Sanford, FL A000, A101-1, A101-2, A102-1, A102-2, A201, A202, A203, A301, A302, A303, E 101, E 102, M 101, M 102, S 101, S201, S202, S301, S302, S303, S304,-561-�602 Florida License/Registration/Certification #(s) and d R. Kenneth Derick, P.E. — 37711 Signature of Reviewer:-�� SWORN AND SUBSCRIBED before me,by R. Kenneth Derick Bei sonally known to me or having producedmdert+€i +^^ And who being fully sworn and cautioned, state going is true co the best of his/her knowledge or belief. Signs re of Notary Printed Name Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 486282 TIFFANY A. SHANK MY COMMISSION 4 DD 431149 I.' . �r� EXPIRES: May 19, 2009 oo awndad Thru Nowry P&it Und0wrltars UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Notice to Building Official of Use of Private Provider Project Name: Celery Estates North, Sanford, FL Parcel Tax I.D.: Services to be Provided: Plans Review X Inspections X 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 Lennar Home Orlando, LLC 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: Universal Engineering Sciences, Inc. Private Provider: R. Kenneth Derick, P.E. Senior Vice President Address: 3532 Maggie Boulevard, Orlando, Florida 32811 Telephone: 407-423-0504 E-mail Address (Optional): derick uesorl.com Fax: 407-423-3106 Florida License, Registration or Certificate No.: Professional Engineer Florida License No. 37711 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. Page 1 of 2 Pages The following attachments are provided as required: 1. Qualification statements and/or resumes of the private provider and all duly authorized representatives 2. Proof of insurance for professional and comprehensive liability in the amount of $1 million per occurrence relating to all services performed as a private provider, including tail coverage for a minimum of 5 years subsequent to the performance of building code inspection services. Individual signature Print Name: Address: - Telephone No.: Corporation Lennar Home Orlando, LLC Print Corporation Name Partnership Print Partnership Name By: By: signature (signature) Print Name: Its: Address: Telephone No.: Please use appropriate notary block. STATE OF COUNTY OF Individual Before me, this day of , 20_, personally appeared who executed the foregoing instrument, and acknowledged before me that same was executed for the purposes therein expressed. Corporation Before me, this day of 20_, personally appeared of 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. Personally known or Produced identification Signature of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 486292 Print Name: Its: Address: Telephone No.: Partnership Before me, this day of , 20_, personally appeared Partner/agent on behalf o A partnership, who executed the foregoing instrument, and acknowledged before me that same was executed for the purposes therein expressed. Type of identification produced Print Name Page 2 of 2 Pages u UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Private Provider Plan Review Service Agreement Doc No. 486294 Project: Celery Estates North, Sanford, FL Private Provider Firm: Universal Engineering Sciences, Inc. Private Provider Name: R. Kenneth Derick, P.E., Senior Vice President Address: 3532 Maggie Boulevard, Orlando, FL 32811 Phone: (407) 423-0504 Fax: (407) 581-0313 Names, License/Certificate Numbers, and License description of provider and duly authorized agents who will be providing services for this project. Name I License # ILicense Type Dionisio Canellas I PE 49771 1 Licensed Professional Engineer As a private inspection service provider for this project, I have read and agree to be bound to the provi- sions of State Statute 553.791. 1 further agree and understand that only the above listed personnel may perform inspections on this project and that if for an son the inspection personnel should change, or if any person listed above should d„contini o qu- ity as a duly authorized agent, you will be notify in writing immediately. Signature of Private Provide/�,/ J/� Date: 6/15/06 J7 _. SWORN AND SUBSCRIBED before me Being personally known to me, o aving ar}etvlvhokeing fully sworn and cau ionec My commission expires: , state that the foregoing is true and correct to the best of tAFv .Pv MY COMMISSIONTIFFANY R. SHANK # DID 31149 4,, f EXPIRES: May 19, 2009 Sondn Thri Notary Polio Undorwriters • • -- .--luur inspecrion and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data R. KENNETH DERICK M.S., P.E. Vice President - Geotechnical, Solid Waste and Construction Services Orlando Regional Manager Expertise Geotechnical Engineering, Construction and Environmental Services Academic Background 1975/Georgia Institute of Technology/Bachelor of Science in Civil Engineering 1977/Georgia Institute of Technology/Master of Science in Civil Engineering Registrations 1979/Professional Engineer, Florida, No. 37711; Also: Alabama, Mississippi, Louisiana, Kentucky, Maryland, Georgia, North Carolina, South Carolina, Ohio, Texas, Tennessee, and Virginia. Certifications Nuclear Density Gauge Licensed Certified Structural Masonry Inspector Experience Mr. Derick holds an advanced degree in civil engineering with emphasis on structural and geotechnical engineering. He has over 31 years experience performing and managing engineering work for geotechnical, construction materials testing, building construction inspections, and environmental projects in the eastern, southeastern, and Gulf South regions of the United States. These projects were performed for private developers, local, state and federal govemments, and industrial complexes. As Universal Engineering Sciences Corporate Vice President, and Orlando Regional Manager, Mr. Derick is responsible for the performance, staffing and administration of all engineering, solid waste, and construction testing and building inspection projects. In addition to performing building inspection services, geotechnical analysis and foundation recommendations for select projects, he also provides peer review for building inspections, Related water intrusion studies, condominium conversions, and property condition surveys. Projects Building Construction Mr. Derick has been involved with building construction and inspection since 1977. Projects and clients he has served for design, inspection and troubleshooting include: • International Paper Company, Woodlands Division Office, Gurden, Arkansas. This 3,000 square feet office was constructed under Mr. Derick's design and inspection. • Private Residence, Lilburn, Georgia. Mr. Derick was the Engineer of Record responsible for the design and construction of this 6,000 square feet 4-story residential home. • U.S. Homes Corporation, Central Florida. Mr. Derick serves as a senior troubleshooter. for water intrusion, structural and foundation related problems. • Lennar Homes Corporation, Clermont, Florida Division. Mr. Derick serves as a senior troubleshooter. for water intrusion, structural and foundation related problems. "Committed to Service" ireshold/Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data Residential Eagle Creek Development., Mr. Derick is the engineer -of -record for this 1,200 acre golf course community. The project is in an environmentally sensitive area adjacentto Lake Hart. Universal Engineering Sciences, Inc. performed all geotechnical, environmental and hydrogeological modeling(using ModFlow) of the pre- and post - development conditions. Avalon Development, Orange County, Florida. Mr. Derick has been involved in all phases of the Avalon Development. As project manager, Mr. Derick has provided and reviewed all geotechnical engineering services for the Avalon Development. These services included organizing and coordinating drilling and excavation operations, classifying soil samples, identifying suitable sources of fill material, determining existing and seasonal high groundwater levels, modeling pre- and post -development groundwater table patterns, designing and reviewing under drain placements and performing slope stability analyses. Perico Island Condominiums, Bradenton, Florida. This Arvida condominium project consists of numerous 12-story structures, retention ponds (lakes), and infrastructure development on an island near Bradenton, Florida. Mr. Derick is the engineer -of -record for this project and provided the principal review of all reports, assisted in the design of foundations, and assisted in the environmental assessment of the property. Victoria Park, DeLand, Florida. This project is a 2000 acre residential and commercial development being planned and constructed by Arvida. The development is a golf course community and commercial development in an area of Central Florida that spans over the Deland fault, a complex hydro geological area. Mr. Derick is the principal consultant on this project reviewing all of the hydrological modeling, which is performed using Visual Modflow. The responsibilities on this project also include geotechnical evaluation of the commercial buildings, pond routing analysis, and road design and upgrading for the increased traffic. Winding Hollow Subdivision, Winter Springs, Florida. Mr. Derick Provided geotechnical engineering services for this 570-acre subdivision. The work included recommendations for pavement design, bridge design, utility design, storm water management systems, and site preparation. Design considerations included relatively high water table conditions and organic soils which required removal. Geogrid Retaining Wall; Atlanta, Georgia. A 40-foot near vertical slope was failing adjacent to a condominium development and large rocks and debris were damaging the residential units. Mr. Derick designed a 20-foot high retaining wall with sloping backfill, using geogrids for the anchorage. There was only fifteen (15) to twenty-five (25) feet of space between the slope and buildings to construct the wall making this project extremely challenging. Country Club of Mount Dora Community Development District, Mount Dora, Florida. Mr. Derick has provided geotechnical engineering services for this community development district. Work scope included recommendations pertaining to pavement design, storm water management systems, utility construction and site preparation. "Committed to Sen/ice" u cai r cuu i rr r vd ee r-r a vluer lnsp ecrion and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data • Ventura Subdivision Pavement Evaluation, Orlando, Florida. Evaluated the cause of pavement failures and projected remaining pavement life. Provided recommendations for pavement repair and drainage improvements. • Tunica Housing; Tunica Hills, Louisiana. Housing for prison officials was placed on steep hills along the Red River bluffs. Mr. Derick provided foundation design, site preparation recommendations, and stability analysis for this site. • Residence; Falls Church, Virginia. A major house addition called for construction of a two-story house addition beside a 80 foot slope. Mr. Derick analyzed both the short and long-term properties of the slope soils and provided recommendations for proper construction set -back to preclude loss of property and slope failures which would affect the residence. • Haulten Hall Condominiums, Atlanta, Georgia. Driven piling design, specifications, and pile load testing was furnished for Haulten Hall, a 6-story concrete, multi -residential structure on Pharr Road in Atlanta, Georgia. Construction testing and monitoring was provided during project development, including pile load testing of production piling. • Stoneybrook West Subdivision. Mr. Derick is the engineer -of -record for this 1,500 acre golf course community located at the Orange County / Brevard County line. This development was constructed on an area of high groundwater and wetlands and is a premier development in East Orlando. • Stoneybrook East Subdivision. Mr. Derick is the engineer -of -record for this 1,200 acre golf course / lake front community in West Orange County. Bridges / Roadways • 1993 FDOT Construction Material Inspection and Testing Contract, District 5. Mr. Derick served in the capacity of Project Quality Assurance Manager responsible for ensuring laboratory testing was performed properly, personnel has up to date certifications, and verifying any deficiencies in personnel activities were corrected to the satisfaction of FDOT. Professional Affiliations American Society of Civil Engineers Florida Engineering Society Florida Institute of Consulting Engineers National Society of Professional Engineers National Council of Engineering Examiners American Society of Testing Materials Publications Groundwater Protection for Sanitary Landfills in the Saturated Zone," Co-authored with Dr. Gordon P. Boutwell, Jr., P.E.; for National Solid Waste Management Association, 1986. "Hydraulic Fracturing of Nondispersive Clay Dam", Co-authored with Dr. Dan Brown, P.E.; for American Society of Civil Engineers National Convention, 1986. Universal Office Orlando, Florida Years with Universal 14 (1991) "Committed to Service" Threshold/ Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data DIONISIO (DAN) I. CANELLAS, P.E. Project Engineer Expertise Mechanical, Electrical, Plumbing (MEP), HVAC Systems — Design and Inspection Academic Background B.S., Mechanical Engineering, University of Southwestern Louisiana, Lafayette, Louisiana Registrations Professional Engineer, Florida, 1995, No. 49771 Professional Engineer, Commonwealth of Puerto Rico, 1973, No. 6963 Experience Mr. Canellas has over 44 years of experience in Mechanical, Electrical, Plumbing (MEP), HVAC systems design and inspection. As a mechanical engineer, Mr. Canellas has been responsible for the design of heating, ventilation and air conditioning systems, piping for chilled water, steam and compressed air, involved in maintenance and preventive programs. This experience includes design, expansion and installation of mechanical systems for various well-known multinational pharmaceutical companies, manufacturing companies and schools. Mr. Canellas has served several firms as Senior Mechanical Engineer and MEP consultant responsible for HVAC systems and related piping (chilled water and steam) design for numerous health, correctional, industrial, hospitality, retail, restaurant and educational facilities. Mr. Canellas' experience also includes plan review and specification writing for various industrial and pharmaceutical firms. He has served as Department Supervisor, Mechanical Engineer, Maintenance Engineer, HVAC Project Engineer, Senior Mechanical Engineer, MEP Consultant, and Mechanical Department Manager. In his current position with Universal Engineering Sciences, Inc. (Universal), Mr. Canellas is responsible for private provider and building inspections, project oversight, and plan review. Related Projects u Colonial Village, Sanford, Seminole County, Florida. Mr. Canellas is serving as MEP project engineer/inspector for this 35.8-acre residential project involving seventeen 3-story buildings consisting of 20 to 24 individual residential units each (470 total apartments). Y Royal Palm Village Phase III Clubhouse, Haines City, Polk County, Florida. Mr. Canellas is serving as MEP project inspector for this building project. Gentry Park Townhomes, Orange County, Florida. Mr. Canellas is serving as Private Provider Inspectorfor this new residential (multi -family dwelling) building project pursuant to 553,791 of the Florida Statutes and in accordance with Section 105.6 of the Florida Building Code. Elements being inspected by Mr. Canellas include: Plumbing underground rough -in, second plumbing rough -in plumbing, final plumbing; Mechanical underground, mechanical rough -in, mechanical final; Electrical underground, electrical rough -in, electrical final; Footing/stem-wall; Monolithic slab -on -grade, termite certification; Lintel/tie beams, vertical cells/columns; Engineered trusses/bracing/tie-down connectors; Roof/wall sheathing and fasteners; Roof/wall dry-in/flashing; Framing/window/door framing/draft stopping/fire blocking/accessibility; Gas rough -in, piping and final (if applicable); Energy insulation; and Roof covering final. For Previous Employer— Marina Village, Bahamas. Mr. Canellas provided HVAC system design for four luxury restaurants and 28 retail stores. "Committed to Service" 5reshold / Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data For Previous Employer — Various Industrial and Commercial Facilities, Puerto Rico. Mr. Canellas provided design of mechanical and HVAC systems for various industrial facilities, pharmaceutical plants, hospitals, etc. For Previous Employer — Various Judicial, Commercial, Medical and Educational Facilities, Florida and Texas. Mr. Canellas provided design of mechanical and HVAC systems for various industrial facilities, correctional facilities, hospitals, etc. For Previous Employer— NASA, Cape Canaveral, Florida. Mr. Canellas was the Senior Mechanical Engineer in charge of design of HVAC systems for NASA Space Station Processing Facility and NASA Office Space Facility: Professional Affiliations ASHRAE (American Society of Heating, Refrigeration and Air Conditioning Engineers) Universal Office Orlando, Florida Years with Universal 1 (2004) Years with Other Firms 43 "Committed to Service" From: Pnsalla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/1/2006 04:27 PM Page: 2 of 10 ACURD CERTIFICATE OF LIABILITY INSURANCE INM1 P DATE( 10111 VY) UNIVENC3 06/Ol/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Hudson Spec,Ins .Co. (Freberg) INSURER B: Zurich -American Ins, (Orlando) 16535 Universal Engineering Sciences Inc . ; etal INSURER C: Great American ins. (Marietta) 3532 Maggie Blvd. INSURERD. Orlando FL 32811 INSURER E: THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR INSRN TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MWDD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 2 0 0 0 0 0 0 A X COMMERCIAL GENERAL LIABILITY CLAIMS MADE [X I OCCUR FEC6102911 07/17/05 07/17/06 PREMISES(Eaoccu�rence)— $50000 MED EXP (Any one person) $ 5000 X Inc i s X, C, U SLAT WAIVER SUBROGATION PERSONAL & ADV INJURY $ 2000000 X Blanket Contract. IF REQ wxiTrEN coNTRACT GENERAL AGGREGATE $ 4000000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 4 0 0 0 0 0 0 POLICY X JECOT LOC B AUTOMOBILE LIABILITY ANY AUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 1000000 X ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY (Per person) $ HIRED AUTOS NON -OWNED AUTOS X BODILY INJURY (Per accident) $ X F1 PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ ANY AUTO $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ 9000000 C X OCCUR CLAIMSMADE TW554486402 05/01/06 07/17/07 AGGREGATE $ 9000000 $ DEDUCTIBLE X RETENTION $ 10 0 0 0 $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ OFFICERIMEMBER EXCLUDED? It yes, describe under E.L. DISEASE - POLICY LIMIT $ SPECIAL PROVISIONS below OTHER A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim 2000000 Pollution Liab. Aggregate 4000000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS General Liability policy includes a blanket additional insured endorsement for the Certificate Holder if required by written contract. Policy Limits are shared for #FEC6102911. Liability is limited to loss or damage arising out of negligent acts of the insured. *Except as required by FL Statute. RE: Flagship Parke; Project No.: 453608 CERTIFICATE HOLDER CANCELLATION City of Sanford Building Department P.O. Box 1788 Sanford FL 32772-1788 CITYSAN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ACORD 25 (2001/08) OACORD CORPORATION 1988 From: Priscilla Berry At: J KOIT Davis Ins. FaXID: To: Vitalia Date: 6/1/2006 04:27 PM Page: 3 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. AGORD Z5 (ZU01108) From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/1/2006 04:27 PM Page: 4 of 10 OP ID P DATE (MWDD/YYYY) AcoRD CERTIFICATE OF LIABILITY INSURANCE UNOPID 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Amerisure Mutual Ins. Co. 23396 INSURER B: Universal Engineering Sciences Inc. INSURER C: 3532 Maggie Blvd. INSURERD: Orlando FL 32811 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR NSR TYPE OF INSURANCE POLICY NUMBER DATE (MMIDD/YY) DATE (MM/DDIYY) LIMITS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR EACH OCCURRENCE $ PREMISES (Ea occurence) $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PECT RO LOC J PRODUCTS - COMP/OP AGG $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ $ EXCESSIUMBRELLA LIABILITY OCCUR CLAIMS MADE DEDUCTIBLE RETENTION $ EACH OCCURRENCE $ AGGREGATE $ $ $ A COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBEREXCLUDED? If yes, describe under SPECIAL PROVISIONS below WC200565604 01/01/06 01/01/07 WC 'WORKERS X TORY LIMITS ER E.L. EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 1000000 E.L. DISEASE - POLICY LIMIT 1 $ 10 0 0 0 0 0 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Workers Comp. policy includes a blanket waiver of subrogation in favor of the certificate holder if required by written contract. *Except as required by Florida Statute. CFRTIFICATF HOLDER CANCELLATION CITYSAN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL City of Sanford Building Department IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, rrS AGENTS OR P.O. Box 1788 REPRESENTATIVES. U IZE REPRESENTATIVE Sanford FL 32772-1788 ACORD 25 (2001/08) vAUVKU CUKYUKAI IUN labu --E misulla ocrry nc. J mull Ljavis ins, raxiu: io: viiaiia Uate: 6/1/2005 04:27 PM Page: 5 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACUKD Z5 (ZUMMU) r-rorn: Priscilla t3erry At: J KOIT uavis Ins. F-axiu: I o: vnalla Date: 6112006 04:27 PM Page: 6 of 1C AcoRD CERTIFICATE OF LIABILITY INSURANCE IOF VE P DATE( /01/0 UNIVENG 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone : 407-691-9600 INSURERS AFFORDING COVERAGE NAIL # INSURED INSURER A: Amerisure Mutual Ins. Co. 23396 INSURER B' universal Engineering Sciences Inc. INSURERC: 3532 Mag;ie3Blvdd. INSURERD: Orlando INSURER E: LOW=11MACCJ=&I THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR INSR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR PREMISES (Ea occurence) $ IVIED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER'. PRODUCTS - COMP/OP AGG $ POLICY PEa LOC AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT (Ea accident) $ ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO $ AUTO ONLY: AGG EXCESSIUMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR ❑ CLAIMS MADE .AGGREGATE $ $ DEDUCTIBLE $ RETENTION $ p' WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE WC200565604 01/01/06 01/01/07 X TORV LIMITS I I ER E.L. EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 1 0 0 0000 OFFICERWEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE -POLICY LIMIT $ 1000000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Workers Comp. policy includes a blanket waiver of subrogation in favor of the certificate holder if required by written contract. *Except as required by FL Statute. RE: Lennar Corp, including all of its divisions,subsidiaries, partners, partnerships, shareholders, affiliated companies, successors & assigns, officers, directors, agents, servants and employees. CERTIFICATE HOLDER CANCELLATION Lennar Corporation Insurance Compliance P O Box 12010-LC Hemet CA 92546-8010 LENNCOR SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ACORD 25 (2001/08) ©ACORD CORPORATION 1988 rrom: rnsaua Derry MT: J MOIT uavis ins, raxiu: i o: vitaua uate: (inr2 06 o4:27 PM Page: 7 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (Z001108) From: Priscilla Berry At: J Rolf Davis Ins. Fax]D: To: Vitalia Date: 6/12006 04:27 PM Page: 8 of 10 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DD/YYYY) UNIVENG 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Hudson 5pec.ins.co. (Fr*berq) Universal Engineering sciences INSURER B: Zurich -American Ins. (Orlando) 16535 Inc.; etal INSURERC: Great American Ins.Co. 3532 Maggie Blvd. INSURER D. Orlando FL 32811 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES, AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR NSRC TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 2 0 0 0 0 0 0 A X X COMMERCIAL GENERAL LIABILITY FEC6102911 07/17/05 07/17/06 PREMISES (Eaoccurence) $ 50000 CLAIMS MADE FX] OCCUR MED EXP (Any one person) $ 5000 X IAcls X,C,U BLKT WAIVER 6uBROCATIOH PERSONAL &ADV INJURY $2000000 X Blanket Contract. GENERAL AGGREGATE $ 4000000 IF REQ WRITI'EH CONTRACT GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 4000000 POLICY X JEC LOC B AUTOMOBILE LIABILITY ANY AUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 1000000 BODILY INJURY (Per person) $ ALL OWNED AUTOS SCHEDULED AUTOS FX INJURY$ (Per accident) HIRED AUTOSBODILY NON -OWNED AUTOS PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO $ AUTO ONLY: AGG EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ 9000000 C X I OCCUR ❑ CLAIMSMADE TUUSS4486402 05/01/06 07/17/07 AGGREGATE $ 9000000 $ $ RDEDUCTIBLE X RETENTION $ 10 0 0 0 $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE TORY LIMITSI I ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE- POLICY LIMIT $ OTHER A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim 2000000 Pollution Liab. I I I I Aggregate 4000000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS The General Liability policy includes blanket additional insured endorsement & blanket waiver of subrogation endorsement for the certificate holder if required by written contract. Liability is limited to loss or damage arising out of negligent acts of the insured. *Except as required by Florida Statute. SEE ATTACHED HOLDER NOTE PAGE CERTIFICATE HOLDER CANCELLATION Lennar Corporation RE: LC00002661 Insurance Compliance P.O. Box 12010-LC Hemet CA 92546-8010 LENNCOR SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. U IZE REPRESENTATIVE ACORD 25 (2001/08) ©ACORD CORPORATION 1988 rrorn: F'nsglla berry At: J Koll Uavls Ins. "x]LJ: I o: Vltalla Uate: 6/1l2006 04:27 PM Page: 9 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2001/08) From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/12006 04:27 PM Page: 10 of 10 Additional Insured is Lennar Corporation, including all of its divisions, subsidiaries, partners, partnerships, shareholders, affiliated companies, successors and assigns, officers, directors, agents, servants and employees, but only with respect to legal liability or claims caused by, arising out of, or resulting from the work and/or acts of the named insured or of others performed on behalf of the named insured (see CG 20107 /04 and CG 2037 7/04) attached). Policy limits are shared for #FEC6102911. The General Liability insurance shall be considered primary to any similar insurance held by third parties in respect to work performed by you under any written contractual agreement with such third party. It is further agreed that any other insurance which the person(s) or orgainization(s) named in the schedule may have is excess and non-contributory to this insurance. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering 0 Building Inspections Environmental Sciences 0 Construction Services 3532 Maggie Blvd. 0 Orlando, FL 32811 0 (407) 423-0504 Fax: (407) 581-0313 0 tshank(@uesorl.com Web: www.uesorl.com L7i7 ER' DIP U A HBWVQ& Lennar Home Orlando,LLC TO: DATE: June 15, 2006 ORDER NO.: N/A 101 Southhall Lane Ste, Lot 66 Attention: Michael J. O'neill 450 Maitland, FL 32751 Re: Celery States North, Sanford, FL WE ARE SENDING YOU 0 Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Copy of letter ❑ Change order ® Other the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 3 6115/06 Copies Plan review items delivered on 03/02/06 3 6/15/06 Copies Plan Compliance Affidavit 3 6/15/06 Copies Notice to Building Official of Use of Private Provider 3 6/15/06 Copies Private Provider Plan Review Service Agreement 3 6/15/06 Copies Resume Of Reviewer (Ken Derrick) 3 6/15/06 Copies Resume Of Reviewer (Dan Canellas) 3 6115/06 Copies Insurance Certificate for Lennar Homes 3 6/15/06 Copies Insurance Certificate for City of Sanford THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit ® For your use ❑ Approved as noted ❑ Submit ❑ As requested ❑ Returned for corrections ❑ Return ❑ For review and comment ❑ ❑ FOR BIDS DUE REMARKS copies for approval copies for distribution corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US Please find attached the requested documents. Please let me know if any more information is needed. COPY TO: File Delivered by: Docs. No. 486251 SIGNED: If enclosures are not as noted, kindly notify us at once. u UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Private Provider Plan Compliance Affidavit Private Provider Firm: Universal Engineering Sciences, Inc. Private Provider: R. Kenneth Derick, P.E. Address: 3532 Maggie Boulevard Orlando, Florida 32811 Phone: (407) 423-0504 Email: derickk uesorl.com Fax: (407) 581-0313 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 2004 Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and hold the appropriate license or certificate: Name: Celery Estates North, Sanford, FL A000, A101-1, A101-2, A102-1, A102-2, A201, A202, A203, A301, A302, A303, E 101, E102, M101, M102, S101, S201, S202, S301, S302, S303, S304,_ 6,6", 602 Florida License/Registration/Certification #(s) and dAperpti R. Kenneth Derick, P.E. — 37711 Signature of Reviewer: SWORN AND SUBSCRIBED before me by _ Being 96sonally known to me e toregoing Is trpp an SignWre of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 486282 R. Kenneth Derick r having produced an^patio;,_ w---- And who being fully sworn and cautioned, state of his/her knowledge or belief. TIFFANY R. SHANK MY COMMISSION # DD 431149 EXPIRES: May 19, 2009 Bonded Thru Notary public Undarwriters Printed Name u UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Notice to Building Official of Use of Private Provider Project Name: Celery Estates North, Sanford, FL Parcel Tax I.D.: Services to be Provided: Plans Review X Inspections 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 Lennar Home Orlando, LLC 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: Universal Engineering Sciences, Inc. Private Provider: R. Kenneth Derick, P.E. Senior Vice President Address: 3532 Maggie Boulevard, Orlando, Florida 32811 Telephone: 407-423-0504 Fax: 407-423-3106 E-mail Address (Optional): derickauesorl.com Florida License, Registration or Certificate No.: Professional Engineer Florida License No. 37711 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. Page 1 of 2 Pages The following attachments are provided as required: 1. Qualification statements and/or resumes of the private provider and all duly authorized representatives 2. Proof of insurance for professional and comprehensive liability in the amount of $1 million per occurrence relating to all services performed as a private provider, including tail coverage for a minimum of 5 years subsequent to the performance of building code inspection services. Individual signature Print Name: Address: - Telephone No.: Corporation Lennar Home Orlando, LLC Print Corporation Name Partnership Print Partnership Name By: By: signature (signature) Print Name: Its: Address: Telephone No.: Please use appropriate notary block. STATE OF COUNTY OF Individual Corporation Before me, this day of Before me, this day of , 20_, personally , 20_, personally appeared appeared of who executed the foregoing instrument, and acknowledged before me that same was executed for the purposes therein expressed. 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. Print Name: Its: Address: Telephone No.: Partnership Before me, this day of , 20_, personally appeared Partner/agent on behalt o A partnership, who executed the foregoing instrument, and acknowledged before me that same was executed for the purposes therein expressed. Personally known or Produced identification Type of identification produced Signature of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 486292 Print Name Page 2 of 2 Pages UNIVERSAL ENGINEERING SCIENCE, INC. 3532 Maggie Boulevard Orlando, FL 32811 Phone: 407-423-0504 Fax: 407-423-3106 Private Provider Plan Review Service Agreement Doc No. 486294 Project: Celery Estates North, Sanford, FL Private Provider Firm: Universal Engineering Sciences, Inc. Private Provider Name: R. Kenneth Derick, P.E., Senior Vice President Address: 3532 Maggie Boulevard, Orlando, FL 32811 Phone: (407) 423-0504 Fax: (407) 581-0313 Names, License/Certificate Numbers, and License description of provider and duly authorized agents who will be providing services for this project. Name ILicense # ILicense Type Dionisio Canellas I PE 49771 1 Licensed Professional Engineer As a private inspection service provider for this project, I have read and agree to be bound to the provi- sions of State Statute 553.791. 1 further agree and understand that only the above listed personnel may perform inspections on this project and that if for anv son the inspection personnel should change, or if any person listed above should dicontini� 7�ty as a duly authorized agent, you will be notify in writing immediately. � � . Signature of Private Provider:,,,0�/, Date: 6/15/06 SWORN AND SUBSCRIBED before me by R. Kenneth Derick Being p rsonally known to me, or h ' o uce on alw o being fully sworn and cautio state that the foregoing is true of Is r knowledge orpplief. _ Jj Signcfre of Notary Not#/ StarYip: My commission expires: Printed Name TIFFANY R. SHANK MY COMMISSION 4 DD 431149 EXPIRES: May 19, 2009 7 g' Bonded Thru Nofay Public Underwriters RF,4 " construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data R. KENNETH DERICK M.S. P.E. Vice President - Geotechnical, Solid Waste and Construction Services Orlando Regional Manager Expertise Geotechnical Engineering, Construction and Environmental Services Academic Background 1975/Georgia Institute of Technology/Bachelor of Science in Civil Engineering 1977/Georgia Institute of Technology/Master of Science in Civil Engineering Registrations 1979/Professional Engineer, Florida, No. 37711; Also: Alabama, Mississippi, Louisiana, Kentucky, Maryland, Georgia, North Carolina, South Carolina, Ohio, Texas, Tennessee, and Virginia. Certifications Nuclear Density Gauge Licensed Certified Structural Masonry Inspector Experience Mr. Derick holds an advanced degree in civil engineering with emphasis on structural and geotechnical engineering. He has over 31 years experience performing and managing engineering work for geotechnical,. construction materials testing, building construction inspections, and .environmental projects in the eastem, southeastem, and Gulf South regions of the United States. These projects were performed for private developers, local, state and federal govemments, and industrial complexes. As Universal Engineering Sciences Corporate Vice President, and Orlando Regional Manager, Mr. Derick is responsible for the performance, staffing and administration of all engineering, solid waste, and construction testing and building inspection projects. In addition to performing building inspection services, geotechnical analysis and foundation recommendations for select projects, he also provides peer review for building inspections, Related water intrusion studies, condominium conversions, and property condition surveys. Projects Building Construction Mr. Derick has been involved with building construction and inspection since 1977. Projects and clients he has served for design, inspection and troubleshooting include: • International Paper Company, Woodlands Division Office, Gurden, Arkansas. This 3,000 square feet office was constructed under Mr. Derick's design and inspection. • Private Residence, Lilburn, Georgia. Mr. Derick was the Engineer of Record responsible for the design and construction of this 6,000 square feet 4-story residential home. • U.S. Homes Corporation, Central Florida. Mr. Derick serves as a senior troubleshooter. for water intrusion, structural and foundation related problems. • Lennar Homes Corporation, Clermont, Florida Division. Mr. Derick serves as a senior troubleshooter. for water intrusion, structural and foundation related problems. "Committed to Service" Threshold/Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnica/ Engineering Biographical Data Residential Eagle Creek Development.. Mr. Derick is the engineer -of -record for this 1,200 acre golf course community. The project is in an environmentally sensitive area adjacentto Lake Hart. Universal Engineering Sciences, Inc. performed all geotechnical, environmental and hydrogeological modeling(using ModFlow) of the pre- and post - development conditions. Avalon Development, Orange County, Florida. Mr. Derick has been involved in all phases of the Avalon Development. As project manager, Mr. Derick has provided and reviewed all geotechnical engineering services for the Avalon Development. These services included organizing and coordinating drilling and excavation operations, classifying soil samples, identifying suitable sources of fill material, determining existing and seasonal high groundwater levels, modeling pre- and post -development groundwater table patterns, designing and reviewing under drain placements and performing slope stability analyses. Perico Island Condominiums, Bradenton, Florida. This Arvida condominium project consists of numerous 12-story structures, retention ponds (lakes), and infrastructure development on an island near Bradenton, Florida. Mr. Derick is the engineer -of -record for this project and provided the principal review of all reports, assisted in the design of foundations, and assisted in the environmental assessment of the property. Victoria Park, Deland, Florida. This project is a 2000 acre residential and commercial development being planned and constructed by Arvida. The development is a golf course community and commercial development in an area of Central Florida that spans over the Deland fault, a complex hydro geological area. Mr. Derick is the principal consultant on this project reviewing all of the hydrological modeling, which is performed using Visual Modflow. The responsibilities on this project also include geotechnical evaluation of the commercial buildings, pond routing analysis, and road design and upgrading for the increased traffic. Winding Hollow Subdivision, Winter Springs, Florida. Mr. Derick Provided geotechnical engineering services for this 570-acre subdivision. The work included recommendations for pavement design, bridge design, utility design, storm water management systems, and site preparation. Design considerations included relatively high water table conditions and organic soils which required removal. Geogrid Retaining Wall; Atlanta, Georgia. A 40-foot near vertical slope was failing adjacent to a condominium development and large rocks and debris were damaging the residential units. Mr. Derick designed a 20-foot high retaining wall with sloping backfill, using geogrids for the anchorage. There was only fifteen (15) to twenty-five (25) feet of space between the slope and buildings to construct the wall making this project extremely challenging. Country Club of Mount Dora Community Development District, Mount Dora, Florida. Mr. Derick has provided geotechnical engineering services forthis community development district. Work scope included recommendations pertaining to pavement design, storm water management systems, utility construction and site preparation. "Committed to Service" Threshold/ Private Provider Inspection and Plan Review. Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data • Ventura Subdivision Pavement Evaluation, Orlando, Florida. Evaluated the cause of pavement failures and projected remaining pavement life. Provided recommendations for pavement repair and drainage improvements. • Tunica Housing; Tunica Hills, Louisiana. Housing for prison officials was placed on steep hills along the Red River bluffs. Mr. Derick provided foundation design, site preparation recommendations, and stability analysis for this site. • Residence; Falls Church, Virginia. A major house addition called for construction of a two-story house addition beside a 80 foot slope. Mr. Derick analyzed both the short and long-term properties of the slope soils and provided recommendations for proper construction set -back to preclude loss of property and slope failures which would affect the residence. • Haulten Hall Condominiums, Atlanta, Georgia. Driven piling design, specifications, and pile load testing was furnished for Haulten Hall, a 6-story concrete, multi -residential structure on Pharr Road in Atlanta, Georgia. Construction testing and monitoring was provided during project development, including pile load testing of production piling. • Stoneybrook West Subdivision. Mr. Derick is the engineer -of -record for this 1,500 acre golf course community located at the Orange County / Brevard County line. This development was constructed on an area of high groundwater and wetlands and is a premier development in East Orlando. • Stoneybrook East Subdivision. Mr. Derick is the engineer -of -record for this 1,200 acre golf course / lake front community in West Orange County. Bridges / Roadways • 1993 FDOT Construction Material Inspection and Testing Contract, District 5. Mr. Derick served in the capacity of Project Quality Assurance Manager responsible for ensuring laboratory testing was performed properly, personnel has up to date certifications, and verifying any deficiencies in personnel activities were corrected to the satisfaction of FDOT. Professional Affiliations American Society of Civil Engineers Florida Engineering Society Florida Institute of Consulting Engineers National Society of Professional Engineers National Council of Engineering Examiners American Society of Testing Materials Publications "Groundwater Protection for Sanitary Landfills in the Saturated Zone," Co-authored with Dr. Gordon P. Boutwell, Jr., P.E.; for National Solid Waste Management Association, 1986. "Hydraulic Fracturing of Nondispersive Clay Dam", Co-authored with Dr. Dan Brown, P.E.; for American Society of Civil Engineers National Convention, 1986. Universal Office Orlando, Florida Years with Universal 14 (1991) "Committed to Service" ireshoid / Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data DIONISIO (DAN) L CANELLAS, P.E. Project Engineer Expertise Mechanical, Electrical, Plumbing (MEP), HVAC Systems — Design and Inspection Academic Background B.S., Mechanical Engineering, University of Southwestern Louisiana, Lafayette, Louisiana Registrations Professional Engineer, Florida, 1995, No. 49771 Professional Engineer, Commonwealth of Puerto Rico, 1973, No. 6963 Experience Mr. Canellas has over 44 years of experience in Mechanical, Electrical, Plumbing (MEP), HVAC systems design and inspection. As a mechanical engineer, Mr. Canellas has been responsible for the design of heating, ventilation and air conditioning systems, piping for chilled water, steam and compressed air, involved in maintenance and preventive programs. This experience includes design, expansion and installation of mechanical systems for various well-known multinational pharmaceutical companies, manufacturing companies and schools. Mr. Canellas has served several firms as Senior Mechanical Engineer and MEP consultant responsible for HVAC systems and related piping (chilled water and steam) design for numerous health, correctional, industrial, hospitality, retail, restaurant and educational facilities. Mr. Canellas' experience also includes plan review and specification writing for various industrial and pharmaceutical firms. He has served as Department Supervisor, Mechanical Engineer, Maintenance Engineer, HVAC Project Engineer, Senior Mechanical Engineer, MEP Consultant, and Mechanical Department Manager. In his current position with Universal Engineering Sciences, Inc. (Universal), Mr. Canellas is responsible for private provider and building inspections, project oversight, and plan review. Related Projects v Colonial Village, Sanford, Seminole County, Florida. Mr. Canellas is serving as MEP project engineer/inspector for this 35.8-acre residential project involving seventeen 3-story buildings consisting of 20 to 24 individual residential units each (470 total apartments). ■ Royal Palm Village Phase Ill Clubhouse, Haines City, Polk County, Florida. Mr. Canellas is serving as MEP project inspector for this building project. Gentry Park Townhomes, Orange County, Florida. Mr. Canellas is serving as Private Provider Inspectorfor this new residential (multi -family dwelling) building project pursuant to 553.791 of the Florida Statutes and in accordance with Section 105.6 of the Florida Building Code. Elements being inspected by Mr. Canellas include: Plumbing underground rough -in, second plumbing rough -in plumbing, final plumbing; Mechanical underground, mechanical rough -in, mechanical final; Electrical underground, electrical rough -in, electrical final; Footing/stem-wall; Monolithic slab -on -grade, termite certification; Lintel/tie beams, vertical cells/columns; Engineered trusses/bracing/tie-down connectors; Roof/wall sheathing and fasteners; Roof/wall dry-in/flashing; Framing/window/door framing/draft stopping/fire blocking/accessibility; Gas rough -in, piping and final (if applicable); Energy insulation; and Roof covering final For Previous Employer— Marina Village, Bahamas. Mr. Canellas provided HVAC system design for four luxury restaurants and 28 retail stores. "Committed to Service" ireshold/Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data For Previous Employer — Various Industrial and Commercial Facilities, Puerto Rico. Mr. Canellas provided design of mechanical and HVAC systems for various industrial facilities, pharmaceutical plants, hospitals, etc. For Previous Employer — Various Judicial, Commercial, Medical and Educational Facilities, Florida and Texas. Mr. Canellas provided design of mechanical and HVAC systems for various industrial facilities, correctional facilities, hospitals, etc. For Previous Employer — NASA, Cape Canaveral, Florida. Mr. Canellas was the Senior Mechanical Engineer in charge of design of HVAC systems for NASA Space Station Processing Facility and NASA Office Space Facility: Professional Affiliations ASHRAE (American Society of Heating, Refrigeration and Air Conditioning Engineers) Universal Office Orlando, Florida Years with Universal 1 (2004) Years with Other Firms 43 "Committed to service" From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/12006 04:27 PM Page: 2 of 10 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MMIDD/YYYY) UNIVENG 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-52SS Phone : 407 -691-9 600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Hudson Spae.ins .Co. (Frebezq) Universal Engineering Sciences INSURER B: Zurich -American Ins. (Orlando) 16535 Inc ; etal INSURER C: Great American ins. (Marietta) . 3532 Maggie Blvd. INSURERD: Orlando FL 32811 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR INSIR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DDIYY) DATE (MM/DD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 2 0 0 0 0 0 0 A X COMMERCIAL GENERAL LIABILITY FEC6102911 07/17/05 07/17/06 PRE MISES(Eaoccurence) $ 50000 CLAIMS MADE FX] OCCUR MED EXP (Any one person) $ 50 0 0 X InCls X,C,U BLKT WAIVER SUBROGATION PERSONAL & ADV INJURY $2000000 X Blanket Contract. GENERAL AGGREGATE $ 4000000 IF REQ WRITTEN CONTRACT GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 4 0 0 0 0 0 0 POLICYFX7 jET LOC B AUTOMOBILE LIABILITY ANY AUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 1000000 X BODILY INJURY (Per person) $ ALL OWNED AUTOS SCHEDULED AUTOS X HIRED AUTOS NON -OWNED AUTOS BODILY INJURY (Per accident) $ X PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ ANY AUTO $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ 9000000 C X OCCUR CLAIMS MADE TUU554486402 05/01/06 07/17/07 AGGREGATE $ 9000000 $ $ DEDUCTIBLE $ X RETENTION $ 10000 WORKERS COMPENSATION AND TORV LIMITS ER EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ OTHER A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim 2000000 Pollution Liab. Aggregate 4000000 DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS General Liability policy includes a blanket additional insured endorsement for the Certificate Holder if required by written contract. Policy Limits are shared for #FEC6102911. Liability is limited to loss or damage arising out of negligent acts of the insured. *Except as required by FL Statute. RE: Flagship Parke; Project No.: 453608 f CBTIGIr ATF NAI nl=P CANCtLLA I IUN CITYSAN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL City Of Sanford IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR Building Department P.O. BOX 1788 REPRESENTATIVES. V IZE REPRESENTATIVE Sanford FL 32772-1788 ACORD 25 (ZO01/08) I NC VrtV l VKYV KHI IVN IJ60 . rI----y ru... 11--.-. aio. raniv. I—vnana -ate: of iituuo ul+:zi FM Fage: 3 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2001108) From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/12006 04:27 PM Page: 4 of 10 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID P UNIVENG DATE (MM/DD/YVYY) 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Amerisure Mutual Ins. Co. 23396 Universal Engineering Sciences INSURER 8: INSURERC: Inc. 3532 Maggie Blvd. Orlando FL 32811 INSURERD: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR NSR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR EACH OCCURRENCE $ PREMISES (Ea occurence) $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PEa LOC PRODUCTS - COMP/OP AGG $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ $ EXCESSIUMBRELLA LIABILITY OCCUR CLAIMS MADE DEDUCTIBLE RETENTION $ EACH OCCURRENCE $ AGGREGATE $ $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below WC200565604 01/01/06 01/01/07 I All X I TORY LIMITS ER E.L.EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 10 0 0 0 0 0 E.L. DISEASE - POLICY LIMIT $ 1 O 0 0 0 0 0 OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Workers Comp. policy includes a blanket waiver of subrogation in favor of the certificate holder if required by written contract. *Except as required by Florida Statute. CERTIFICATE HOLDER CANCELLATION CITYSAN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL City of Sanford Building Department IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR P.O. BOX 1788 REPRESENTATIVES. U IZE REPRESENTATIVE Sanford FL 32772-178$ ACORD 25 (2001108) © ACORD CORPORATION 1988 vale. vi L/LUUO U'T:L/ rnn rage: o of 1U IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). UIPliaw_«►,f=17 The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2001/08) r-rom: Hnsana tserry At: J molt uaVls Ins. I-axlu: 1 0: Vltalla Date: 6112006 04:27 PM Page: 6 of 10 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID H DATE(MM/DD/YYYY) UNIVENG 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone : 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Amerisure Mutual Ins. Co. 23396 INSURER B: Universal Engineering Sciences Inc. INSURER C: 3532 Blvd. INSURER D: Orlando INSURER E: CQVtKAGE5 THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR INSR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MMIDD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR PREMISES (Ea occurence) $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER, PRODUCTS - COMP/OP AGG $ POLICY jEa 7 LOC AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY (Per accident) $ HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO $ AUTO ONLY: ASS EXCESSIUMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR ❑ CLAIMS MADE AGGREGATE $ III $ DEDUCTIBLE $ RETENTION $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE WC200565604 01/01/06 01/01/07 X TORY 11MITS ER E.L. EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 10 0 0 0 0 0 OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE -POLICY LIMIT $ 1000000 OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Workers Comp. policy includes a blanket waiver of subrogation in favor of the certificate holder if required by written contract. *Except as required by FL Statute. RE: Lennar Corp, including all of its divisions,subsidiaries, partners, partnerships, shareholders, affiliated companies, successors & assigns, officers, directors, agents, servants and employees. CERTIFICATE HOLDER CANCELLATION Lennar Corporation Insurance Compliance P O Box 12010-LC Hemet CA 92546-8010 LEN14COR SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ACORD 25 (2001/08) © ACORD CORPORATION 1988 r-rom: rnsaua berry AT: J KOIT uavis ins. raxiu: i o: viiaua trace: f5/1/2=5 04:27 PM Page: 7 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2001/08) From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Vitalia Date: 6/12006 04:27 PM Page: 8 of 10 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID Q DATE (MM/DD/YYYY) UNIVENG 06/01/06 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE J Rolfe Davis Insurance HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 945255 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Hudson Spac.Ins.Co. (Froberg) Universal Engineering sciences INSURER B: Zurich-Am*rican Ins.(orlando) 16535 Inc. ; etal INSURERC: Great American Ins.Co. 3532 Maggie Blvd. INSURERD. Orlando FL 32811 INSURER E: LKO194CL•[cl=&� THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR NSR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 2 0 0 0 0 0 0 A X X COMMERCIAL GENERAL LIABILITY CLAIMS MADE � OCCUR FEC6102911 07/17/05 07/17/06 PREMISES (Ea occurence) $ 50000 MED EXP (Any one person) $ 5000 PERSONAL & ADV INJURY $2000000 X Incls X,C,U BLKT WAIVER SUBROGATION X Blanket Contract. GENERAL AGGREGATE $ 4000000 IF REQ WRITTEN CONTRACT GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 4 0 0 0 0 0 0 POLICY X PET LOC B AUTOMOBILE LIABILITY ANY AUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ lOOOOOO X BODILY INJURY (Per person) $ ALL OWNED AUTOS SCHEDULED AUTOS X BODILY INJURY (Per accident) $ HIRED AUTOS NON -OWNED AUTOS X PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO $ AUTO ONLY: AGG EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $, 9000000 C X OCCUR CLAIMSMADE TUUSS4486402 05/01/06 07/17/07 AGGREGATE $ 9000000 $ $ 0DEDUCTIBLE $ X RETENTION $ 10000 WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ OFFICERWEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ OTHER A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim 2000000 Pollution Liab. I I I I Aggregate 4000000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS The General Liability policy includes blanket additional insured endorsement & blanket waiver of subrogation endorsement for the certificate holder if required by written contract. Liability is limited to loss or damage arising out of negligent acts of the insured. *Except as required by Florida Statute. SEE ATTACHED HOLDER NOTE PAGE CERTIFICATE HOLDER CANCELLATION Lennar Corporation RE: LC00002661 Insurance Compliance P.O. Box 12010-LC Hemet CA 92546-8010 LENNCOR SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 3 0 * DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ACORD 25 (2001/08) ©ACORD CORPORATION 1988 1-rom: F'rlsolla Berry At: J KoiT Uavls Ins. raxl U: 1 0: V11al1a Uate: t5/1/1UUti U4:17 PM Page: 9 of 10 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing.insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2001108) From: Priscilla Berry At: J Rolf Davis Ins. FaxID: To: Utalia Date: 6/12006 04:27 PM Page: 10 of 10 Additional Insured is Lennar Corporation, including all of its divisions, subsidiaries, partners, partnerships, shareholders, affiliated companies, successors and assigns, officers, directors, agents, servants and employees, but only with respect to legal liability or claims caused by, arising out of, or resulting from the work and/or acts of the named insured or of others performed on behalf of the named insured (see CG 20107 /04 and CG 2037 7/04) attached). Policy limits are shared for #FEC6102911. The General Liability insurance shall be considered primary to any similar insurance held by third parties in respect to work performed by you under any written contractual agreement with such third party. It is further agreed that any other insurance which the person(s) or orgainization(s) named in the schedule may have is excess and non-contributory to this insurance. City Manager' City of Sanford 340 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) CeleryEstates (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 (The 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 building(s) 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 use tof 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 E M 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 G2 a re Alyce Rittenhouse Printed/Typed Name STATE OF FLOR11DA ) COUNTY OF SEMINOLE ) (OWNER) Sign e William Graham Printed/Typed Name Division President Title The foregoing instrument was acknowledged before me this June 2006 ,b y William Graham D..: P _d _ ivtston rest ent for Lennar Homes Kwho is personally known to me or identification. FASH A_ENGtDept_formsTstoppel letter -doe 3rd day of as o who produced their Florida Driver's License as Notary Public, State of Florid Print Name: Z6-14111* 0 My Commission Expires: EDWARD L DEAN, JR. # * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 �'''FOF F��°e Bonded Thru Budget Notary Services DE,SCRIPTIO.N AS FURNISHED: Lot 66, CELERY ESTATES NORTH, os recorded in Plat Book 71, Pages 158 through 45, of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: L ennor Homes, ;nc. /, N A n 1v� � � / 60.00 I PLANS ID 41.'1OUY CMITSMFORD 41,13' � i 4 y� 10.3' V) 10.50' 1 CONC 10.50' 39.0' LOT 65 j p O � z o 4 LU O j _ PROPOSED RESIDENCE z A/C o MODEL: COZUMEL-A o Q TWO -CAR GARAGE LEFTI q u c) j Lo z o i 10)50' FRONT 20.0' n PORCH 20.3' i 4' DRIVE Lf I WAL. 28.87' i 25.20' 25.20' - — — -4 — - — I 10' UTILITY (, 02.5a j EASEMENT j a O 5' WALK (B.B.) S 89050' 10„ W :::z 0 0��_� 2' CURB a Z B LLA ROSA CIRCLE (5©' R/W) TRACT 'E" (PRIVATE INGRESS & EGRESS) LOT 92 LOT 67 Q� BUI(ja(�,(G ,_SETBACK: I' Q PROPOSED_ , EII r PRC)POSc� - �-iNiSriSPOT GRACE ELEVATION SQUARE FOOTAGE CALCULATIONS FRONT--- `� PER DRA.INAGF_ PLANS 0' REAR= 20' SIDE= 7.5' SOD (SOD TO CURB): 4,674± SQUARE FEET f�- - PROPOSED DRAINAGE FLOW ! DRIVE & LEAD WALKWAY: 4.95t SQUARE FEET STREET' SIDE= 75' LOT GRADING TYPE "A" SIDEWALK/APPROACH: 414f SQUARE FEET ROPOSED F.F. PER PLANS - 16.35' --....... __...........__....._....._.........__�.__ __.._............_...____.____ *PLOT FLAN ONLY* TOTAL LOT SQUARE FOOTAGE: 6,600t SQUARE FEET (NOT A SURVEY) ASSOC., INC. - LAND SVR Vj- r0R,S' LEGEND - LEGEND - P ?LAT P.U.L. = POINT ON L.INE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 LP. "m TYR _ 'TYPICAL _ .RUN aIPE PR,C. POINT OF REVERSE CURVATURE . OF CONFOUND CURVATURE CON NOTES: I, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET' FORTH BY C.M. .T MONUMENT R.D.POINT H. = THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATNE CODE PURSUANT ET '/21 TL:TE 4 9 I/2' IR. w/BLB 559E N.R. =BON -RADIAL NON -RADIAL SECTION 472-027 FLORIDA STATUTES. REG I'O.H. = RF..C,CVERED W.P. WITNESS POINT - >ri7INT Gf ➢EGINNENG CALC. CALCULATEH 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT 'VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P•O.i;. POINT OF COMMENCEM,EN� P.R,M. = PERMANENT REFERENCE MONUMENT 3. 7H15 SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICRGNS ENTE_ _INF.. F"'. = F-INISHE.D FLOOR E7_EVAI']ON OR EASEMENTS THAT AFFECT TH1S PROPERTY. N&D =NAIL & DISK B.S.L. _ BUILDING SETBACK LINE 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R!w E:CK, = RIGHT-OF-WAY B.M. BENCHMARK EASFmE,N7 ➢1) �� BASE ➢ERRING ,5, THIS SURVEY !S PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFlED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER EN MY. DRAIN. DRA iNAGE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. U7:!-. (:L.FC i TL iT'f CHAIN L[NK r'EMCE' 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) W7UD `ENCE 8. EIEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OT)ERWISE NOTED. c/B = CONCRETE BLOCK 9. CERTIFICATE OF AUTHORIZATION No. 4596. P.C.- !'DINT OF CURVATURE: SCALE F--- I" = 2G" DRAWN BY: P.: DESC. = POINT OF 'TANGENCY - EscRIPTICN CERTIFIED BY: DATE ORDER No. R L = ftA➢IUS = ARC. LENGTH PLOT PLAN 5-16-06 12050-06 D _ DF..I-Tn -HR � METES & BOUNDS PLOT PLAN 06-07-06 4266-06 C C =CH ORD HORD HEARING REVISED PLOT PLAN 07--25--06 4425-06 NORTH - REVISED PLOT PLAN 10-27-06 6601-06 D,115 BLiiLDING/PROPERTY DOES. NOT LIF WITHIN ,HL- ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM - ZONE "X"' PANEL #120269 0065 E (04-17-95) X. %RUSENAIEYER, R.L.S. j 4714 S W. SCO77, R.L.S If 4801 ON H. BERRY JR., R.L.S. 1 6262 F 4 3 2 ' REVISIONS ! L SKINT (5) INTERMEOUTE SILLEI FOR I6' WIDE)DOOR. a ASTEE ATTAGNIGNO UR IIANET ADHESNE (ILTo ONGkCFMER) REV. NO. ZONE: DATE: ECN N0. APPVD: DESCRIPTION :I opnoNAL sse cL.Lss OR -►- A 1 82 II/00 - MWW I OTT (1) WAS (2) FOR TRACK BOLT ' ACRfUC LRES AVNL/BLE (5EE SECTION B-B) n� TRACK SUPPORT BY 20 GAMIN, END STILES TO ATTACHED TO DOOR HORIZDDOOROOR INSTALLER (TO SUR) SHIN WIIN PATENTED TOG-L-LOG SYSTEM D(TOP, BOTTOM Y CENTER). D NEW 'B' F.T,,:2- CALV. STEEL TUG BRACKET. f/SfEHFD TO WOWFE"WOW LAG SCREWS. HQM DOUBLE TRACK LISTED GUR.�ON LOW HEAD AS µS�DON YC u 6N ' WEW .C.ALV. STEEL TACK. 7 ,L, . 71./.CN D9CNNF5£ .OBO' ,t R LOCK POSITION TYP. 2-1/ '.12 CA GLLV. STEEL TRACK BRACKET. 1 Elm El (BOTH SIDES) ry S TWO POINT IDCIUIIG (4) TRACK BRACKETS PER SIDE. UIR TOP BRACKET 2 REPORT9606C rn�cBifE HORI2DNTAL C C'' Y 20 CA V-BARS. 001�8 T$ U-BANS IN A 2-I-2-1 IOW AOH�PIr tON PATTERN TWO U-BMS ON BOTTOM SECTION, ONE U-BARS NS ON HEM SECDON. ETCJ' J11.5/R' SHEET NEfK SCREWS LOCATION OF ---► A OPTIONAL OUTSIDE KEYED LOCK POSITION OPTIONAL VENTS O a NAx. DOOR WKIIH - 1e'-0' I/4".J/4" SELi NSITIE EI NATIONS 1 7APPIN0 SCREWS. - 14 GA IND' MINCES IB A IN RNfTIV.TE HINGE NEW •B" bEliy. NOTE 1. FRONT BANE WITH U.V. 12.] LAG SCREWS ON 19 CENTERS. I 0.0. MIN. DOORS UP TO 7'- HIGH -CONSIST OF 1) SECDONS SHOWN . WASHER REOUWED. LVi SCREWS'WAY BE COUNTERSUNK STOP MOULDING BY DOOR INSTALLER (TO SUIT) Q' (( ( COATING ON OUTSIDE SURFACE (BUT NOT REWI0.E0) TO PROWOE A RUSH MOUNTING OARS OVER 7'-0 NIGH CONSIST OF (s) SECTIONS (NOT SMIN). SURFACE HORIZONTAL JABS W NOT TRANSFER LOAD. 20 GA WN. GALV. S7FEL END STILE 2•8 YELLOW PINE JAMB 1' MICA SSB G1A55 OR Opnom 10 SCREW 20 CA GALV. STEEL INTER. STILE B I /B' ACRTUC UIE WINWW U E MOLDED INSIDE J Vw= j(CRON R-B 12 GA CALV.73" RACK / UTE RETAINER BRACKETS FASTENED TJ El 25 GA MIN. STEEL JBil/1' PAN MEN) SCREW WITH ONE 7/le".I-5/BCREW SKIN COATED WIM'G-40 MIN. (10 SCREWS PER LITE) 3 B ./ SLEEVE ANCN0115 ON 21 CENTERS (C-90 PER TRACKCKET. GALVANIZING, BN(ED-ON PRIMER, BLOCN) OR 21' CENTERS (2.000 PSI MIN. CONCRETE) OR 7/le• I.D. ROUND PUSI/N T AND A WED -ON POLYESTER SNAP UTCH ENGAGES 1/4'.1' T,NCON SCREWS ON 17-1/2' CENTERS (2,DDO FASTENER (ONE PER ROl1FA) le CA GALV.-STEEL CENTER HINGE TOP COAT APPLIED TO BOTH pSI YIN. CONCRETE). WASHERS NNCI.UOEO WIiN FASTEN TO INTER. SINES W 4) SIDES OF STEEL SHIN. 12 GA, GALV. STEEL TOP ONTO VERDCAL 11AC1(. Sl£EVE AHCNOflS. I' O.D. MW. WASHER REOUWFD y' GALV. STEEL TRACK D TO I♦ W CiKV. STEEL POTTER HINDEj EqROLLER BRACKET. EACH ONE SNAP LATCH ON .TAPCOIISCRSWY BE COUNTERSUNK 12 GA GALV. STEEL TRACD O FASTENED TO ENo STILESEACH W/11)JI1.5/E"SHEETMETAL 5CRBRACKET ATTACHED W/(4) EACH SIDE OF DOOR. (BUT NOT REQUIRED) TO PROVIDE A RUSH TRACK ATTACHED TO UCKET /I11.5//B_• SHFAfT METAL SCREW$NIU14.5/B" SHEET METAL INTFA. SDIE EIOUNGING SURFACE. HORZONTAL JMIBS W NOT WITH ONE 1/4'.5/B'NUT (1) I/4 .J/1SELF TAPPING SCREWS PER ENO HINGE. SHIP VP JOINTS. $CLWS.TIAISFER LOID. OflTWO1//ETS. OUTSIDE KEYED HANDLE END 2" DLA S14ORT STEM, 10 BALL STEEL ROLLER. I4 GA CALV. STEEL / END OIE STILE MARK WESTFNf1ElD, P.E. END MNGE. EACH Y . FLORIDA P.E. 1R/95 FASM ED TO END INTER. PREPARATION OF' �ANOS BY OTHERS SECTION G-C J STILES W/(4) J14.5/8" INSIDE HANDLE STILE NORM CMOLINA P.E J2JBJ2 SHEET. NEYK SCREWS J' TALL U-BTU k (4) 1/4'.3/4' SELF OUTSIDE NFYEO LOON LOCK BAR _ 2D GA. MY. STEEL TAPPING SCREWS. SNAP LATCH LOCK WITCH ENGAGES IN DESIGN LOADS: +24.0 PSF & -.0 P PSF TRACK ON NOTE 2, THE DESIGN OF THE SUPPORTING STUCTURAL ELEMENTS MIN. MOLD STENGM: 50 N51 OUTSIDE EACH SIDE SHALL BE ME RESPONSIBILITY OF ME PROFESSIONAL OF TEST LOADS: +36.0 PSF k -37.0 PSF RECORD FOR ME BUILDING OR STRUCTURE AND IN ACCORDANCE ]' J" iN1 . 20 CA GALV. STEEL U-BAPS END SLIOE BOLT FIIHDIE OF DOOR. MOM CURRENT BUILDING CODES FOR THE LOADS USMO ON AA_ AA[ vr.IRD w eUl[ IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS STILE LOCK. ENGAGES THIS DRAWING. WIM A Iwsm JGL (n90ssl. PART NO.: - A A /B' ON BOTTOM SECTION, ONE U-BTU OH NFM INTO VERTI 91 SECTION, ETC.). EACH U-BAR ATTACHED TRACK, ONE - 40I. URN... Stated OIK.-i.. JI2 Walnut $L Sld(I IE00 T WITH 1/4'.3/4' SELF TAPPING SCREWS LOLK ON Caaed.nual/PAP n.tary Inrormauan IDEAL OInCInn01i1 OH 45202 PER STILE LOCATION. EJ.CH SIDE or CIDPAY Bu,WNG PR UCIS CO. TOLERANCES On 1d. Na. I-]I]-381-4BOU Of ooafl. . aad,.,,*.n.... w,a m, noL YLMDov comm fm No. I-SIJ-762-3519 I lw dl.cm..a. N..d, daglSala, .0 = +.03 .d. walla4N, w dl.Wbal.d INCInE sf lnF Ry .IIN.d 11. pHa. a.n.. F.- La .00 a 3.o15 DESCRIPTION: MODEL 6RST W4 16-0 x 8-0: 24 -24.5 DESIGN LOAD SECTION A -A /SIDE NEWI LOCK OPTION ae.... tH.. naua mar ...JI m .000 = i.005 -IJ GA CALv. STEEL BOTTOu BRACKET. � y' - 4abny ra. anY ea,nay.. And ,0000 = t.001 DRAWN 8Y: BMM GATE: 4/18/00 SCALE: TUTS DWG. ATTACHED WITH (2) 114.5/5" SHEET METAL SCREWS. law.. n.NWp W.r./ram. / 2� 'Oegree5 a it/2' CHECKED BY: MWW DATE: 4/18/00 SHEET 1 OF 1 SIZE ALUMINUM EXTRUSION ,/ Third MStated I gle _ n NHYI. WEATHERSTRIP.. /, / � / Projection + DIMENSIONS AREIN INCHES. DWG. NO.: 102138 REV. NO, 1 f r 4 MODEL' 6RST (25 GA; STEEL SKIN) MODEL' 4RST (24 GA. STEEL SKINT (1) INTERMEDIATE STILE ATTACHED W/ TOG-L-LOC (TOP & BOT) AND URETHANE ADHESIVE (ALONG CENTER) ;�c B r- .w°°� ��IIIi O 3 LISTED - OPTIONAL DSB GLASS OR 1/8" ACRYLIC LITES AVAILABLE (SEE SECTION B-B) - 20 GA. MIN. END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM -. -�- A TOP, BOTTOM & CENTER). ® I REPORT#9606C 25 GA. MIN. GALV.-/ STEEL SKIN COATED LOCK POSITION WITH A BAKED -ON PRIMER, ( BOTH SIDES) AND A BAKED -ON POLYESTER ( TWO POINT LOCKING TOP COAT APPLIED TO BOTH T SIDES OF STEEL SKIN. ONE 3" TALL x REVISIONS REV. NO.1 ZONE: DATE: ECN NO. APPVD: I DESCRIPTION t I A4 - II/00 1 - 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)'AII D 1. 13 GA. GALV. STEEL FLAG BRACKET. 16 GA. GALV, STEEL TOP 1 EACH FASTENED TO WOOD JAMB WITH ROLLER BRACKET. EACH (3) 5/16%1-5/8" WOOD LAG SCREWS. BRACKET ATTACHED :TAL /14.3/8" SHEET METAL I NOTE: DOUBLE TRACK SCREWS. tc LOW HEADROOM IS .-SHIP LAP JOINTS. 2 , 2 TRACK CONFIGURATION AVAILABLE AS AN OPTION DOOR 14 CA. GALV. STEEL END HINGE. EACH FpsTENED TO END STIES W/(4) i14as/e' - O B 2" GALV. STEEL TRACK, MIN TRACK THICKNESS: 060" HEIGHT 6 -6 7 "L" 70 20 GA. U-BAR (50 KSI) SHEET METAL SCREWS - PER DOOR SECTION. ENO SLIDE BOLT & (4) 1/4'x3/4" SELF STILE LOCK ENGAGES TAPPING SCREWS. _ ®® INTO VERTICALTRACTYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET. LOCATION OF LOCK K ON ONE s7EEl.�U MBAR. ONE20 CA_ GU 6W Z (4) TRACK BRACKETS 'PER SIDE. OPTIONAL VENTS A EACH SIDE PER SECTION. EACH U-BAR ATTACHED IJ OPTIONAL OUTSIDE KEYED LOCK POSITION OF DOOR. WITH TWO 1,(4"0/4' SELF TAPPING a0 L31R TOP BRACKET MAX. DOOR WIDTH 9'W. SCREWS PER SRLE LOCATION, DOUBLE HORIZONTAL INSIDE SLIDE BOLT M 14x5/8" SHEET METAL SCREWS LL LOCK OPTION - TRACK NOTE -1 FRONT FRAME WITH U.V. DOORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN). COATING ON OUTSIDE SURFACE o DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). DOUBLE TRACK 13 GA GALV. STEEL BOTTOM OW H A ROOM OPTION 00 - O VERTICAL IAMB ATTACHMENT (y OOD FRAME BUILDINGSI: BRACKET. ATTACHED WITH TWO n f 1/2"x3" LAG SCREWS ON 24 CENTERS. I" O.D. MIN. 114x5/8 SHEET METAL SCREWS. f I OPTIONAL 10 SCREW 1/4"x3/4" SELF SSB CLASS OR� O WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK ALUMINUM EXTRUSION WINDOW LITE. TAPPING SCREWS. - 1/8" ACRYLIC UTE 14 3A ND HINGE5 18 GA INTERMEDIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING h VINYL WEATHERSTRIP. - SECTION B-B SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. SECTION A -A (SIDE VIEW) VIEW "B" - VIEW "1L"� - - #8x3/4" PAN HEAD SCREW VERTICAL JAMB ATTACHMENT (C-)0 flLQCH.4$ (10 SCREWS. PER LITE) - lyl END 2.000 P I MIN CONCRETECO UMN)• MOLDED INSIDE: J6�jSTILE STOP MOULDING BY DOOR INSTALLER TO SUIT UTE RETAINER _ ( ) 3/8'x4'� SLEEVE ANCHORS ON 2t CENTERS,(BOTH INTER. 20 GA. MIN. GALV. STEEL ENO STILE C-90 BLOCK OR 2,000 PSI MIN, CONCRETE) OR SNAP LATCH ENGAGES STILE. 2x6 YELLOW PINE JAMB 1./4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 ONTO VERTICAL TRACK. PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON 20 GA. GALV. STEEL INTER. STILE SLEEVE ANCHORS, I" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE 12 GALV. STEEL TRACK / (BUT NOT REQUIRED) PROVIDE A OUTSIDE BRACKETS FASTENED TO WOOD JAMB) MOUNTING SURFACE. HORIZONTAL, JAMBSBS D0 NOT - HANDLE WITH ONE 5/16"xl-5/8" LAG SCREW TRANSFER LOAD. OUTSIDE KEYED - PER TRACK BRACKET.- _ HANDLE L I GA CAW STEEL CENTER HINGE END LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. FASTENED TO INTER. STILES W/�4) - 1 / STILE OUTSIDE KEYED LOCK M 14x5/8" SHEET METAL SCREW ii 2" GALV. STEEL TRACK FASTENED TO 14 CA. GALV. STEEL ROLLER HINGES INSIDE HANDLE LOCK BAR LOCKING 12 GA. GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) DESIGN LOADS: +25.0 P.S.F. & -32.0 P.S.F. TRACK ATTACHED TO EACH BRACKET - 4x5/8" SHEET METAL SCREWS AND OUTSIDE KEYED LOCK - TEST LOADS: +37.5 P.S.F. & -48.0 P.S.F. N1 WITH ONE 1/4%5/8" BOLT & NUT 4) 1/4%3/4" SELF TAPPING SCREWS PER END HINGE. SNAP LATCH LOCK OPTION OR TWO 1/4" DIA. RIVETS, PREPARATION OF JAMBS BY OTHERS2" DIA. SHORT STEM, 10 BALL STEEL ROLLER. . JAMB CONFIGURATION j SECTION- C-G NOTE 2. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF - .Y RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON FLORIDA P.E. I)48495 - // THIS DRAWING. / NORTH CAROLINA P.E. j123832 6 C 3 OR IIUA bPAMRG9 ME 51LNE0 W El1A: .W wlx A wlsm scu. lEueossl. PART NO.; - ^ ND110E U.]... Stated Otharyala. 31 2 Walnut SL Saito 1600 Yi Canna.num/vra°d.tary mrarmauan TOLERANCES Cincinnati, OH 45202 IDEAL of CLOP Ar SUILDNG PRODUCTS CO. la aantam.a n.ran .na may n.t e. a.uaaaa, aa.e, d°wmm.a. ..a .0 t.03 Tel. No. 1-513-381-48W pum 0001comm Fax N9. 1-513-762-3519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0i +25/-32 DESIGN LOAD aa. a.ama., PE a�ambmaa Fmwr. to .00 t.015 .Imow as PR.r ..n,.m. abaxv. Inu Doha. may r.aun m uabvty rar anY aamay.a ana .DOD = t'005 DRAWN BY: BMM DATE: 4/1B/00 SCALE: NTS DWG. l.aa.a r.aulUnq Iharafram ,DODO - t.00t Deg.ee9 - t1/T Slated Ot IN INCHES. DIMENSIONS ME IN INCHES. DIMENSIONS CHECKED BY: MWW DATE: 4/18/00 SHEET t OF 1 SIZE IJ Third Angle Third Lion I DWG. NO.: 102137 REV. N0. 1 2 tP�i�4P p"s'°lTl7i8:l :ill ll r 3\•7 v�uarr=36 �T �y ua e.'a9 ..v A 14 d D. W'Lw j & JJ .19 U. q V. d if. dilmm )Ida AM L7bff July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official . - TT;,_ ,. FLORIDArange County Building Division �' '`$�',", Administration Building, 1st Floor. MANUFACTURER NAME: 201 South Rosalind Avenue�� E� f����✓S P.O. Box 2867 !r Orlando, FL-32802-2687 MASTER FILE # Al J Z7d r (407) 836-S760 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. 2S40 -3Cwet-t Lanc,. Sanford, FL 32772-1600 - (407) 323-3300 • Fax (407) 322-3507 1 cd Woza :10 E03Z 60 'daS Z6t759r8 1-0: .: 'UI XU3 jUz;=-iedaQ ou i p 1 t r., �- ida Erders MW tf Regards,. PE Sealing Statement. The letter was signed and sealed with an impression seal as required by Section 61G15-23.001, F-1_C. A charcoal pencil was applied to .- the impression seal to Facilitate reproduction. (M-RAC FLORIDA S.O- A_ k . 11�CANIFACTIURM ILIA MASTER FME ►JUL 3 0 2002 -Z File: 2O02-LT11-P-IA-014 - - - 254D Hewett Lane, Sanfard, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3S07 3 f L@ Z00Z 60 'das Zbt59�8 L@t : "ON Xtij luza -Aedza 6u1ptrng : Woa3 ____ -Jawozsn-) oanTen d6S=2D ZO 60 daS Alternate, Nailing Schedule and Installation Instructions - Analysls Methodology and Sample Calculation Load Distribution based on.AAMA 103.3-93 Procedural Guide and centroid location based on common shape geometric Formulas. b, H-19huW3dtb - NJw < 1.0 Hc:g1.VW�dth tlJYV ►. 1.0 AA MA 103.3. C "0 3 LOf0 Dit tr[bulon AAMA 103.3, C-" 1 Lrad M-*,; UT1-n Florida Extruders Drawing No. FLEX0026, FLEXD029 and FLEX0030 .d tlR+yb by Eyebrow Area - Fixed Lute s„ Half Gircly - Fixed Lite Florida Extruders Drawing 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/z (h)(a +. b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-16DO - (407) 32-3-3300 - Fnx (407) 322-3507 S 9d Wdz@ : ti3 Zaez 6e 'da5 zls 59L8 Lab : 'ON XCJ3 zua�+31edaQ 5u 1 p I i ng : 140d3 Gn daC ,Ir AW ra CE ` FLORIDA . �. O. A: F. XANUIF ACTACTUR.E n : MASTER FrLE Non -Rectangular Configurations Load Dlstribution: 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 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 '/s" and frame thickness is 0.50' Embedment is 2.375 - .5 - .050 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 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.]/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 = 1h.(W/2)((H-W)+H)) o Vx(36/2)((62-36)+62))/144 = 5.5 SF A2 = Ya '(W/2)(W)/144 = '/,(36/2)(36)/144 = 2.25 SF 2540 3:ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fam (407) 322-3507 6 Ld WdCO: i0 E00Z 60 'd'S Z6bS9Z—B L6tr 'CH XU3 luaur} aedaG 6uipl in8 W06d 77n a FlDrj Load on Jarnb = 70(5.5) = 385 Ibs_ Load on Head/Sill = 70(2.25) _ _ 157.5 ►bs. Number of Fasteners Jamb (N) = 385/69 = 5.58 = 6. Number of 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)+i) = 10" Fastener Spacing Head/Sill. = (W - 2(Edge Distance))/((N 2) + 1) _ (36 — 2(6))/((3-2)+1) = 12" A similar calcu!ation 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 recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the repetitive calculations. L I 's--J 14—di-Vt W.4m MANUFACTURER NAME: 11 ;yhVMdM.=WW>1.0 AAM.4 103.3, Came I Land Dictr�rtion MASTER 1FRE 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 322-3507 7 8d wdv@ : TO Eeez 60 daS Z6VS9%8 Lod = -ON } dE �� 1edaQ 6u ! pl t r18 W Odj Sep 0902,02:59P Valued Customer [4071. 834.-9029 p.6. Boilda AIRS ATTACH M ENT NO. 2 Alternate Nailing -Schedule and Installation Instructlons; - Fin Frame Window Required Nail Paslode Catalog #650111, 2.375" Long., 0.1.13" Diameter, Ring Shank Nail per NER-272. Nail Installation • 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/2'_ 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, Silt and lambs 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 Octagons. Spacing Between Corner Nails of RectangularWindows-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. CEN T HA.L FLO:. IDA B.O. A..F- AIAN ' ACTS RER NAME Flo r � E.rr�drrs MASTER .FILE # r9c�'c�,f,� •� 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 ,- Fax (407) 322-3507 4 Sd W�0:Te pHOZ 60 'daS Esrs3C8 Lob : 'ON XU3 �uawZlpdaQ 6uipj►ne : WOL1.e Orange. County Fenestration Masterfile List Alternate Nailing Schedule. Drawing Applicability. -_ Fin .Frame.VYindow, f r�astP.�IPI No- Dw . No. Descri tFon 1 FLEX0029 Horizontal Sliding Window XDX - Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other coni'i urations note 9 on FLEX 0037) MANUFACTURER NAME: MASTER FMB 2540 3ewett Lane, Sanford, FL 32771-160o • (407) 323-33o0 • Fax (407) 322-3507 3 t'd wd-0:To m3Z 60 'daS Mt-S - Lec 'ON Xd3 6ucplIng Wadj Molic1 3uly 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 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. full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §17'07.4.2 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 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 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 (i" per V-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 {lead 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 3ewett 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 F76iida .AIM EVt£ S AM ratado July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Sulldir►g Official _ Orange County Building Division CENT,RAL. FLORIDA: B, 0-A-F. Administration Building, 1st Floor MANrUFAC URER NAME: 201 South R6'salind Avenue P.O. Box 2867 /��D r I r�� ' " 1<,{- f�✓ch YS Orlando, FL 32802-2687 (407) 836-576Di�..t3�'EJ �' RE: Florida Extruders Fenestration Masterfile Update — Alternate Nailing Schedule for Fin Frarne 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 Instructior►s. 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 Nail Instructions. ing Schedule and Installation 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. - - -- - i- V / J .a45-j jva • Fax (407) 322-3507 1 ad Wciae : Ie, Eam 6e ' daS ZGt-S92a Lot -C N xdd luaur}1ed aQ r— p l t rea : �+d t c77rnc_4-c0 r i n4.l _Jawozsn7 panTen d6s:20 ao 60 daS ClENTRA -L ]FLORIDA. B.0. A_ Tr _ MANUFA4CTUB ER NAME: -- MASTER JFH E _ ?►JUL 3 D Z002 Fdc- 2D02-iTA-0.1A-014 -- - 2540.3ewctr Lane, Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 �d WdZO:Ie c.00z 60 'das Z6v-s9m Let -ON Xidzi 1uaur�}edad 6utplfng W083 ,a c�nc-+.ca r i n+,i �awo�sn7 panj en d6S -2D ZD 60 daS Methodology and Sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and centroid location, based on common shape geometric formulas. YI c..roi0 H. ghUWIdih . HAV+ 1.0 HcG3htlWid[h 11/1N ► 7.D . ^AMA 103.3. Cu. 3 LoAn Umk iDu6an AAMA 103.3, Ca 7 L—d W-tr;I udon Florida Extruders D.rawingNo. FLEX0026, FLEXDD29 and FLEX0030 Eyebrow Arch - Fixed Lite 3„ Half Circle - Fixed Life Florida Extruders Drawing :No. FLEXo037 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(11/2) or H - 2(W/2) Trapezoidal A = 7/z (h)(a + b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 5 9d WdEe : TO Z00Z 60 ' dz S Z6: S9L8 L9v : 'ON XU3 luaurz l2daQ 6u t p l ; r,g Wod d .Iawo-Asn-) Dan TeA dRC-,:7n ?_D 60 das AW UNTR t�c? FLORA B. O: A:_ MANUFACTURE IYAALE MW MASTER FME # o ,, 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 = centmid 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 = 1.82S" 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 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.1/69 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 25, Width - 36", Height = 62" HfW is equal to 62,/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = ;i(W/2)((H-W)+H)) - v2(36/2)((62-36)-i-62))/144 = 5.5 SF A2 = 1h (W/2)(W)/144 = '/.(36/2)(36)/144 = 2.25 SF 2540 3.ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 32-2-3507 6 Ld wdba:TO Z00Z 60 'des Z6bS9ZB 40t, 'CH XU-J 1uaw-�ledaj 6uipling 1J0�1� � - ! r-- nc_ 6na r i n-6i .jawo':tsn7 pang e.n d6S =Z.0 Z0 60 "as Load on )amb = 70(5.5) = 385 lbs. Load on Head/Sill = 70(2.25) = 157.S lbs. Number of Fasteners Jamb (N). = 385/69 = 5.58 6 Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing Jarribs = Q i 2(Edge Distance))/((N - 2) + 1) = . (62 - 2(6))/((6-2)+1) = 1 V 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: ►CW H{ Cvsw M1'11 \ OF 'ACE-FU.-t A ER N1'1+r1.ii i AAMA 1033, GcQ 1 Load DictrbvpoR MASTER g'ELE # ,erid fro � 2540 Jewett Lane, Sanford, FL 32771-16M • (407) 323-3300 - Fax (407) 322-3507 7 .j 6d WddO: I0 Z00Z 60 'daS Z6t7S9i>3 Lod : 'ON }:Hd lu i1ed�Q 6u c p I t r�q Wpd ,.t , na.1 .lat"o-asn-i oan7 eA dRQ :?_n +rau .instauaLtOn - • 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.1/x". Sheathing thickness greater that 1/z" 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 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 B" on centerline. 7D PSF Design Pressure: Maximum of 5" on centerline. CENTRAL F LO- 1DA B. O. A. k'. AIANU ACTURLEi R N %C�o r � G x,yvdrrs MASTER FILE# 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 - Fax (407) 322-3507 4 sd 1aC:E:0:20 E002! 60 'das ZGV99LB Lod "ON xU3 I—Wluedma Gutpi ►re ldd - No. Dw . No. Description 1 FLEX0.029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Sin to Hunq Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other corifi urations no[e 9 on FLEX0037 . 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 t'd W,:C0 : Le MOO 60 'da5 Z6C-S9Z8 Let 'ON X03 6u t p i t re XaJ 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 hungwindow 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 F oriel MV Earudeis MU _1111amdolahIC 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 va ry. 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 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 b.e 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 re -cults 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 ONE BY WOOD --BUCK BY OTHERS (NOTE 6 & 7) %CAULK BETWEEN WINDOW FLANGE & WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. c W INDOW HEIGHT) CONCRETE OR MASONRY- OPENING BY OTHERS \a D o CAULK BETWEEN WINDOW FLANGE & PRECAST SILL ,✓/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS _\ 0 PRECAST SILL �v BY OTHERS SECTION CAULK BETWEEN WOOD BUCK & MAS'Y. OPENING BY OTHERS 1-1/4' MIN. EMBEDMENT 0 Disc(ciimer Thepurpose of this instollation drawing is to"present:the Imanufacturers recommendations for anchorage (i.e.. concrete screws, wood screws. nails and-Vulkem structural_ adhesive) to achieve the design pressure specified on the fenestration product as required by Florida Building Code. Section 1707AA; — Anchorage Methods. Recommendations regarding flashing. sealing. sealants or other joint sealant practices does not constitute a warranty either expressed or implied. BW IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure properinstallation of Florida Extruders Milestone products and must be followed fully. (BUCK WIDTH) 1-174' MIN. GENERAL INSTALLATION INSTRUCTIONS EMBEDMENT ONE BY WOOD INSTALLATION ANCHOR BUCK BY OTHERS 3/16' DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. (NOTE 6 & 7) (NOTE 12) p ALLOWABLE SHIM STACK TO BE 1/4". INSTALLATION ANCHOR SHIM AS REQ'D. 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD &JAMBS. Anchor SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR 3/16' DIA. TAPPER (NOTE 12> 1/4' MAX. E Location SHIM AS REQ'D. 1/4' MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL 1- MIN Q A —A VIEWED FROM EXTERIOR E ---t K B A_.,� ELEVATION RIGID VINYL (SEE NOTES) Above APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED GLAZING BEAD Meeting <EAD Rait_ EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S 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 n., APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. - Location Below ANCHOR INSTALLATION INSTRUCTIONS Meeting Rai(. /E\ GENERAL: o - GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE PERIMETER & WOOD BUCK CAULK W.W. BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS v (WINDOW WIDTH) - 1 6) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4 FROM EACH CORNER "T-NAIL" STUCCO BY OTHERS CAULK BETWEEN AND 8" ON CENTER. USE A HARDENED WITH A 0.097" DIAMETER AND 1 3/8" SECTION B B WOOD BUCK & LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER — MAS'Y. OPENING AND 1 2" LENGTH 3 4" EMBEDMENT OR E DIVALENT FOR ALTERNATE SECTION u BY OTHERS 1 / ( / ) Q A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR CONCRETE OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY MASONRY OPENING STRUCTURAL BUCK. BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) NE BY WOOD BUCK BY OTHERS IPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD. SCREW (NOTE 16 and 16A) SECTION A —A For installation with or w/o one w� a o' 0 6 "' z 0 w o rn � z Q w � J w w 4 03 Cr - 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) REV DESCRIPTION DATE INI FLORIDA EXTRUDERS 12540"JEWE T 'LANE REVISED ANCHOR LOCATION 4 /23704 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SA N F O R D FLORIDA IN JAMB OF SIZE 37- NO CHANGE IN OUANTITY TITLE: INSTALLATION DETAIL 1 6 2004 E ADDED DISCLAIMER AND 7/29/04 RJA SGL. HUNG FLANGE WINDOWS - SERIES 1000, l 500 & 2000 CLARIFIED LOCATION OF JAMB ANCHORS. DRAWN BY: BB APPROVED BY:RJA 000111119 DATE:7/29/O4 SCALE: NTS DWG-: FLEX0016, SHT I _0V (ALTERNATE) with two by by wood bucks TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 4OPSF 41 PSF TO 7OPSF 30vsF TO 40PSF 41 PSF .TO 70Psr SIZE SIZE 12 18 1 /8 x 25 B 8 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 8 F.G F.G 145 18 1 /8 X 55 1/4 B B F.G F.G F.G F,G 15 18 1/8 X 62 B B 8 B F,G F,G,H.1 16 17 18 1/8 x 71 18 1/8 x 83 B 8 F,G F,G,J,K 1 H2 25 112 X 25 B 8 F.G F,G F.G F,G I H3 25 112 X 37 3/8 B B B 8 F,G F,G,H,I 1H4 1 H45 25 112 X 49 5/8 25 1/2 x 55 1/4 B B F,G F,G.H,1 1 H5 25 112 X 62 B B F.G F.G.H.1 1H6 25 1/2 X 71 B 8 F,G F,G,H,I 1H7 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 1/2 X 38 3/8 29 1/2 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,1 30 112 X 56 1/4 29 112 X 55 1/4 B B F,G F.G,H,I 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 F,G,H.I 30 112 X 84 29 112 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 8 8 F,G F.G 24 36 x 49 5/8 8 B F.G F,G,H,I 245 36 x 55 1/4 B B F.G F.G.H.1 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,1 27 36 x 83 B B F G J K F,G,H,I,J,K 42 x 26 41 x 25 B B F.G F,G 42 x 38 3/8 41 x 37 3/8 8 8 F.G F,G,H.I 42 x 50 5/8 41 x 49 5/8 B B F,G F.G.H.1 42 x 56 1/4 41 x 55 1/4 B B F.G.H.1 F.G,H,I 42 x 63 41 x 62 B 8 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 F G J K F,G.H,I,J,K 48 x 26 47 x 25 B A,C F.G F,G 48 x 38 3/8 47 x 37 3/8 B A,C F.G F,G,H,I 48 x 50 5/8 47 x 49 5/8 B A.0 F.G F.G,H'1 48 x 56 1/4 47 x 55 1/4 8 B A.0 A,C F.G.H.1 F.G.H.1 F.G,H,i D.E.F,G.H.1 48 x 63 48 x 72 47 x 62 47 x 71 B A,C F.G.H.1 D.E,F,G.H,I 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,C F,G F.G.H.1 34 52 1/8 X 49 5/8 8 A,C F.G.H.1 F.G.H.1 345 52 1/8 X 55 1/4 8 A,C F.G :H,1 D.E.F,G,H,I 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 I A,C F.G.J.K D.E,F,G,H,I,J,K 37 SIZE NO] AVAILABLE IN IUUU UK I JUU JtKItJ. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cone.) 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 I. 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 . A B C D J W.H. F H ELEVATION E K #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FOR SECTION 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. Ci 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. 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. JvEVINTERNATIONAL, INCFLORIDA EXTRUDERS 2540 JEWETT LANE CERTIFICATE OF AUTHORIZATION NO- 9235 SANFORD. FLORIDA D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: RJA APPROVED BY:RJA DATE:?/29/04 SCALE: NTS DWG.:FLEX0016, SHT 2 OF 2 1 "MIN . EMBEDMENT (WOOD` -SCREW) SHEATHING CAULK BETWEEN TWO BY WOOD WINDOW FIN & BY OTHERS BY OTHERS SHEATHING - I r — SHIM AS REQ'D. INSTALLATION ANCHOR. (SEE NOTES) #8 WOOD SCREW SHOWN STUCCO BY OTHERS WINDOW HEIGHT GLAZING (TYP.) (SEE NOTES) PERIMETER CAULK BY OTHERS WIND❑ W WIDTH I / 4 " MAX. Disclaimer: The purpose of this installation drawing is to present the manufacturer's recommendations for $HIM SPACE- anchorage (i.e., wood screws and nails) to achieve the design pressure specified on the fenestration product T W ❑ BY WOODAD as required by Florida Building Code, Section 1707.4.4. Anchorage Methods. Recommendations regarding SHIM AS REQ'D.- BY OTHERS flashing, searing, sealants or other joint sealant practices does not constitute a warranty either expressed or (SEE NOTES) implied_ IMPORTANT INFORMATION & GENERAL NOTES 1 IN These notes are provided to ensure proper installation of Florida Extruders Milestone ' M GLAZING (TYP.) (SEE NOTES) 4" MAX. P1/�� SHIM SPACE FIN TYPE FIN TYPE WINDOW FRAME WINDOW FRAME HEADER JAMB PERIMETER GLAZING (TYP.) CAULK (SEE NOTES) BY OTHERS FWINDOW WIDTH A--i-I 1 ANCHOR SPACING (SEE BELOW WINDOW HEIlGHT 1 EMBEDMENT (WOOD SCREW) SHEATHING BY OTHERS 7INSVTALLATION CAULK BETWEEN WINDOW FIN & SHEATHING ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS SECTION B-B EQUALLY SPACE ANCHORS (TYP.) FIN TYPE ANCHOR A JL(,T6' MAX. WINDOW FRAME SPACING YP.) SILL (SEE BELOW) MAX. (TYP.) MARBLE SILL ELEVATION STOOL BY OTHERS VIEWED FROM EXTERIOR HEAD SILL & JAMB ANCHOR SPACING (TO 70 PSF D.P.) WOOD SCREW 24' D.C. MAX. (TYP.) TWO BY WOOD ----- --- ---- --- '-� BY OTHERS NAIL: 7" D.C_ MAX. FOR JAMBS AND INSTALLATION A:FIN 10" D.C. MAX. FOR HEAD & SILL #8 WOOD SCREW I� STUCCO BY OTHERS 4; o REV DESCRIPTION CAULK BET D o C REVISED NOTE 6_ WINDOW SHEATHING w `n REVISED NOTE 7 AND & SHEATHING BY OTHERS 1'MIN M TITLE TO REFLECT NAIL c`'� ALTERNATE. EMBEDMENT J KC 1 6 2004 ADDED DISCLAIMER. SECTION A —A (WOOD SCREW) W a D 03 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". APPLY A BEAD OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT THE FASTENER LOCATION PRIOR TO INSERTING THE SHIM TO ADHERE THE SHIM TO THE SUBSTRATE AND/OR WINDOW FRAME. FULL BEARING BETWEEN THE SHIM, SUBSTRATE AND WINDOW FRAME ARE REQUIRED. 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & IAMBS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 6) 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. 7) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE: a) 3/16" IN DIAMETER FOR #8 WOOD SCREWS, AND b) THE SHANK DIAMETER OF THE NAIL ROUNDED UP TO THE NEXT STANDARD DESIGNAkTION DRILL BIT SIZE. 8) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 9) NAILS SHALL MEET ASTM F 1667, "STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES." 10) IF WOOD TENDS TO SPLIT, PRE -BORE HOLE AS FOLLOWS (PER NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION REQUIREMENTS): a) #8 WOOD SCREWS - 1/8" DIA. PILOT HOLE. b) 0.113" DIA. NAILS - #44 DRILL SIZE PILOT HOLE. c) OTHER NAIL DIAMETER PILOT HOLES NOT EXCEEDING 75% OF THE NAIL'S DIAMETER AS REQUIRED. 11) WOOD SCREW AND NAIL WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS ARE BASED ON SOUTHERN PINE WITH A SPECIFIC GRAVITY OF 0.55. 12) WOOD SCREWS AND NAILS SHALL NOT BE MIXED TO FASTEN THE SAME ASSEMBLY. 13) WOOD SCREWS�AND�NAILS SHALL -NOT BE. USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. [SEE SHEET 2 FORCONTINUATION OF NOTES] DATE INI FLORIDA EXTRUDERS 12540NATIONALJEWETT LANE 12/10/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS 7/29/04 R J A SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE: 7/29/04 SCALE: N. T. S. DWG.:FLEX0026 SHT 1 OF "I. #8 ..,WOOD ---SCREW INSTALLATION ANCHOR CHART -..,=-#.8 WOOD SCREW INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN QUANTITY IN QUANTITY IN -GALL WINDOW HEAD & SILL EACH JAMB CALL WINDOW HEAD & SILL EACH JAMB SIZE SIZE SIZE SIZE UP TO 70 PSF UP TO 70 PsF UP TO 70 PSF UP TO 70 PsF 2024 23 1/2 X 27 1/2 2 2 12 18 1/8,X 25 2 2 2030 23 1/2 X 35 1/2 2 2 13 18 1/8 X 37 3/8 2 3 2038 23 1/2 X 43 1/2 2 3 14 18 1/8 X 49.5/8 2 3 2040 23 1/2 X 47 1/2 2 3 145 18 1/8 X 55 1/4 2 3 2044 23 1/2 X 51 1/2 2 3 15 18 1/8 X 62 2 4 2050 23 1/2 X 59 1/2 2 3 16 18 1/8 X 71 2 4 2060 23 1/2 X 71 1/2 2 4 17 18 1/8 X 83 2 4 2070 23 1/2 X 83 1/2 2 4 1H2 1H3 25 1/2 X 25 25 1/2 X 37 3/8 2 2 2 3 242.4 27 1/2 X 27 1/2 2 2 2430 27 1/2 X 35 1/2 2 2 1H4 25 1/2 X 49 5/8 2 3 2438 27 1/2 X 43 1/2 2 3 1H45 25. 1/2 X 55 1/4 2 3 2440 27 1/2 X 47 1/2 2 3 1H5 25 1/2 X 62 2 4 2444 27 1/2 X 51 1/2 2 3 1H6 25 1/2 X 71 2 4 2450 27 1/2 X 59 1/2 2 3 1H7 25 1/2 X 83 2 4 2460 27 1/2 X 71 1/2 2 4 30 1/2 x 26 29 1/2 X 25 2 2 2470 27 112 x 83 112 2 4 30 1/2 x 38 3/8 30 1/2 x 50 5/8 29 1/2 X 37 3/8 29 1/2 X 49 5/8 2 2 3 3 2824 31 1/2 X 27 1/2 2 2 2830 31 1/2X 35 1/2 2 2 30 1/2 x 56 1/4 29 1/2 X 55 1/4 2 3 2838 31 1/2 X 43 1/2 2 3 30 1/2 x 63 29 112 X 62 2 4 2840 31 1/2 X 47 1/2 2 3 30 1/2 x 72 29 1/2 X 71 2 4 2844 31 1/2 X 51 1/2 2 3 30 1/2 x 84 29 1/2 X 83 2 4 2850 31 1/2 X 59 1/2 2 3 22 36 X 25 2 2860 31 1/2 X 71 1/2 2 4 23 36 X 37 3/8 2 3 2870 31 1/2 X 83 1/2 2 4 24 245 36 X 49 5/8 .36 X 55 1/4 2 2 3 3 3024 35 1/2 X 27 1/2 2 2 3030 35 1/2 X 35 1/2 2 2 25 36 X 62 2 4 3038 35 112 X 43 1/2 2 3 26 36 X 71 2 4 3040 35 1/2 X 47 1/2 2 3 27 36 X 83 2 4 3044 35 1/2 X 51 1/2 2 3 42 x 26 41 X 25 3 2 3050 35 1/2 X 59 1/2 2 3 42 x 38 3/8 41 X 37 3/8 3 3 3060 35 1/2 x 71 1/2 2 4 42 x 50 5/8 41 X 49 5/8 3 3 3070 35 1/2 X 83 1/2 2 4 42 x 56 1/4 42 x 63 41 X 55 1/4 41 X 62 3 3 3 4 3424 39 1/2 X 27 1/2 3 2 3430 39 1/2 X 35 1/2 3 2 42 x 72 41 X 71 3 4 3438 39 1/2 X 43 1/2 3 3 42 x 84 41 X 83 3 4 3440 39 1/2 X 47 1/2 3 3 48 x 26 47 X 25 3 2 3444 39 1/2 X 51 1/2 3 3 48 x 38 3/8 47 X 37 3/8 3 3 3450 39 1/2 X 59 1/2 3: 3 48 x 50 5/8 47 X 49 5/8 3 3 3460 39 1/2 X 71 1/2 3 4 48 x 56 1/4 47 X 55 1/4 3 3 3470 39 1/2 X 83 1/2 3 4 48 x 63 48 x 72 47 X 62 47 X 71 3 3 4 4 3824 43 1/2 X 27 1/2 3 2 3830 43 1/2 X 35 1/2 3 2 48 x 84 47 X 83 3 4 32 52 1/8 X 25 3 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 X 47 1/2 3 3 33 52 1/8 X 37 3/8 3 3 3844 43 1/2 X 51 1/2 3 3 34 52 1/8 X 49 5/8 3 3 3850 43 1/2 X 59 1/2 3 3 345 52 1/8 X 55 1/4 3 3 3860 43 1/2 -X 71 1/2 3 4 35 52 1/8 X 62 3 4 3870 43.1/2 X 83 1/2 3 4 36 • 37 52 1/8 X 71 52 1/8 X 83 3 3 4 4 4024 47 1/2 X 27 112 3 2 4030 47 1/2 X 35 1/2 3 2 4038 47 1/2 X 43 1/2 3 3 ' 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES 4040 47 1/2 X 47 1/2 3 3 4044 47 1/2 X 51, 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 147 1/2 X 71 1/2 3 4 4070 47 1/2 X 83 1/2 3 4 IMPORTANT INFORMATION & GENERAL NOTES (cont) ANCHOR INSTALLATION INSTRUCTIONS (conL) #8 WOOD SCREWS: 14) SEE THIS SHEET FOR #8 WOOD SCREW INSTALLATION ANCHOR CHART. 15) #8 WOOD SCREW MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 1" INTO THE TWO BY WOOD FRAMING. 16) SPACING OF WOOD SCREWS SHALL BE: a) 6" FROM EACH CORNER OF THE HEAD, SILL AND JAMBS, AND b) EVENLY SPACED BETWEEN CORNER ANCHORS BUT NOT.EXCEEDING 24" O.C_ SPACING IN HEAD, SILL AND JAMBS. NAILS: 17) NAILS SHALL MEET THE FOLLOWING REQUIREMENTS: a) 0.113" DIAMETER OR GREATER, b) SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 1 7/8" INTO THE TWO BY WOOD FRAMING (GENERALLY, NAIL 2 3/8" LENGTH OR GREATER SHALL MEET THIS REQUIREMENT), c) HELICAL (SCREW) OR ANNULAR (RING) SHANK STYLE ONLY, AND d) MANUFACTURER SHALL BE LISTED IN NATIONAL EVALUATION SERVICES, INC.'S NATIONAL EVALUATION REPORT, NER-272. 18) MANUFACTURER'S NAILS MEETING THESE REQUIREMENTS ARE (BUT NOT LIMITED TO) THE FOLLOWING: a) PASLODE DEFORMED SHANK NAIL, NO. 404947, 404537, 650111 AND 650148. b) DURO-FAST DEFORMED SHANK NAIL NO. 325. 19) SPACING OF NAILS SHALL BE: a) 6" FROM EACH CORNER OF THE HEAD, SILL AND JAMBS, AND b) EVENLY SPACED BETWEEN CORNER ANCHORS AND NOT EXCEEDING 7" O.C. SPACING FOR THE JAMBS AND 10" O.C. SPACING FOR THE HEAD AND SILL. DESIGN PRESSURE RATING & FBC REQUIREMENTS 20) IF EXACT WINDOW SIZE IS NOT LISTED IN WOOD SCREW ANCHOR CHART, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE. 21) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR WINDOW SIZES SHOWN IN CHART WITH SPACINGS SHOWN. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 22) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS: 23) COMPLIES WITH CHAPTER 27 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1,2002. EV FLORIDA EXTRUDERS 12540NATIONALEWETT LANE A B CERTIFICATE OF AUTHORIZATION NO, 9235 SANFORD FLORIDA C TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS D SINGLE HUNG FIN WINDOW — SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE: NI DWG.: FLEX0026 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 D o a 4 0 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 I). INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS \ / (NOTE 6) V 1-1/8' MIN. EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKING REQUIRED — (SEE NOTE 2) 1/2 6 DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE DOOR HEIGHT EMBEDMENT o 1-1/4' MIN. 0 � D INSTALLATION ANCHOR N w 3/16' DIA. TAPPER a a (NOTE 15) oN zo CONCRETE OR z MASONRY OPENING J BY OTHERS W � a w SECTION A -A < TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 1/4" MAX. SHIM SPACE 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 n 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 1/8' MIN. E BEDMENT (TYP.) 1 3/4- MAX. SHEATHING BY OTHERS SLIDING GLASS DOOR INTERLOCK HH[]K STRIP DETAIL Disclaimer: The purpose of this installation drawing is to present the manufacturer's recommendations for anchorage (i.e., concrete screws and wood screws) to achieve the design pressure specified on the C fenestration product as required by Florida Building Code, Section 1707-4.4, Anchorage Methods. Recommendations regarding flashing, sealing, sealants or otherjoint 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 B REVISED NOTES i_ 2. 3. 6_ 20. zs & 30 AND Aooeo AND/OR .REVISED RELATED REFERENCES ANO/OR ILLUSTRATIONS. ADDED NOTE D[ C ` r 20 AND RELATED ILLUSTRATIONS- RENUUSERED NOTES B To 10 & 21 TO 29 AND REVISED REFERENCES TO THESE NOTES- REVISED TAPPERS FOR 9OXX 3-PANEL DOORS, C ADOED DiSCWMER. [SEE SHEET 2 FOR CONTINUATION OF NOTES] DATE INI INTERNATIONAL, INC. ID FLORA EXTRUDERS 2540 JEWETT LANE 12/18/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANF'ORD FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS 7/29/04 RJA DRAWN BY: BB APPROVED BY: RJA ATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHT ► OF 2 ANCHOR INSTALLATION CHART Nominal Door Size and Configuration y 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 8 8 4 4 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. (131) 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 (131) 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 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 1/8 x 80 14 14 14 7 7 9 D2 8 8 15068 OXO 181 1/8 x 80 16 16 16 8 10 (D2) 11 (D3) 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 9 132 10 10 15080 OXO 181 118 x 96 16 16 18 8 11 13 10 10 90100 OXO 109 1/8 x 120 12 12 12 6 6 6 12 12 120100 OXO 145 1/8 x 120 14 14 14 7 9 (D2) 10 (133) 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 D 1) 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (132) 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 1 14 7 8 131) . 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 12 6 6 6 12 1 12 120100 XXX 142 518 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 131 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 131 8 8 16068 OXXO 191 5/8 x 80 18 .18 18 1 9 10 (D1) 12 (D3) 8 8 10080 OXXO 119 5/8 x 96 12 12 12 6 6 7 D1) 10 10 12080 OXXO 143 5/8 x 96 14 14 14 7 8 D1 9 (D2) 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (D3) 14 (135) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (131) 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 (131) 13 (134) 16 (137) 12 12 10068 XXXX 117 1/4 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 1/4 x 80 14 14 14 7 7 8 131 8 8 16068 XXXX 189 114 x 80 16 16 16 9 (D7) 1.0 (D2) 12 (134) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7 (DI) 10 10 12080 XXXX 141 1/4 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 1 12 12 6 6 7 D1 12 12 120100 XXXX 141 1/4 x 120 14 1 14 14 1 7 1 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 1 18 21 1 10 (D2) 1 13 (D5) 15 (137) 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "D7" 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) "D6" 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 IN 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 (cont.) GENERAL INSTALLATION INSTRUCTIONS (conL) 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 ANCHOR 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 WFFH 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. TITEN (by SIMPSON STRONG -TIE) CAN 8E 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 13Y POWERS FASTENING, INC_ (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 718 IN_ EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR HEAD, 3AMBS 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, IAMBS AND HOOK STRIP_ 23) WOOD SCREWS SHALL NOT BE USED TO FASTEN HEAD, IAMBS 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, 1707.4A.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 0 w Is FLORIDA EXTRUDERS INTERNATIONAL, LANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: B B DATE:7/29/04 SCALE:NTS APPROVED BY: RJA DWG #.-FLEX0027 SHEET 2 Of 2 CAULK BETWEEN \ DOOR FLANGE SHIM AS & WOOD BUCK REO'D SLIDING GLASS (SEE DOOR FRAME PERIMETER NOTES) JAMB CAULK By . v v: I 1/4 M[N. I/4' MAX: OTHERS o EMBEDMENT SHIM SPACE STUCCO — BY OTHERS INSTALLATION ANCHOR D8 SCREW WOOD (TYP- WHERE TAPPERS ARE NOT REO'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE r� D ( a V a o D INSTALLATION ANCHOR a8 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 -NOTE .2). - SHIM AS REQUIRED (SFC_NOTE 1). SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKIN REQUIRE (SEE NO � o EMBEDMENT 1-I/4' MIN - INSTALLATION ANCHOR 3/16" DIA. TAPPER (NOTE 17) CONCRETE OR MASONRY OPENING BY OTHERS TEMPERED GLASS (TYP.) CONCRE. TE OR MASONRY OPENING 1 1/4' MIN. BY OTHERS EMBEDMENT 2X4,-2X6==OR 2x8 WOOD a.. BY OTHERS (NOTE 6> CAULK BE T WEEN HOOK STRIP g WOOD BUCK 1 1/8` MIN. EMBEDMENT: (TYP.) a (SEE NOTES) SLIDING GLASS DOOR Q a 1^ HOOK STRIP ,'I INSTALLATION ANCHOR 3/16" DIA. TAPPER (NOTE 17) 3/4' MAX. a CAULK BETWEEN f DOOR FLANGE & WOOD BUCK TEMPERED GLASS (TYP.)- PERIMETER a STUCCO CAULK BY CONCRETE OR Li a K BY OTHERS OTHERS MASONRY OPENING BY OTHERS STRIP DETAIL\ --SLIDING GLASS DOOR S.G.D. WIDTH STUCCO INTERLOCK BY OTHERS Disclaimer: The purpose of this installation drowing is to present the manufacturer's recommendoions for anchorage (i.e.. concrete screws. wood screws and noils) to ochieve the design pressure specified on Itte fenestration product as required 6y Floddo Building Code. Section 1 707-4-4. Anchorage Methods. SECTIONB - B ARecommendations regarding flashing. sealing. sealants or other joint sealant proctices 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. o ONE BY WOOD BUCK BY OTHERS 4 (NOTE 11 & 12) INSTALLATION ANCHOR tw WOOD SCREW (TYP.) (NOTE 23) CAULK BETWEEN (ANCHORS, SHOWN IN SAME 4 PLANE FOR CLARITY ONLY. 4 WOOD BUCK & HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2' APART ON BY. OTHERS -OPPOSITE .FLANGES.) CUTM AS REO'D H EXTERI❑R ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) GENERAL INSTALLATION INSTRUCTIONS I) SHIM AS REQ`D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO 8E 1/4". LOAD BEARING SHIMAT 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 & JAM BS. LIBERALLY APPLY S[UCONIZED 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 & 3 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.NSFER 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE ST�RAKTE PER FBCESECTIONSECUREL1707S.4.4.2 ED TO AND THEE ENGINEERED OR CORD'SE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "O" REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHAR EET` R CONTINUAT[ON'OF NOTES IS �_ T .. RE DESCRIPTION I T T V. DATE IN�LQ . I �T I LAN 2 �40 JEWETT (: r Z A'NFORD RNO0'A RIZF LOR( OAO012/18/03RJCERTIFICATE NS U 672.73 Sr .00E()A-- -- µO/OR REhSEO REUUICO .[ D[NG GLASS DOOR 500, 1000 & 2000 W REr(REnOES /.NO/OR alUSrfUIrOnS. r T Z R(-U.6EREO NOtES 6 i0 r0 MO 1 I t ('�" a RE'S(O RuERENCEs Io iNEsE MASONRY INSTALLATION WITF1 NON-ST( l)C 1 ULA. TAPPERS / HoIEs LRC-SCODOOR t.rvEas FOR 90.. BUCK AND -- -- — -- -- ` -' ,ii S-rnrvEl DOORS. t , / 1 G 004 ---- -- A�PrzovrD I3Y RSA W a C AoDFo DISCUNMER. 7/29704 (� JA DRAWN BY: BB &g DATE: 7/29/O4 scALE: NTS DWG y: (LE_X0021 JI IE_E_ I [ UI ANCHOR INSTALLATION CHART _ REQUIRED QUANTITIES OF ANCHORS HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (#8 WS) Nominal Door Size Door Size 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF and Configuration TO TO TO 60 PSF 70 PSF a5 PSF 60 PSF 70 PSF 8 �• 4068 XX. QX, XO q q 48x80 3 3 33 3 q 4 8 5068 XX, OX, XO 60 z 80 3 4 q 4 8 6068 xX, OX. XO 72x80 4 45 5 q 4 8 8068 XX, OX. XO . 96 x 80 6 6 7 (D 1) 4 4 8 1.0068 XX OX XO t20 x 80 5 3 5 10 SOSO XX OX XO 3 60 x 96 3 4 5 5 . _ 10 6080XX, OX. XO 72 x 4 4 5 5 5 10 8080 xX. OX. XO 96 x 96 S. 5 6 6 7(D1) S 5 10 t0080 XX OX XO 120x96 .3 3 6 6 12 50100 XX, OX, XO 60 x 120 3 4 6 6 12 60100 XX, OX XO 72 x 120 4 4 6 7 (D 1) 5 6 12 80100 XX OX XO 96 x 120 5 4 4 8 9068 OXO 109 1/8 x 80 6 6 6 4 4 8 12068 OXO 145 1/8 x 80 7 7 9- D2 4 4 8 15068 OXO 181 118 x 80 8 10 (D2) 11 (D3) 5 10 9080 OXO 109 mix x 96 6 6 6 5 5 5 10 12080OXO 145 118 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181 1 /8 x 96 8 11 13 6, 6 7 D 1 12 90100 OXO 109 1/8 x 120 6 6 7 9 (D2) 10 (D3) 6 7 (D 1) 12 120100 OXO 145 118 x 120 4 4 8 9068 XXX 1065/8x80 6 6 6 4 q 8 12068 XXX 142 518 x 80 7 7 8 O1 4 8 10 (D2) 11 (D3) 4 8 15068 XXX t78 5/8 x 80 5 5 l0 9080 XXX 6 106 5/6 x 96 6 6 5 5 ' 70 12080 XXX 142 5/8 x 96 7 8 01 9 D2 5 5 10 15080 XXX 178 518 x 96 8 11 (D3) 13 6 7 12 90100 XXX 106 5!8 z 120 6 6 6 6 7 7 9 (D2) 10 (D3) 12 12010O XXX 142 5/8 x 120 4 4 B 10068 OXXO 119 518 x 80 6 6 7 D1 4 8 12068 OXXO q 143 518 x 80 7 7 8 D1 4 4 8 16068 OXXO 191 5/8 x 80 9 10 (D t) 7 5 10 10080 OXXO 01 119 5/8 x 96 6 6 7 Dl 5 5 5 10 12080 OXXO 143 5/8 x 96 7 8 D1 9 D2 5 5 10 16080 OXXO 191 518 x 96 9 12 (03) 14 IDS) 7 01 6 12 I DO 100 OXXO 119 5/8 x 120 6 6 7 D 1. 6 7 D1 12 120100 OXXO 143 518 x 120 7 9(D2)..10 03) 6 7 ( 160100 OXXO 13 (D4) 16 (D7) 191 518 x 120 10 (D 1) 4 4 8 8 10068 )(XXX 117 1/4 x 80 6 6 6 4 4 8 12068 )(XXX 141 1/4 x 80 7 7 8 01 4 4 4 8 16068 XXXX 189 114 x 80 9 (D 1) 10 (D2) . 12 (04) 5 10 10080 xxxX 117 114 x 96 6 6 7 D1 5 5 10 12080 XXXX 141 1/4 x 96 7 8 Oi 5 10 16080 XXXX �02 189114 x 96 9 (D1) 12 (04) 7 D1) 12 10010OXXXX 1171/4x120 6 6 6 7 01 12 120100XXXX 141 1/4 x 120 7 8 D1 10 D3 6 7 (O 1) 12 16010O XXXX 189 114 x 120 10 (D2) 13 (D5) 15 (O7) ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REO'D_ IN BOTH°FACTORY APPLIED INSTALLATION HOLES. "01" THROUGH "07" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REO'D 2) `01" MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION. HOLES. "D2' INSTALL TWO TAPPERS 1N TWO SETS OF INSTALLATION HOLES. 3) MEANS. "D3" TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) MEANS. INSTALL -D4" TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 5) MEANS. INSTALL "D5" TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 6) MEANS. INSTALL -06"MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 7) "D7-MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 8) 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD & SILL SHOULD BE PRIORITIZED AS FOLLOWS: A FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. B SECONDLY. AT EACH END OF HEAD & SILL NEAR JAMB CORNER, IF NEEDED - C: LOCATIONS IN HEAD & SILL OTHER THAN AS LISTED IN A & B. 10) LOCATION OF ADDITIONAL TAPPERS IN JAMBS SHOULD BE PRIORITIZED AS FOLLOWS: •AFIRST, ADJACENT TO LOCKS IN JAMBS B. SECONDLY. AT EACH END OF JAMBS NEAR HEAD & SILL CORNERS - C LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (coat.) GENERAL INSTALLATION INSTRUCTIONS (cunt-) 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A". -B-W & HOOK ', I RIP I IF I All 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) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER- USEE-A HARDENED 'T-NAIL" WITH A 0.097" DIAM TER AND 1 3/5" LENGTH (5/8" EMBEDMENT), A HARDENED -MASONRY NAIL" WFTH A 0.148" DIAMETER AND I Vi- LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 11/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREAFE . I : AN 1- 140NIMAt_ (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE I I. 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR I! It . NV IRONMENT AND/OR FRAMING MATERIAL- WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOrtr i NOATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER - IS) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD ( (-)N'; I R! 1, . 11-)N). 3/16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND IAMBS)- 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 MA,�ONP f t 1R CO3'V_RETE SILL, USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH: TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. - 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 19) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 20) ALTERNATE TAPPER INSTALLATION AN FRONT TO BACK IN ALL FRAME MEMBERS. 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN bE SUBSTITUFEU WI III III_ (OLLOWING LIMITATIONS FOR THE 120' HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS_ 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION Sr+ALL BE ArCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN_ 5/8 IN, EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION FASTLNE�z HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL SE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURFD B'r Ov'f:f::S rASTENING, 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 POCKET DOOR HOOK STRIP): 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 1) (I S!.if i ICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD So'VW REQUIREMENTS IN HOOK STRIP. 2S) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD. 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRnvI IY OF O.SS FOR SOUTHERN PINE. DESIGN PRESSURE RATING 8, FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NLxT I ARGER SIZE, FOR 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.) SHOWN ARE POSITIVE AND NEGATIVE 29) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 31) COMPLIES WFTH FBC, CHAPTER 17 SECTIONS 1707-4.4-1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SultS l RAIES AND 1707-4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002_ RAC FLORIDA EXTRUDERS INTE-:1- NA rIONAL. INC 2540 jil_:wil:,rr LAND CERTIFICATE OF AUTHORIZATION TITLE SLIDING MASONRY NO 9235 SAN-I'OIZI-), ( WRIDA GLASS DOOR 500, 1000 & 1000 INSTALLATION W11H N(Ir1 `;I{;t1I Illl.'/11 B C --- BUCK AND TAPPCRS DRAWN f3Y: BB DATE: 7 /29/04 SCALE; N T S APPROVED 13) {'' J(� DWG y:FLFX0021 SHLI_ I -- 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1 X 2 X 1/8 1000 S.H. — TUBE MULLION JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS �E SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1 ) I X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. 1 JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X I-1/2 SELF TAPPING SMS SECTION A -A (3) 1 X 4 X 1/8 TUBE MULLION 1000 S_H. JAMB (TYP.) 08 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 08 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) 1 X 2 X 3/8 TUBE MULLION #8 X 1/2 SELF TAPPING SMS 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 112 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-112 SELF TAPPING SMS SECTION A -A (4) I X 4 X 3/8 TUBE MULLION 48 X 1-1/2 SELF TAPPING SMS ONE BY WOOD DETAIL C 1 BUCK BY OTHERS tt CONCRETE OR MASONRY Q BY OTHERS I I/4" MIN. - Q EMBEDMENT Q `- INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE @ HEAD MULLION (APPLIES TO HEAD & SILL WHERE 1 " X 4' mt\, & 2" X 4" TUBE MULLIONS ARE USED) #8 x 112 SELF TAPPING SMS For alternate silt DETAIL B profiles where Sill Clip- is not suitable, it is acceptable to use Installation Clip" as shown in Detail C (with or w/o bucking). INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — I 1 1/4' MIN. EMBEDMENT . Q PRECAST SILL BY OTHERS AUXILIARY PLATE (FOR ADDITIONAL ANCHORS. WHEN REQUIRED) 0 O — O #8 SELF TAPPING - z / MULLION SMS (TYP.) \_ DETAIL B Q SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C f #8 X 1/2 SELF TAPPING SMS ELEVATION VIEWED FROM EXTERIOR w - � c :. Ln CIr�cv _ C,4 �, �, �. It r ° J Z SEALANT BETWEEN m a: Z `� WINDOW FLANGES Q m^ _ & MULLION C C #8 X 1-1/2 SELF °U ° °) TAPPING SMS SECTION A -A (6) INC FLORIDA EXTR°UDERS12540NJEWE T LANE - SANFORD, FLORIDA TITLE: SER. 1000/ 1500 FLANGE SHEET I OF 2 VERTICAL MULLION SECTI❑NS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: WAB DATE:6/ 1 7/04 SCALE: NTS DWG_: 1 VMFL(G 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 X2X1 /8 1 X2X1 /8 1 X2X3/8 1 X2X3/8 1X2 7/16X1/8 1X2 7/16X1/8 1X2 7/16X3/81X2 7/16X3/8 1 X4X1 /8 1 X4X1 /8 1 X4X3/8 1 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 1 SECT. A -A i 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 13 19 1 /8 X 26 19 1 /8 X 38 3/8 336.52 209.72 732.42 317.66 336.52 209.72 692.83 429.55 336.52 209.72 732.42 456.46 336.52 209.72 732.42 456.46 791.81 493.47 1187.72 740.20 791.81 493.47 1187.72 740.20 1 187.72 740.20 131.23 152.75 177.46 152.75 1 93.92 152.75 271.83 359.41 539.12 359.41 539.12 539.12 14 19 1 /8 X 50 5/8 131-.23 94.13 127.29 127.29 135.81 139.09 135.81 194.97 319.55 460.17 319.55 479.33 479.33 145 19 1 /8 X 56 1/4 94.13 65.97 89.21 89.21 97.48 97.48 119.85 136.64 282.02 423.03 282.02 423.03 423.03 19 1 /8 X 63 65.97 15 43.49 26.96 262.87 43.49 58.81 58.81 64.27 64.27 90.09 90.09 212.62 212.62 296.98 296.98 365.75 16 19 1 /8 X 72 26.96 572.13 36.45 262.87 36.45 541.20 39.83 262.87 39.83 572.13 55.84 262.87 55.84 572.13 131.79 618.52 1 31 .79 927.78 184.08 618.52 184.08 927.78 294.03 927.78 17 19 1 /8 X 84 26 1 /2 X 26 1 H2 1 H3 26 1 /2 X 38 3/8 157.93 239.21 97.25 69.43 48.44 31.79 157.93 323.48 157.93 343.74 157.93 343.74 371.61 557.41 371.61 557.41 557.41 113.20 131.51 113.20 1 43.71 113.20 201.45 266.35 399.53 266.35 399.53 399.53 1 /2 X 50 5/, 97.25 93.89 93.89 100.17 102.59 100.17 143.81 235.70 339.42 235.70 353.55 353.55 aH451 1 /2 X 56 114 69.43 65.51 65.51 71.58 71.58 88.01 100.34 207.10 236.83 207.10 310.65 310.65 1 H5 26 1 /2 X 63 48.44 42.99 42.99 46.98 46.98 65.86 65.86 155.44 155.44 217.11 217.11 267.38 1 H6 26 1 /2 X 72 31.79 1 H7 26 1 /2 X 84 19.62 19.62 26.53 26.53 28.99 28.99 40.64 40.64 95.93 95.93 133.99 133.99 214.02 22 37 X 26 216.75 471.75 216.75 471.75 216.75 471.75 216.75 471.75 510 765 510 765 765 185.12 122.22 250.32 122.22 266.00 122.22 266.00 287.57 431.36 287.57 431.36 431.36 23 37 X 38 3/8 122.22 73.34 51.97 85.36 70.28 99.17 70.28 85.36 74.98 108.37 76.79 85.36 74.98 151.91 107.65 200.86 176.43 301.29 254.07 200.86 176.43 301.29 264.64 301.29 264.64 24 7 X 50 5/8 37 X 56 1 /4 73.34 51.97 245 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 26 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 26 191.61 417.04 191.61 394.49 191.61 417.04 191.61 417.04 450.85 676.28 450.85 676.28 676.28 32 149.02 98.38 201.51 98.38 214.14 98.38 214.14 231.50 347.25 231.50 347.25 347.25 33 53 1 /8 X 38 3/8 98.38 34 3 1 /8 X 50 5/8 56.23 56.23 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 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 10.51 14.21 14.21 15.53 15.53 21.77 21.77 51.39 51.39 71.78 71.78 120.81 37 53 1 /8 X 84 10.51 1 NOTES: A) NUMBER OF ANCHORS NOTED ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED . AT EACH END USING 1 1/4" EMBEDMENT. 8) 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 WINDOW'S LABEL RATING, ASTM E1300 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. INTERNATIONAL, INC_ FLORIDA EXTRUDERS 2540 JEWETT LANE SANFORD FLORIDA TITLE: DESIGN PRESSURE CAPACITIES FLANGE VERTICAL MULLIONS - S E R. 1000 & 1500 DRAWN BY. JBH APPROVED BY. WA DATE` 6/ 1 7/ 0 4 SCALE: F ULL DWG_: I V M F L G P G 2 IM I A M PDA5EM MIAM1II-DADS COUNTY, FLORIDA P. METRO -DADS FLAGLER ©UILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) IJO WEST FLAGLER STREET, SUITE i603 PRODUCT CONTROL DIVISiOiY MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-290S +NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation 108 Mutzfeld Road Butler, IN 46711 SCOPE: .This NOA is being issued under the applicable rules and regulations governing the'use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board -of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade .County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes: If this product or material fails to perform in, the accepted manner, the'manufacturer will incur the expense of such. testing and the AHJ may immediately . 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 requiremertis 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 WE Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B0204, titled "6/0 x 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 CountyProduct 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. TERAIINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall. automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. - INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99-031 1.02 and, consists of this page l as well as approval document mentioned above: The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I REV DESCRIPTIONDATE C REVISED PER KC0 6-7-99 29 U 11112 Ve saws 28 20 3/16' TWO VA -UV !QN LYQ DM Q 3/11 I 25 111 sour VA-1/i' a Q Will SEE i9UION HEAD 21 2 IQ 12 IR' Som ASSEMBLY (PALE 2 IF 0 n 6 1111 VA, 22 J51V1 , sm FUR 7 4 —1 / 16' 21' IUD SfUWM U U1E f!?f OJm r"—^— T:' 19 2 WAN35r-k PADS — ' I 18 2 s£ARITY 6A(>31L RATE 25 29 1/1, A I 16 - r/ 21 I/8' MAX 12' O.C. YAX 63 1/E' —` YA.X I �A 01 1 B2 113 I Q ' . i I 35 I/c' i 41 --1 i 11 2' MAX F 11 2 SMXTY STRDY PLATE1' . ' 16 3 I (T1EacA TRII tRANO sELt�1UM& 19)US VORD V/1 III I 2 T3TVS Q HP W ETIDO MP I 1' 15 2 Ill Ks Ymmi am9.11C oil Y/ 1/2 CRUV II I YYw cm SlZ:ES FAIILT 13 I YYI m 11s Ws LUX 0 12 1 FM NIL MSKU AN rCR II I S 13AV I I TAt' DISYK SU IF I 0.11E IIfd3m KIM IYIR MD, 9 GO TUN-TRU WA @PWSSRN YEADERSTRIP 1 1 2113 9A6' YmD XL1DA Y 3 1 -9A6' Y 1-1/1' 1 3/4' WEI AVMs 6. ( I IT I V PWIIC UIE TRACE IIFEFYA-IRU WA WE TO PS�RIEIART OASS fDiID DERXRASIIC3 YI1N 16 I i SIB TYPE AB PM IEAD RUIPS RMZ S AT 12 3/1' OC kEF6 KRDM 5 2 i' OJERALL N AIEI QASS lNl 1. CNISI U tI8' i fED NOl 3/1' AIR U Dm UK$ 3 1 1 IN Y 1 11/16' PDC STIES 2 kS R[Q0 P11IRIVA FINK W, 22 P[I =111 WV P10 Y/1`1/38 I ( SU, 011 Is11E0, U 6l CUM, MX ICU SIII:IGIR fy-M U, ECTUAV NUM 1111 IT DELI. ITEM QTY (ESNIPRN BILL Of MATERIAL THERMA OTRU' CORPORATION "i 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO oUV. 11T MRi WAVK 0 - " - Hn / RF. 0-98 NONE 1 1 k I O 3. B C —OV(D As coaPlnita 141n1 Thr SEE MULION SILL I5 DESIGN PRESSURE RAZING PRODUCT REmEWED DDAurN ooRl 101tic coot (l HIAHI DADE APPROVED SHUTTERS ARE ASSEMBLY (PAGE 3 OF U POSITIVE psF � lacaa. R i 4Bb1 V. NEGATIVE 64.D SF °p4 ot. No Z d i•Q6 PROOU r C MIROI OIVISion REQUIRED FOR THE INSTALLATION OF P E "'°'O'm °�2ca7 auuo coot l I'll 14 VCf OIfICI i THIS UNIT, C�NFI�L�A110NI OX 4ccci,unct„a.yq�o�N.o Mom ade Produc{Coatm i ---I �-- 1/1' YJX VI' KIN NNW W-55. 20 MULLION HEAD ASSEMBLY (4) PER SIDE 5 SPACED 22' O.C. o. .o O, 1' SECTION A -A CORNER ASSEMBLY EXIERIOR O 0 • O,O oo O o Ii!iCKI; SS 01. ° O O . ° I / I 1 IN' KIN 0 EKBIMI 1/8' 1WREO GLASS I ° a. ° o 21 25 20 THERMAOTRU' CORPORATION 16 X 1-5/8' ME AB PH? "?w 6/0 X 6/8 STEEL INSVING KODERAX CLIKATE PATIO Al 12-3/4' RE SPACING our«m art, cu wv%0 cH om RF. OW-9 NONE B0204 C OF 4 GLAZING DETAIL * 1/8' OP11DN SHOW APPNOWD AS MIKVINO wIM THI PROOUCI'RENEWED SOUTH KORIDA WHIM WKcamq S.Id .PICNod=, a. Fbrlda. _ OA C /' Iv i r i tloe Do* /ZCD1 PR0 4110l DIVISION .;Ui'0l4i COIN COIAPUANCI OfflCf M—.'- Coe CCf.I rC` p 0 D1,La D. g.4 .Q�1L2 CONCRETE � O- 0o 20 . o 25 . I n. o. .0o Oo EXTERIOR INTERIOR 79-9/32' EXTERIOR INTERIOR 00 00 h 0 S4 1 7/8, I _T. 20 SECTION C—C REV I DESCRIPTION DATC C IzvlsU PER BCCD 6-7-99 26 19 - CORNER ASSEMBLY 20 ' 25 MULLION SILL ASSEMBLY THERMAOTRU' CORPORATION 6/0 X 6/B STEEL INSVING NODERATE CLIMATE PA110 haw n wrt. ' havoc Iry '3 RF. B- 0-98 NO 80201 C 1 APPROVED AS CQMPLMQ 'MDI THE PRODUCTRENEWEID SOUTH ROR10A BUItDIM DOE .1—plyl1 wllh lb- Meld, 04 Dlll'� ty • � BuWln{Cole A—l"g eNo •O'. S.Ce er_ . ' g Initoa_W4 IOCGI ur. 'l.IIROt. OIV!S10� COCI f.0!IPS!AACI Of LI'1 - 99.03/ 2. SECTION B—B MI. Pludhq and wCEPIANCt NO: DI,II ° I ' r NOTE. 1. U16H PRESSURE TOR ALL DOOR STYLES SIM HERE IN CONFIGURATIONS SWE-SYK OR AS -TESTED 'OX', EWAL THAI, ACHIEVED IN TEST, FOR ALL OPERMS IEST SIZE (6/0 VIDE X 6/D HIGH) Li Lj (48b7 PSF 64.0 PST 2. fIR SINEtC TN -SUING ON. .:.. PAK PANEL SIZE IS 34' VIDE X 64' HIGH i TOR OX COWIGIRATION, MAX, OVERALL UNIT ® El Em M ® rug ago on�SIZC IS 14 3/16' VIDE X 82 I/32' NIGH a n ® - ®® BOB Q4, flu BOB an BOB BOB 009 an no ®® goL-i _j NOi6 GRIM AND PURIINS SHDVN ARE TALK AND TOR DECORATIVE PURPOSES MY THERMA OTRU ` CORPORATION 0W 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO cui. n• am ' RF, 0-10- 8 NO `Nr an ' B0201 . C 1/OF 1 APPROVED AS CO1iP VIG WMI nit - SOU(M RORIDA BUGDIIIG COD[ . - PRODUCT(ZENEwCD : u p,rr OJ[.a.8.✓ 12 -� J .. conDb'ly rllY Ih, Florld� Binding Cod, 9i — - Acc<pp.R ryo OZ �O .OS ,Ub - r ir.gav D.h IROII IC N(ROL XY 5 ON� 700� 31: O.NG COOL CO\tf+ ANr.0 O(fIC( Br rriIII d4M NO, J-23//sue � Mu OWe Pioducl Codlrol J 0� r MIAM.kt7tltaE'• MIA.�tf-D.Yn:ECO.E:NlY.,FLORIRk . METRO-DADETUkCLER. D.LFtLDtNC •, BLI:LDING.COD.E COMPLIANCE OFFICE.(RCCO) 110 NVE TFLAQJ, R STREET, SUITE 1603. PRODUCT COyTRUL t}IYlSi0�1. �X.1:1AX11, FLORMA 3} i30-I Sh3 (-� ) 375w2901 FAX (3051375-2N05 NOTICE OF ACCEPTANCE(NOA) Thcrnia.-Tru Corporation 108 liutzfeld.Rosd Butter,. L` 4672.R SCOPE. This NOA isbeirig tssuc d under the.applrcat le rulcs and.rcgulations governing. thc,,usc o.f constructi.on materials. The ducurn4ntation sub ittcd..has been reviewed by M1amE=Qa& C6unt. Product Control DIVISion atid: acccptc:d br.the Board of Rules and Appeals (80RA) .ta_:bc: used in Miami Dade County and other are;►s where allowed by the Authority Having Jurisdicti:-a ('AHI). This NON shall not be valid after the expiration date stated below.. The Miami -Made County Product. Control Division '(in Miami Made County) and/or the: AEtJ (.in areas other than Miami Dade Count reserve. the right to have ibis product or material tcstzd.for quality —assurance purpoacs Lf. this product or mate vial faits .to perform -in theaccepted manner, themanufacturer will incur the cx.pcnsc of such testing. and the AW may immediately revoke; modify; or suspeO the use of such product or ntaterta.l within their jurisdiction. SOFA, 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 W10city Hurricane . Zone of Florida Buil ii g Codc. DESCIZIPTLON: -Fiber Classic"!"Smooth Star":6'8" Inswing Opx.que. Insulated Fiberglass: Door w/Sidelites APPROVAL D.O.C.U`IE;VT:.Drawing No: S-2I51,.datcd:0ll31:/02, with revision I dated 0.1/3`l/0`2, titled "Fiber.. Classic''/''Smooth Star." up to L05" x 6-8 w & w/o 14":S1_.. Inswing: sheets, l through S. prepared by R. W. Building:. Consultants, lnc., bearing the Miami -Dade County Produce Control Approval stamp with the Noticc of Acceptance numbcr.and approval date by the Miami -Dade County Product Control Division. MISSILE INIYACr RATING.- None LABELING: -Each unit shall bear a permanent label with the manufacturer's name or logo, city-state anal following statement . ".Miami -Dade County Product Control.Approved".,: unless o.thonvise noted herein. RENEWAL of this NOA.shall be considered after a.rcnewat.appli.cati.On has been fled and there has been no change in the applicable building cods negatively affecting the perfocmancc of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a rcvision or chin. gc 1n the materials, use, and/or manufacture of theproduct or process. Misuse of this NOA as an endorse.mcnt 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 NOT. ADVERTISENIENT: The NOA number preceded by the w.ords,Miarni-Dade County-. Florida, and followed by the expiration date may be displayed in advertising. l teraturc, 1-fany.portion of the NOA is:displziycd, then it shall be done in its entirety. ` INSPECTION: A copy of this entire NOA shall be provided to the user b:y.ihe manufac.turcror its distributors. and shall be available .for inspection at the' b:sttcat the request o'f the B.iiild'ing_ Official. This NOA consists of this page I as well as approval document mcntioned_above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 0.1-1127.02 Expirutfon Date: June 6;.2007 Approral.Date: June 6, 2002 Page 1 THERMA oTRUS FIBER GJ. 51CrSs100TH STAR' INSWING 8E SINGLE AND DOUBLE W/8 WAXITSIDF1fTEi INSULATED FIBERGLASS DOOR WffH'W000 FRA.1ES. I. THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA BUILDING CODE, 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE, 3. PRODUCT ANCHORS SHALL BE AS USTFO AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO EASE MATERI 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 WINDBO. DEBRIS PROTECTiCN, FLORIDA BUILDING CODE APPROVED IMPACT RESISTANT SHUTTERS ARE REQUIRED. 7. SIOEUFES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. (Lomman to all rrcme conditions) Face sheets: Fiberglass avg. min. yield strenoth Fy(min.)-6,000 Psi SmoolhStar - 0.070' minimum skin thickness FiberClasalc - 0.110' minimum skin thickness Core design: Polyurethane room core, withl.4 Iba, density by BASF. The ppa el akin is constructed from a 0.0.70' thk, ee ng conpound (S1IC7. The interior cavity is rifled with 1.9 It., dens ty t34SF p. yxr hone foam. The panel face sheets ore glued to the rood ijiles and tales, ihq LK latch stile s reinforced'. with a wood ll k block mcoavrin Z375 x 14.0 long at the "a and deddbalt location. The hinge stae is FQnger JohMod Pine and the top and bottom. roil are of a woad - compaxle mpferiat to the double door, applkoticn the Iroct door is fitted wilh an extruded duivmm drtngol (Vnd Jomber tl) of 6063-rS alloy. The frame is constructed from finger joinled pine. The 77 Jame -1 er o the sidd Iambs with (3) 169a. '1/1 crown x 1 long staples at each side. The mullions are seared together in a sidelife opplica'icn Laing /8 x 2' long M Woad Screws (6) screvs per each mullion. The unit use an Inswing Soddk threshold measuring 5.754 x 1;548'. I10_q; The sdelile poneB are sandwich glared using f two piece rp i Tama ey are dry q a> ed on the exterior with an 1J8 thk cellular �ng tape (Sb -1 Tope) caulked with silicone. The life frames ore held efher ►i a J8 x 1 /1 long Piascrew. TABLE OF CONTENTS. SHEET DESCRIPTION I TYPICAL ELEVATIONS & GENERAL NOTES 2 VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS. & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHO INC LOCATIONS & GLAZING' AILS 7 UNIT COMPONENTS B I BILL OF MATERIALS & UNIT COMPONENTS 37.5" MAX. 105.5' MAX. OVERALL FRAME WIDTH OVERALL WIDTH 36.625' MAX, 36' MAX. PANEL WIDTH 15.5' MAX. PANEL WIDTH W/ASTRAGAL FRAME WIDTH 1 J, WIDTH TH u u 7.125' MAX. D.L.O. WIDTH W w 2 Z � � o f3 C o Soo O X NO'l Lif SING C INSWIN . INfT - OOV81 W/SI(j I IT S INSWI,N . LINlT 74.5' MAX. OVERALL FRAME WIDTH Al I u001`1 q 68.5' MAX. OVERALL WIDTH® 36.625' MAX. ARE.WEWED 36' MAX. 15.5' MAX. PANEL WIDTH - -{ FROM INTERIOR r PANEL WIDTH FRAME WIDTH w ASTRAGAL I I 13.75' MAX.. WIDTH ti 7.125' MAX, w 0.L.0. WIDTH w _ 0 6 xo o b 7 ! 03 DOUBLE INSWING UNIT SING F w/SID rrFc INS''WINC LINIT DESIGN PRESSURE RATING UNIT TYPE WHE E WA E N LTRA ON REUIRM-NTISNOT NEOD _ _ SINGLE + 67.0 PSF - 67.0 PSF DOUBLE + 55,0 PSF - 55.0 PSF WNU L k I + 55.0 PSF - 55.0 PSF 0 APprurrl n ampltua. wllk Ike oLu F= Lk Q 00 �T� 1 Q � c) LIQ 30wo ^:X.� wto 4 I' 0 W-VV suJuRiNo C"SWLT"; INC 5I iae4.xJll 11 OATS• 00/1001 sum N.TS. ass. erc: TJH CNK BY; RW : S-2151 2411T I OF a EXTERIOR 1,68' MIN. PANEL THK, 2 PANEL _SECI1Qd DOOR PANEL i N v wU x OW EXTERIOR 0 FOAM GA�5)<ET .t SIUCONE CAP BEAD 16 n < Cj ca ¢� 17 `l %, cr z�f\ g� L 2 U 0 293� 42 wx a 43 SEE NOTE 5 SHT. 4 1 SE NOTE Y7 1 SHT. 4 .5' MIN. a �� CLASS THK. jo 25 1d7ERlD.B z 8 N � t.68' MIN. PANEL THK y 0 2 SIOUJTE PANE i. 0 SEE NOTE n 5 SHT. 4 NiUtTwMi ohu 08 10 01 A�Iirvrd.a ae 1�4a ►4i t!.�` rw.w. wIa` Om. 1 1 2' o. I.' an, en TJH aat im RW NOA/ 611..j1 p.d. r,w.d C 1 D1 py Z;-W Noi 5-2151 s+aT - of -L 24 FXT R14B SEE NOTE 2 8 7 z W SHT. 4 27 . t\ . 6 l/) O m INACTIVE ACTNE FC Z OZ I • o WTI 4 . J J 30 e ASTRAGAL RETAINER J1 1 ^a BOLT 8.0• LG, TOP k BOTTOM (2) BOLTS INTERIOR�Z 2. AT TOP k (2) A7 BOTTOM x �� 18 SEE NOTE 6 3 C�riORIZONTAL CROSS SECTION SHT. 4 FOAM GASKET k u gui i J O ASTRAGAL 4J SILICONE CAP BEAD C, y � SEE NOTE ~ a 5 S 4 J4 io 7 6 J3 25 w. a c 1.15MIN. EXTERIO 10 EMe.R •Q.• 3 � EXTFRIQ .25' MAX, SHIM O 15 • MIN. 15 FOAM CASKET k - q O 'Q' 0 SINK SILICONE CAP BEAD ,- . •, EE NOTE 34 Ll Z 4J 5 SHT. 4 J10 J INTER OR - 25 6 cd 26 g ea 10 2� u 41 13 • '�° J7 a S.. NOTE 1 SHT. 4 0.. Q 'its —L a SEE NOTE ;. .9 2-CROSS 7 SHT. 4 0.: 0 —I SECTION O HINGE ,IAMB TO SIDELI7E Z Y J6 5t r=- � � coesu�rvrts; uw 6 v1 � O1J.064.50]1 • .29 �w d7 -- 41 SE NOTE I -u 08 TO O I 1B a J5 SHT. 4 iwrwW°p��i°�.hSdN _ w-"1/2• a 1' 1CQERIIIB Its 1La�¢ TJH HORIZONTAL CROSS SECTION NOu 112t 02 In RW J O SIDEL/iE TO BUCK 14'uoI DWI Pvdutt C, pNWt4 M0: p: S-2151 SW �L a � 1.15' MIN. 1.: 4' MIN. ,7-EMBED. EMBED. z 15.' MIN, 15' MIN. 13 O r C-SINK C-SINK A Q ^. ' EXTERIOR 6 Q .O co 8 z2 1 a 2Qn 7 7 mid Q �•: U J. 27 Jo 6 EXTERIOR ^ a rD ~ 3 as ` LLJ CIO z. 16 INTERIOR 4 SEE NOTE o 21 J1 1 J 6 26 9 7 SHT. 4. x_ tit W 2 �h 25* MAX. viol '. SHIM SPACE INTERIOR 18 " cL 4 HINGE JAMB 70 BUCK, SHIM SPACE t�� ~r_ �. 21 [ + 1 HORIZONTAL CROSS SECTION SEE NO E So _w 4 LATCH JAMB TO BUCK, FOAM GASKET k J5 QI�3 SILICONE CAP BEAD 4J 8 C3 a NOTES: ffiERIO 3 1. SPACING FOR ITEM NO. 41 (1.JTE FRAME SCREWS) IS AS 34 SEE NOTE FOLLOWS: VERTCAL FROM THE TOP DOWN ON SIDES: 5.5, 5 SHT. 4 27.5, 38.375. 49.375' & 60.375'. HORIZONTAL 15 31 4J 6 w THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' 7 1N FROM EACH CORNER, 6 2. SPACING FOR ITEM NO. 27 (X8 x i' AANHEAD SCREY/) z A.TTACHtNG THE ASTRAGAL TO THE INACTiME DOOR IS A5 s FOLLOWS: FROM THE TOP DOWN 1', 3', 5, 18.25, d' "`p °•',�' i; 2 40.5', 59.25', 74:25, 76,25' do 78.25'. 3. THE HEAL JAMB 15 ATTACHED TO THE SIOE .IAMBS WITH �. • Q '• ° '' "" ^-+ .. ; (3) 16GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. Y 'I '� ' •.a 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16GA. x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. _z 36 o 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM +^ N0. 43 (/8 x 2' PFH. W000 SCREW). THERE ARE (4) A7 u 41 �+ 29 1.J Z EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', m z 30 31'. 4-8-5- 66', THERE ARE (2) AT THE HEADER AT 4- IN SEE NOTE 1 C J 1 w FROM THE OUTSIDE CORNERS OF THE FRAME, THERE ARE SHT. 4 `O �gwlnMo (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. J1 4 co�{uuam, wc. 6. SPACING FOR REM NO. 43 (/8 x 2' SCREW) SECURING I �� HOR17ONTA �EOSS SECTION ElQB. 1@ e13:a64:3aai THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER 4 O STRIKE JAMB TO SIDEUTE ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP n 08 IQ 0.1 FROM THE BOTTOM WITH (4) MORE SPACED AT 13,7- O.C. Appn,rnle,tuupirlsyelq+►. x++L:1/2' I' 7. WHEN ATTACHING THE HINGETO THE JAMB AND THE BUCK 7JH USE REM N0. 12 (110 x 2' SCREW).' WHEN. ATTACHING "�na l ', �6 THE HINGE TO THE JAMB AND THE StOELITE A7 THE � no Ali —I o.ae PAW RW. MULLION USE ITEM NO_ 37 .(/10 x 1 3/4' SCREW). �� eDi y $-2151 s"m A of J' SEE NOTE J SHT. 4 14 TYP. 6' 6' 6' J' �. 3• 6' 6' -a . I 3• 3, 6' . 3. I I I 3 11 I I - I 1J F TYP. I I I rrp' SEE DETAIL TYP' SEE NOTE ,, 'F' SHT. 5 - 6 SHT. 4 1 J SEE DETAIL 'C' SHT. 5 SEE NOTE 6 SHT. 4 - - 1Y2. SEE DETAIL I J 'H' SHT. 5 TYP. b' TYP. I —i 6' 6' 6• 6' 6' 8• f—�1 1 o 4Q 2 p rt�j Q J• 0 8' 6• u SEE NOTE J SHT. d -1 ? Ld p O i SEE DETAIL '. SHT. 5 c u ,n � n 13 O - of ") n. TYP. r _ H TYP.. c =h - �a o.yo� SEFNOTE SEE DETAIL: 4 SHT. 4 n _ "� "E' SHT. 9 a Up.>�{{ 3 u� ° SEE DETAIL 'C' C. - r 3 _ 'C' TYP.- TYP. N 1 � CL ? w a g u 14 SHT. 5 O SEE NOTE . 4 SHT. 4 H tA DOURLF DOOR 14/SIOFIRFS SINGLE DOOR �^ DRILL THRU FOR i A /.J57' BOLT DEEP 13 ENOUCH FORA z' 12 'J BOLT THROW yy a 10 O E1 ].604.3831 0 0 10 .1 J CAM 08 10 01 APPrond n{ompl)isp M11Y 1Gr' N.T.S. 0 Y74.+a. W1.4 C e PWM ei TJH O�4e 10 DETAIL °F' Noz _ we an RW ATTACH ASTRAGAL THROW BOLT n�wd uatrrroewtC. LTuuwnc w: DETAIL 'E' STRIKES H WN.FRAME DEiAIt_ ____�' ASTRAT�N�� THRESHOLD uy 5-2151 4.5E3 • 1,063• F-- h n N o/7772) 11 _+ 2021 1- WOOD FRAME 526• 22 35 FINGER JOINTED PONDEROSA PINE 1,2J2' 33 e' PLASTIC (1P LITF FRAUF 1.92 2.141 fxj$UOFD BTS 1.7J4• �— —..-j r--- .99' 1,691 • I L - n INSW N . QOOR INSWfN . SIOEI IT F ) 5 FC TOP RA!t_ FXTRUQFD VINYL .DBO BOTTOM BOOT WOOD COMPOSITE WALL MAX. 0_l5' y'yAf'I MIN 0.09' EXTRUDED VINYL WALL O4 x 4 STFFI DOOR HINGE f - 1,077'-1 t---- I .SJ 1 • --1 42 SIDFI ELF TOP Ar BOTTOM RAI FINGER JOINTED PONDEROSA PINE 9, 10.77' -� .... I �--- 1.531 • �- ( 36 SID BANK SIDEST1 FINGER JOINTED PONDEROSA PINE. N� n T 15:.75" N FP, BOTTOM RAIL WOOD COMPOSITE rn SELF ADJUSTING tAnOLf THREcH01 D ALUMINUM/NM& X45` WALL A UV 19 Lr---t.5J1•� N. I t SS. BOTTOM RAIL h WOOD COMPOSITE h I 2.J75• O80 THK-WAIL VINYI TYP. � ' . COxiVLTN(7a. a1�.oa4.JeJ1 ~o QATC 08/10 01 A7Mw.J a.a Arts whs)Ce SCAZ .N.T,S . - j1.riL uWlryCaJt Oro. W, TJH a« 0002 ow. or RW 30 ri��l u.J. rnJw. 0 w Q ww W000 LO-K 8 0 K ° 5-2151 FINGER. JOINTED PONDEROSA PINE :kar L or -jL Herr DI 5 Material 1 U006TAR DOM SxJN .070 WNIkUII K. FIBERCIASSIC DOCK SKIN .I'10' 111N. THK FIBERGLASS By THD WI-TRII wfth tield. rVsn F min. -6,000 0 FIBERGLASS 2 FC. TCP RAC 1.531' x 94' THER44-TRU WC)00 COIIP RE WCOO COYP0.4TE FG UTCN STQf -TRU, W&IO C01/WJ.SfTE I.SJT A 1.209 wXo CCYFCSUE 4 fz HIA;£ 5'iCf -TRU P0hOG4O,.1 PWE I.5J1 x 1.209.jj WOOD 5 FG SOTTOV RAC I-u1 x 1.2 THERIId-TRU WCCO. COkPOSITE ACLO COMPOSITE 5 POLYURETHANE FOAM S , 1.9lbs. DENSITY FOAM 7 SHORT REACH COLPRESSION wEATHERSTRIP ERVA-TRU FOAM 8 LONG REACH XWPRFSSKW WEATHERSTRIP ERNA-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STEE IO 10 x 3 4 h PFH WOOD SCREW Hine to Home S tEL I 1 SS fE7TM W PA 1.0I i S+ RR1LFTRU i10Cb xwmm WCCO COMPO4TF 12 10 x 2 LC. PFH WOOD SCREW IJ 8 x 2 1 2' LC. PFH W000 SCREW -STEEL STEEL I4 J 16' TAPCON ANCHOR ELCO 2.0' MIN. LC. STEEL 15 SIDELITE BOTTOM B00T .09C EXTRUOED VINYL VINYL 16 2x INNER WOOD BUCK WCoo I7 MAX. 1 4 SHIM MATERIAL. WOOD 18 KWIKSET TITAN 700 SERIES PASSAGE LOCK 19 SIlf AOdIS11NC XW 4 SCOLE NWSHO I ALUM. W000 20 4. r ALA- U; WOOD 21 I-TXU. PMLRQSA N W 00 22 4. r 1. JAM UL -TRU, PON0&?OcA. Wopo 23 KIVIKSE7 TTAN 700 SERIES OE ADBOLT P4 ASTRAGAL WINDJA.VBER 11 WR68T .052 WALL ALUM. 606J-T6 25 GLAZING 1 2 INSULATED TEMPERED GLASS CLASS 2B 'Z 571f -K PW0?OSI FINE 1.1 r I t WOOD. 27 8 x 1 LG. PANHEAD SHEET METAL SCREW STEEL 28 INSMTNG DOGYi BO7T04 SWEEP VINYL 29 WOOD JO M000L= BLOCK 2-375' r 1.515 PONDEROSI RHO WOOD 31 SS LA TRU Wg00 CONPOS/IE l&3-1 I.111' *= CUPO.YTE 32 1 8 .THK, CELLULAR CIAZING TAPE ST1K-II TAPE 33 FR.W B ERUA- BTS 34 ,yA_ M 35 < x 1.25 RAW W18 IRWA'R WOOD 36 S(lff Sm STU -mv. 1511 r .65b PA`A7Em PW, WOOD 37 12 x 1 J 4 LC: PFN W000 SCREW STEEL 38 SS 10° f81 1571 1.91 DLFSU-TRLI`IDCn CDILF041E >ICOO: J9 NOT USED _ 4-0 SIUCONE CAULX SILICONE 41 8-70 x 1 1 2 PLASCREW FOR ITEM. 34 S7 EL 42 STIIAE RP ! BJIiW Rx! -ildl, ISJI 1 .66 PQaFR151 WO 4J 8 x 2 LG. PFH WOOD SCREW ST E Of 1_ J8 �n SS. TOP RAIL WOOD COMPOSITE 1.316' .592' .579' N . .. 7 175.' j— O "1 .179. O 1 COMPRESSION WEA HERSTRIa LONG REACH COMPR SCION WFATHERSinIP BY THERMA-TRU FOAM CELL CORE W/VINYL JACKET FOAM CELL CORE .W/VINYL JACKET J. I.SJ1' n aco O CIO Xza� Oho _ z63 CIO n SS. WOOD HINGF SIDE F ST1! FF w c ax �Tz O .44 �n U O Di w o �a kv a ASTRAGAL HASI�3 n (2) 8.0' oc i 41 N I N BOLTS O BOTTOM d — a w N L (2) 8.0. Z . ® I BOLTS O TOP 1 0 a DRILL TRU FOR .J57' DLA. ASTRAGAL ru DRILL TRU FOR A 18 RETAINER BOLTS - w PFH W000 SCREW 2PLC5 WINDJAMBER It WR68T 24 WINOJAMBFR. II WR687 STRIKE P ATE ASTRAG4 (A IMIN IM 09�' WA I TYP) a o z �6UILLiNC C1] 604 38St h W —.� am OB 10 .01 ° 1 N.T.S. ASTRAGALASTPAGAL RETAINiR''BOIT �'". APIMn4exiogNNaywWW F' MATERIAL: G/R ROD ZINC aexd� 1d1s1Cade wa' ar: TJH 31 1.5J 1de YELLOW CHROMATE' Da1i cm er; RW h— ' � x no.a� D:Ixwl U(de I'iodAd.: 1 dWWO w: ° I' Sr2151 SS. AT.SID STILE COMPOSITE t. 06790/02 11:40-sm P. .007 R RN lnb Consultants, Inc. Buidi B Cawafting =d Fwgineering Services For the Budding lildhlstr j F.C. Box no V*i 1, M 33594 Pltaine 813.659.9197 Facsimiae 813.659.4838 . Theta a-Tm Cor#s. lot M=Wd i34er, 4'N 46721 Pbmp 260,W,5811 Facsimile 2r 1.868.5.190 MR SOR N Off' ;1NA W 2i Fla Ch-=cj Sv-Aohl Star, Serks Fit-egl= Door (Glazed) with or without Sxk4ites iM=W NeWi2w ske Isp,taig'�, s 6't3 UUM lu-awls Conf1pratlaus: X, OXO, XO, OX. XX a OILTO C rum �i it The 1 ��� are trl .;ring $.3" x I.25" with an extruded ahz-niitnm the b]d: The door pjaeJ3 and 1i1a pawls era 1.68r d dr Y:fl cur, of tm M14C skins with a ihidcrless of 0.063" for rile Fitx>t' Cia&;Sc S„3i or The Sr1GLh Star Series with a skin thicicrleas of o WY—..Sbns are glued to wood axles and rails with a wribane. ourc. The gbzed sires Erx mused to rye IW., tezipemd or I.X iamlated wmpered lip lite inserts or iineg al f ush ��aIed btes r�'e�red � tad-i sue. - Lcolm 37 1 ���. 11WT-A 4 eke.#t __ TV— Aas�v ipel - - - zon Tcat't lsatian Bata Rqwt No. L`zrtit+ B"Wt4= l rdbm 53.10C hlay 30,1997 210-1940-1234 Bai y rates' # 1-.258 Aid Air 1'st' li?'C _RLr4dv&wLNY bme 27, 2001 ETC 01 741-11008.0 DOOM P.E. !Ya2'.l29 Nor.-Odwso May 30,1997 210-1940-1234 iUTTY fftkwr"#i6233 TASM2 FcxacdEmry ETC - Hama NY m 22 2001 EI^C-01741-11008.0 Doklaa F.E. *.!42M a w4a NCTL-014= 0 May 30,1997 210-19404234 P'ET.' l*rnaa�y, 01623A AS[b1E331 P ;brut I NY jweA 2001 ETC-01 741-11008.0 I 'Wr -Or1ro 1"30, L997 210-19404234 slag}' 1i16238 A ;rM E223 A Air laftafim ETC -11xr ,?STY .hmc = 2001 ETC• 01741-11008.0 Jfttph D ° , ?X .0422929 TA.4 201/2t13 �14 NA NJA N/A NA # � - 3idoifiza aro /xmai:WAV ft'RIDOO i Md f1wa 1-)7%(M fWalve vmgp rrt=sum vaiv gluuaom va�u. - --Tul yiso'-wa Tom IC v3luHemd to MOM windtK� 6*" -v+&FL . . D— Pg-awfe Conf gutation Yai mmum Size Design Presseue Ratings 1 Glw-Ad SingSingk X L To 3'0 x 6'8 + 47.00 - 47.00 GW_-A Sant y hh Sites X0t p, d3XO Up To 5'4 x 6'8 + 47.00 - 47.00 Alum AstraO Alum Agragal GW,d Double XX UP To 6'0 x 6'R + 40.00 - 40.00 + 47.00 - 47A GZ with Sic➢r3ites OXX0 To 8'4 x 6'R + 40.00 - 40.00 + 47.00 - 47.00 ? Itx �. and And06=, Sep revem this pW 1. RvabrAcd for L—se in Jocafiow adimfing to the Florida Building Code and whet pertsstrrt requirrnaeim as daernti ed tr A_ACI 7 Fri'stt mini Delip Lem& for " tber Stroamres do not exceed the dcmgn preset m ratia&a lire ire. ". rW Ivla =uy uts¢allations vnxm the �fl'tk is I= a 1-1/2 inches (FBC section 1707.4.4 iyiLw�2Qf S mid mb-aecicas 1707.4.4.1 and 1707.4.4.2) sauce &-ader Tam type concrete anchors must be sabef;tuted and dhe leagth. rtt= be t a mirdn= 1-114" argWtmca of the Topcon, iM the masonry wall is ohtaixw& Fie -flea pre e.-si-xW Engjm= - Seal Nor_ 43409 May 22, 2002 Ly*x?aa P. Schma l 19506 Fn =h Lace Drive Lutz, FL 33558 t f S.3A 6 3.0" SEE - rw OETAIt� z, a 'C' \ cd so When attaching Sidelite the above anchoring applies. t SEE SEE NOTE. DETAIL 'B1 Ito x 2w .a. _ L + 10 x 3/4' G #10 x 1" LG. '-� - PFTi ws PFH wS SEE NOTE #10 x a'/4' I.C. PFHJ5 Note: .C.. When attact.irg the airaa & deodbolt plates to tip et4ke Sft 1#C AN perimeter screws are buck use J10 x 2" Lg. FM WS. t3fTAiL £' When' attaching the sirtssa t '-7'.: JIB x 2-1/2' PF H WS. dead'rolt plates to the rsstra:gai — use 10 x 2 1/2" L$. PF14 %S. s. When attaching the rtr'ke jers±b d: a sidaiite jamb use 10 x 1 314' - 5 y Lg. PFH its. ,fa 5• i Cb (2)09 x 2 1/2" LG. PFt WS (2)18 X 2 1/2" LG. t T PF➢r WS g a n 111 iF H � +3 SkLQ i SE£ _ j 1Nt1M ASTRAGAL ALUMINUM ALUM . ai - DETAIL � ALLtlllNsf�!' A�F1A��r�i � � � = Yf t?ETA1L 'E` ATTACHASTRAGAL PLATE MROW LT 0 i', F tai a- s a m h DRILL THRU FOR DRILL TbdFCJ F. A .357" o BOLT CNF A .387 0 BOLT DEEP ! s -8 � A` ENOUGH FOR A 1ENOUCH FOR A 2' SOLT THROW T THROW _ t 6' ALtAtINt?il ASfRAC.AL CdvTii ALUt NL---W ASTF DETAIL 'F ASTRAGAL THROW BOLTS ,!F-25nF efE s;EiA.�L r AT THE THRESH 06J20I�2 11 r 40an P - 003 -- W. Building Consultants, Inc, C1OMWag =d 1Services for the Building Iosill y P.0. Em 2M Vainw, FL 33594 Phone 813.659.91917 Facaimiie 813.iuI.485x �)ejw-T= Corp. Ph= 20,968.5811 1:acsip* 260.868.500 f49oM Dedgasd4oa Fier Ozsaid5mrmth Sur, i° g!ws,Dwr ('g aqw) with or w tbwAtJl�'liles C IA 1►1 $ Sine: '4 x 'fl ilmM a sn-jiw M cmd*vritiom. X, OXO' XO, OX7 'Xx 'A Ql 4'9 '�" hi DawrVIm: The head arttij=nha 2m wced meumng 45 '..x 1.25" with an extruded aluminum t mw%old ilzc door pmnels mul :k1itg pads are 1.W L16A wW owsist of two SMC. sidaswith a thickness of 0.1 W' for tiac F1t>er Qusk S, or the. --11wb sftf &-rim with a am. ihickam of 0.070" S-bw al_,' glued to wood stiles and rails with a uretham. IU gimod aim itas we mwed w Its M37 tcnTxrad or 1/2" iltsuislod to pcacd lip lite inserts or iWegial flush gam: d lit% tags ur ld by 33'a r. T u. (1707.4.313x3.emor Dwr As-sxalxlim 1707.4-5 Mufflions Dcor A shblia) Tcfl '" TCAL46-iva - Dafe" R No. C - wev i l t7 2(101 01=741-10703.0 Wo*k l Rmcy, P. E. 33 158 AMA E330 PrAWMic ETC - Tr dmsiex, NY Moy 18, 2001 01-741-10701.0 Wendell 3iwfay; P. E.1'3413R t3m16txr W 2001 01-741-10593-0 Mark Pftpam P.E. 0537.36 M" 17, 2w 1 01-741-10703.0 We*&A Hw ey, P. c- 054113 TAS ^a02 ]rimed l try ET^ - Roder, NY Mn l;, 2001 01-741-10701.0 WdxU Flaiwj, P. E. 954158 Odober 19,7001 01 741-10393.0 )&rk P> P.£. #53-1M htsy 17.2w1 01 741-10703.0 _ Won" 31xtey,P. E.954152 ANI' tE31 i 7rai� FTC -Rni>2sr'Ny " is, 2001 01-741-10701.0 w0wia1111=.-y,P.I 3Ss 38 (Xmbcr 19 2001 01-741-105910 )%ur� PM . P. E.. R337SS My 17, 2W 1 01-741-10703.0 - WaeedcO aa&z ' P. E 134 i 1# A37'3!lE2;t'i Air huftv6m ETC -1 owhr-A , NY May IS, 4001 01 741-1W701.0 WMr1113aamy, P. M d3A€ST g (kld 192001 01-741-10593.0 Monk Pw=ra. R . $517-" 5. TA3 20IG03 �l A ?fl KA N/A NIA NA - :--.Wbm r =s. a wVzoew wo MM 1:,%fA Yaaswm LM&4pS'T•.Tat7Ev'►Y4tt m[1s<radiaal a3[�u. 'z ltriprme'anel +cst be oared to med r+indb%w dd iv aAcrin. �1 Y+t iir�n: Cfl� ell itl%kr nwm Size Design Pressure F1atillg,s :.a Sk Uo To 3'0 x 0'0 + 67.00 = 67,00 Si wiLh Sxkbtcs XO. OX, i3 To 5'4 x 8'0 + 47.00 -47.00 Alum Astragal Ccat2 ,i Ahw Agt l DomWa xx UP To 6'0 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 wft:a S1 !atrs GX?CQ 1 i o 8'4 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 1. EvOluawd 1O u in kc nam Bering io de rlcrida Baadiag Code and where premm requirements as &Wnuived vl ASCE 711WW-=m 3aiM Landa for Daddbtp send Ott "Sta.eiasea do not exceed the dwgn presswe ratings heed zb3n. 2. Fir MRWIMY i11sth-118fi as shem.the amuck is iea3 cd= 1-10.. inches (PBC s=6on 1707.4.4 AndiorAW VAhcds and ciior�s 17t 7,4.4.1 wW 1707.4.4.'_; sae diar xwr Tam type concrete ancllms must be substituted and tk 1 up% mwst W wS that a nainiumm 1-1/47 eng2gmmm of the Top= JAo the masonry wall is obtained _ le Flends Pmrem=W Eagi---z - SEA No. 43 M May 22, 2002 Lyndvtl F. Skhuidt 11`4 6 Fse=h Lace Drive Lutz. FL 33559 ... OS/90/02 01:42pm a. 003 • the - r ,9 FiberClassic Smooth Star. log -swing Fiberglass Door Jm= . To 84 x 8'0 s D• 6.0- 3.D" 3.O" 3.0' 3.0 ,3.0DETAIL l 1 t 1 I (1 I t 'hen otfcching Sidelite the above anchoring upplice. -- SEE NOTE 1 PF14 WI.C. -C. ._. SEE MAIL p410 a 3/4' LG. 10 x 1 • LG. }7' PFH WS to WS i' �f0 ,x 3/4" LG SEE NOTE P'6:! WS DUAL C' Note: When attaching the strike c`h deodbott Plates to the sEni G ea.. I OTE., ,411 oarimater. screws Ore buck use PO x 2" 14. P%'ri WS ' 1 18 x 2•-1/2" PFH WS. When attaching the str,-f�.e & SE` dsodbolt pfates to the mtrcagal use 184 x 2 1 /2' Lg. PFH W- S. w When mooching the strike jamb..ie ski"te use f10 x 1 314" I_ F.r_•-�. 1 I 1 t .� (2)18 X 2 1/2' LG. PFH 1Y5 (2)18 X 2 1/2" LC. j PF" V-S 7 ; o P.i 3 e Uw SE`' an gux ; DEi, L ALUMINUM ASTRArAL UA81liIA �S ri.>DMIL T�rtd 'D'x ATTACH ASTRAGAL THa?Q1Y Cal 8 ' ? : e STRWE PLATE TO FRAJ4t' r% DRILL THRU FOR DRILL TYRO FOR A 357"e BUT OFFP A .357" BOLT DEEP ENOUGH FOR A 1" ENOUQ4 MIR A 2" BOLT THROW F THROW3. ALUMINUM ASTRAGAL y ALA! S I"" f.d9Atf`ti11?,I A�";Pao,*+ �,. DETAIL T " SEE DETAIL •F AASTRTA A Ti RROW TS V FORM 60OA-2004 EnergyGauge04.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential'Whole Building Performance Method A Project Name: rn7l IMF j Builder: LENNAR Hom Address: !Sla • �t Permitting Office: City,state: Celery Ave Es eS Lot 6 Permit Number: - -3 g Owner. Sanford, FL Jurisdiction Number: 0� 1 Sock Climate Zone: t:entral 1. New construction or existing New 12. Cooling systems j 2. Single family or multi -family Single family a. Central Unit f Cap": 41.5 kBtu/hr 3. Number of units, if multi -family 1 N SEER: 14.00 y 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2366 ft2 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) 7a(Sngle Default)310.1 ft2 _✓_ a. Electric Heat Pump Cap: 41.5 kBtu/hr b. SHGC: HSPF: 8.30 (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 _ b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft _ c. N/A b. N/A _ 9. c. N/A Wall types 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft2 EF: 0.90 ✓__ b. Frame, Wood, Exterior R=11.0, 1026.8 W b. N/A c. Frame, Wood, Adjacent R=11.0, 133.0 W _ d N/A c. Conservation credits e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1320,0 ft2 15. HVAC credits PT, b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A _ HF-Whole house fan, 11.. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 R MZ-C-Multizone cooling, b. N/A e , MZ-H-Multizone heating) t Glass/.Floor Area: 0.13 Total as -built points: 26706 PASS Total base points: 33907 I hereby certify that the plans and specifications covered. by this calculation are in complia ' ith the Florida Energy Code. PREPARED - DATE:' I hereby certify,that 1 is building,.,'as d ed in compliance with the Florida En e. a OWNER/AGENT: > DATE: ;06%01%06 1 Predominant glass type. ror acivai glass Type ana areas, see su EnergyGaugeO Review of the plans and ST �lA specifications covered by this OI,t� _ _ O calculation indicates compliance with the Florida Energy Code. Before construction is completed 4 a this building will be inspected for compliance with Section 553.908 � Florida Statutes. cob W6 BUILDING OFFICIAL: DATE: & Winter Glass output on pages 2&4. rsion: FLRCSB v4.0) PLAN REVIEW •I x TWO plans have beer, reviewed for conformance to the Florida Building Code (Building, Mechal%41, Plumbing and Fuel ate of Florida. s) and Me National Electrical Code, as,,adopted by the Review of these plans ig' Pursuant to Section 104.3 of theFlorida BrjIdln^ r^rle and do not include any items outside of the stated code' ' sha' If reliev9'�t>F` oermit holder from compliance with vrovisions of ' any ether state or local law regulating cr,+stnction or tt�a perfo;,aeire=e`o'40nstruction. r date: Standard f f Standard Plans Exarr�i(gr ! imn:e xlo (Building, Mechanical. _° ui ai. =t:•. :) J a- ` , FORM 60OA-2004 EnergyGaugeO 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 Mgt Area X SPM X SOF = Points .18 2366.0 25.78. 10979.2 Single, Clear NW 10.0 6.0 46.6 40.72 0.57 1090.7 Single, Clear NE 1.0 15.0 23.3 47.10 1.00 1094.3 Single, Clear SE 1.0 13.0 9.8 61.07 1.00 598.2 Single, Clear SE 1.0 16.8 40.8 61.07 1.00 2490.8 Single, Clear SE 1.0 15.0 16.2 61.07 1.00 989.0 Single, Clear SW 1.0 15.0 16.2 56.99 1.00 921.8 Single, Clear NW 1.0 4.0 10.0 40.72 0.92 376.1 Single, Clear NE 1.0 6.0 16.2 47.10 0.97 740.9 Single, Clear SE 1.0 6.0 32.4 61.07 0.96 1906.4 Single, Clear SE 1.0 6.0 16.2 61.07 0.96 953.2 Single, Clear SW 1.0 6.0 23.3 56.99 0.96 1278.2 Single, Clear SE 1.0 6.0 23.3 61.07 0.96 1371.0 Single, Clear SW 1.0 6.0 16.2 56.99 0.96 888.7 Single, Clear NW 1.0 4.0 9.8 40.72 0.92 368.6 Single, Clear NW 1.0 4.0 9.8 40.72 0.92 368.6 As -Built Total: 310.1 15436.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 133.0 0.70 93.1 Concrete, Int Insul, Exterior 4.1 826.7 1.18 975.5 Exterior 1853.5 1.90 3521.6 Frame, Wood, Exterior 11.0 1026.8 1.90 1950.9 Frame, Wood, Adjacent 11.0 133.0 0.70 93.1 Base Total: 1986.5 3614.7 As -Built Total: 1986.5 3019.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 19.0 1.60 30.4 Exterior Insulated 20.4 4.80 97.9 Exterior 20.4 4.80 97.9 Adjacent Wood 19.0 2.40 45.6 Base Total: 39.4 128.3 As -Built Total: 39.4 143.5 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1320.0 2.13 2811.6 Under Attic 30.0 1320.0 2.13 X 1.00 2811.6 Base Total: 1320.0 2811.6 As -Built Total: 1320.0 2811.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 144.0(p) -31.8 -4579.2 Slab -On -Grade Edge Insulation 0.0 144.0(p -31.90 -4593.6 Raised 0.0 #.0.00 0.0 Base Total: -4579.2 As -Built Total: 144.0 -4593.6 EnergyGaugeO DCA Form 60OA-2004 EnergyGauge@/FIaRES'2004 FLRCSB v4.0 ''�,"rORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A.- Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2366:0 14.31 33857.5 2366.0 14.31 33857.5 Summer Base Points: 46812.1 Summer As -Built Points: 50674.9 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 41500 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),lnt(AH),R6.0(INS) 50675 1.00 (1.09 x 1.150 x 0.85) 0.244 0.950 12532.5 46812.1 0.4266 19970.1 50674.9 1.00 1.0.69 0.244 0.950 12532.5 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 :FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2366.0 5.86 2495.7 Single, Clear NW 10.0 6.0 46.6 14.97 0.99 690.9 Single, Clear NE 1.0 15.0 23.3 14.70 1.00 342.6 Single, Clear SE 1.0 13.0 9.8 10.59 1.01 104.4 Single, Clear SE 1.0 16.8 40.8 10.59 1.00 434.1 Single, Clear SE 1.0 15.0 16.2 10.59 1.01 172.5 Single, Clear SW 1.0 15.0 16.2 11.59 1.00 188.0 Single, Clear NW 1.0 4.0 10.0 14.97 1.00 149.4 Single, Clear NE 1.0 6.0 16.2 14.70 1.00 238.3 Single, Clear SE 1.0 6.0 32.4 10.59 1.02 350.6 Single, Clear SE 1.0 6.0 16.2 10.59 1.02 175.3 Single, Clear SW 1.0 6.0 23.3 11.59 1.01 273.0 Single, Clear SE 1.0 6.0 23.3 10.59 1.02 252.1 Single, Clear SW 1.0 6.0 16.2 11.59 1.01 189.8 Single, Clear MN 1.0 4.0 9.8 14.97 1.00 146.4 Single, Clear NW 1.0 4.0 9.8 14.97 1.00 146.4 As -Built Total: 310.1 3853.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 133.0 1.80 239.4 Concrete, Int Insul, Exterior 4.1 826.7 3.31 2732.2 Exterior 1853.5 2.00 3707.0 Frame, Wood, Exterior 11.0 1026.8 2.00 2053.6 Frame, Wood, Adjacent 11.0 133.0 1.80 239.4 Base Total: 1986.5 3946.4 As -Built Total: 1986.5 5025.2 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 19.0 4.00 76.0 Exterior Insulated 20.4 5.10 104.0 Exterior 20.4 5.10 104.0 'Adjacent Wood 19.0 5.90 112.1 Base Total: 39.4 180.0 As -Built Total: 39.4 216.1 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1320.0 0.64 844.8 Under Attic 30.0 1320.0 0.64 X 1.00 844.8 Base Total: 1320.0 844.8 As -Built Total: 1320.0 844.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 144.0(p) -1.9 -273.6 Slab -On -Grade Edge Insulation 0.0 144.0(p 2.50 360.0 Raised 0.0 0.00 0.0 Base Total: -273.6 As -Built Total: 144.0 360.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge@/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , , , PERMIT#: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area .X WPM = Points 2366.0 -0.28 -662.5 2366.0 -0.28 =662.5 Winter Base Points: 6530.8 Winter As -Built Points: 9637.4 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 41500 btuh ,EFF(8.3) Ducts: Unc(S),Unc(R),Int(AH),R6.0 9637.4 1.000 (1.078 x 1.160 x 0.87) 0A11 0.950 4114.6 6530.8 0.6274 4097.4 9637.4 1.00 1.093 0.411 0.950 4114.6 EnergyGaugelm DCA Form 60OA-2004 EnergyGauge(D/FiaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I 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 2514.67 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 + Heating + Hot Water = Total Points Points Points Points 19970 4097 9840 33907 12532 4115 10059 26706 PASS yiO4Z13B ST ad EnergyGaugeT" DCA Form 60OA-2004 EnergyGaugeC9)/FlaRES'2004 FLRCSB v4.0 ~FORM 60OA-2004 EnergyGaLlge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHFECK. Exterior Windows & Doors 606.1:ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa 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 >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1 ABC.1.2.4 Type IC rated with no penetrations, sealed;.or Type IC ornon-IC rated, installed inside a sealed box with V2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.312. Switch or clearly marked ci 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). Noncommercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610.. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge Im DCA Form 60OA-2004 EnergyGauge&/FlaRES'2004 FLRCSB v4.0 PLA14 REVIEW These plarx have beet►'Waved for conformane t the Gas) Fend lida t3ulld'ur3 Coda (9'"$• bRec uynieal, F€umCin4 and Fuel National �• es adopted � the Slat W • � �' Review o1 these plans i¢ pursuant to Section 104.3 of theFloride Building Code and 40 not Include any items outside of Ithe stated, codes not shall it relieve the permit hotdar tram comp e with Provisions of these or any other state or local taw rogulating construction or the ParlOrmanco 01 constrUaoa. !� Data: —I 'D Standard Plans Emaminer License No. (building. Mechanical, Eleelrical, Plumbing) i —N � 4 -:Rlmz- lx64ax1ool.[d 115 12 1.cd b' I lO.6 l.[d I I 115 3' bath duct to roof cap w/fan Nutone 696RNB Y 6 11 11 1. A 10x6 1.[d 100 __ __ll s' 42X42 A/C WFlCy nr -' 1 S BY BLDR MIN m1.[d es5 OPEH µ To 2' FROM WAL y. ABOVE I nr •••. -- UP n/c PAO 11x885 I.cd LHt+Ys E?1 GARAGE ------------------ ------------ ------ Llr,¢ OF [?DOR 1 (2) 3HH COL. r — � 3.5 TON V/IDXW 1240V IPH was �-- 18.13 phm Oseals ,1/e'•1'0' I I I i �' I platfarn by j bldr 1 4 W010 uk+aa. I w• sa a+u �� ; I I COL. TYP. _ FIRST FLOOR PLAN A > 9EE SHEET M101 FOR PLUMBING RISER DIAGRAM. a.. nlnlnun clearance of 4 IncheS around the olr handler Der the State Enerov code. All duct Insulatlon value. r Ws =• o.s\ t oa �- � C) v cl - Ke rn m B 0 W 0 IY w V_ Q2: C3 Z O m U-1 > Z 0 111 =1 Q 1- m F- Q 5 J O S Q L CO O_ J rn 0 in 93 PLAN REVIEW These plans have been reviewed tot con!ormance to the Florida Building Code (Building, Mechanical, Plumbing and Fuel Gas) and the National Electrical Code, as adopted by the Stale of Florida. Our Plan Review of these plans is pursuant to Section 104.3 01 theMrida Building Code and do not include any items outside of the stated Codes nor shall it relieve the permit holder Rom comptimce with provisions of these or any other state or local law ra9ulatin9 construction or the performance of constrt cHnn. Date: LStandard Plans Examiner license No.(BuildingMechanical, Electrical,Plumbin rus W�a►r+. 10x6 1wcd 135 14.14 16' 1 rme 112x6 lwcd 7' 145 9' rY� Kerr I 5' IOx, l�r�cd 00 �40 1v 105 3' bath duct "I to roof cap 4' dryer duct w/fan td red,• `.p Nutone 696RNB SECOND FLOOR PLAN 4, 1 C Must have a rdnhun clearance of 4 Inches around the air handler per the State Energy code. All duct has on r=6 hsulatlon value. Y I �ss S i- N m z 0 N w Lj a 0 N W O J IY W 't Q 2: o Z Z N Y _I U I` acing z o i N m w > z J Q H coo H Q i J O= Q a mIL-1000 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATI'NG,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 19024 ft, x 0.0167 = 222 cfm 2 Winter infiltration bad 1.1 x222 cfm x 32 °F WnterTD = 7813 Bhrh a Writer infiltration HTM 7813 Btuh / 350 ft2 Total window = 22.4 Btuh/fl' and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 19024 ft' x 0.0167 = 127 cfm 2 Summer in(lttra6on bad 1.1 x 127 cfm x 18 °F SurnmerTD = 2511. Btuh 3. Summer infiltration HTM 2511 Buh / 350 ft2 Total window = 7.2 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/Ib moist.diff. x 127 cfm = 3740 Btuh Procedure D - Equipment Sizing Loads 1. Sensible stung load Sensible ventilation bad 1.1 x 75 cfm vent x 18 °F SZmTerTD = 1485 Btuh Sensible load for structure (Line 19) + 28202 Btuh Sum of ventilation and structure loads = 29687 Btuh Rating and temperature swing multiplier x Equipment load = 0.98 29093 Btuh sizing - sensible 2 Latent sizing load Latent ventilation load 0.68 x 75 cfm vent x 43 gr/Ib moist.diff. = 2212 Btuh Internal bads = 230 Btuh x 6 people + 1380 Btuh Infiltration load from Procedure C + 3740 Btuh Equipment sizing bad - latent = 7332 Btuh *Construction Quality is: a No. of Fireplaces is: 0 Sold(italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. c wrightsoff Right -Suite Residential5.5.17 RSR26017 2004-Jul-27 15:21:30 '00E:1FilesiLennar0rlando2002\COZUMELtCOZUMEL.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831,2665 • ^ • • For. 1_134\16R H2NES 11767713 Design Information }= Weather. Winter Design Conditions Outside db 38 °F Inside db 70 °F Design TD 32 °F Heating Summary Building heat loss 35476 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 35476 Btuh Infiltration Method Simplified Construction quality Fireplaces Average 0 Area ftz Volume (ft3) Heating 19024 Cool. 19024 Air change_s/hour Equiv AVF (cfm) 0.70 222 0.40 127 Heating Equipment Summary Maly BRYANT Trade Model Efficiency 63 HSPF Heating input @ 47°F TemperatureFngo rise 0 o�h Actuairflow 1400 cfm Air flow factor 0.039 cfrnlBtuh Static pressure 0.40 in H2O Space thermostat Job: COZUMEL 7.27.04 Summer Design Conditions Outside db 93 °F Inside db 75 °F DesignTD 18 °F Daly range M Relative humidity 50 % Moisture difference 43 gr/Ib Sensible Cooling Equipment Load Sizing Structure 28202 Btuh Ventilation 1485 Btuh Designswing 3.0 °F mfg. tl�rature UseRatelswing multiplier 0.98 Total sens. equip. load 29093 Btuh Latent Cooling Equipment Load Sizing Internal gains 1380 Btuh Ventilation 2212 Btuh Infiltration 3740 Btuh Total latent equip. bad 7332 Btuh Total eeqquipment bad 36425 Btuh Req. tofal capacity at 0:80 SHR- •- -. _ .._.,.w_.3.0 .ton Cool ing'Equipment Summary 'K/Ialt BRYANT ` Trade Cond Co' . Efficiency ' Sensible cooling Latent cooling Total cooling 'Actual air flow Air flow factor State pressure Load sensible heat ratio' :14 EER 8300 h 41500, Btuh t 1400 , cfm i 0.050. cfim(Btuh 0.40 in F420' 80 % . Bold/italic values have been manually overridden n Printout certified by ACCA to meet all, requirements of Manual J 7th Ed: . wrightsoft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 E:1Files\Lennar0rlando2002\COZUMEUCOZUMEL.rsr Page 1 ThPs Y;ars nave been reviewed for conformance to the Florid f;ode tBuiliding, Mechanical, Plumbing and Fuel Gas) and to Nate>r;; Rectricai code, as adopted by the State of Florida. Our Plan Re•:iotiv of these plans is pursuant to Section t04.3 of theFlorir Building Code gnu do not include any items outside of the statt co4es nor steal; it relieve the permit holder from compliance wi provisions of these of any other state or total taw regutatir construction or the performance ftruction. �Vn� Data: Standard plans Examiner licerze Ho. -- (building, Mechanical, Electrical, Piumbing) 1; RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I 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 LIVING a n rw a c n 0 d 1 1 90 1.0 10.0 1.0 5.0 39.4 46.6 0.0 DINING a n ne a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 39.4 23.3 0.0 KITCHEN a n se a c n 0 d 1 1 90 1.0 1.0 10.0 3.0 47.4 9.8 0.0 BRKFST b n se . a c n 0 d 1 1 90 1.0 1.0 10.0 6.8 47.4 40.8 0.0 FAMILY a n se a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.2 0.0 a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.2 0.0 :17 a BEDS a n rw b c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 10.0 0.0 a n ne . b C n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 16.2 0.0 MBATH a n se b c n 0 d 1 a n se b c n 0 d 1 a n sw b c n 0 d 1 i MWIC MBED 1 90 1.0 1.0 1.0 5.0 47.4 324 4.1 BED4 1 90 1.0 1.0 1.0 5.0 47.4 16.2 2.0 1 90 1.0 1.0 to 5.0 47.4 23.3 2.9 „ wrightsoft Right -Suite Residential 5.5.17 RSR26017 ACD, E:\Files\Lennar0riando2002\COZUMEL\COZUMEL.rsr 2004-Jul-27 15:21:30 Page 1 /I LOFT a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 23.3 2.9 BED2 a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.2 2.0 a n nw b c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 9.8 0.0 LAUNDRY a n nw b c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39:4 9.8 0.0 BATH wrIgFrtsoft Right -Suite Residential5.5.17 RSR26017 2004-Jul-2715:21:30 AC(>, E:\FileslLennar0rlando2002\COZUMEL\COZUMEL.rsr Page 2 RIGHWORKSHEET Entire House DEL AIR HEATING,AIR CONDMONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MtQ Namdrwn ErtieHose Uvm DINING 1QrCFEV jM""LWI-J. 1`& d osF:dwal 2920 ft 49.0 ft 120 ft 25.0 ft Roandrrsxs120 x 19.0 ft 19.0 x 120 ft 140 x 11.0 ft Ceitngs GaA CF6on &0 ft I heat0ool d 8.0 ft fe#knd 8.0 ft heatbool 8.0 fti haatbod 7YFE CF I Csr HTm Area Load ph) Arm Lead (F3o Area Lmd Arm Load" E>FC9_FE Na Htg I Clg (ftj Htg Clg (ftl Htg Cig (ft) H<9 Clg OF) Ht9 I ag 5 Gross a 143 46 21 10)0 '"" "" 243 96 - '"^ 2X Bpeai b 12C 29 1.9 1184 "" 0 0 - - walsard c 13C a2 1.2 U 1he" - 152 0 - '"""` partb- d 0.0 0.0 0 -6 - 0 " * 0 e 0.0 00 0 '..' '. ' 0 ' " 0 '..' d.. ".. f 0.0 ().01 0 "" ..* 0 "" 0 6 VWdDAsa-d a 1C 37.0 259 99u3 "" 47 1722 - 23 861 "" Ic 362 - class doors to 8C 37.0 41 150B - 0 A - 0 0 0 - F-i�rg c 9C 35.7 0 0- 0 0 C 0 d 3C 232 0"" 0 0- 0 0 ""C 0- e 0.0 *" 0 00 0 """' 0 0 "' 0 f 0.0 0 0 "" 0 0 "" 0 0 C 0 7 VftloAsad North 20.4 14 "'" 235 0 0 0 - 0 C - 0 glass Boas NEM 39.4 116 4559 47 1836 23 - 918 C - 0 Cooling EAN 0.0 0 "" 0 0 """' 0 0- 0 0 SFJSW 47.4 180 "" 85Q () "" 0 0 "" 0 1 "' 455 So th 0.0 0 0 0 "" 0 0 ""' 0 - 0 Horz 0.0 0 '"" 0 0 "" 0 0 '"" 0 `" 0 8 Ctudmrs a 11A 18.9 127 20 385 231) 20 395 2E1) 0 0 0 0 0 to 10D I 147 9.9 19 290 189 19 189 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 9 NA a 143 46 21 827 39m 17C2 173 7w 356 73 335 150 191 876 322 ep sed b 12C 29 1.9 1027 2957 1996 0 0 0 0 0 0 0 0 wahard c 13C a2 1.2 'm 419 155 133 419 158 0 0 0 C 0 0 partitions d 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 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 163 1.1 1.4 13'e0 1394 1830 0 0 0 0 0 0 0 0 b 1� 28 a5 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 d 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 11 Floors a 22A 25.9 0.0 144 0 49 1270 0 12 311 0 643 0 (Note: room b 193, 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 painter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 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 12 Infiltration a M4 7.2 3A 7813 2511 86 1923 618 23 521 167 1 219 13 SLttctalbss=6+8_+11+12 301 - 6797 - `"' 211B "" - 2106 - Less edarnal hag 0 - "'* 0 - """ 0 *'"' - 0 - Less tamfer 0 - 0 - "• 0 •"• - 0 - Healing reclistrib bon •""• 0 - '• 0 - • e 0 •"• - 0 - 14 Dud loss 10°/ 32Z - 10'/ 6c0 `°" 10-A 203 "°' I(P 211 - 15 Total loss=13+14 35476 - *" 7477 *"" 2231 ""'* - 2316 - 16 Int gains: Fbople, @ 30D 6 - 1aD 0 - 0 1 - 330 C- 0 Apl. @ 1ZD 2 - 1aD 0 - 0 0 - 0 1 - 1200 17 &bbtRSHgYm7+8.+12+16 - MT 3415 - "" 1535 - - 2127 Less e(let l codig 'ef "" 0 """ 0 - ' " 0 - - 0 Lesstranfer 0 "" - 0 - - 0 - - 0 Cooling mclistrilodion 'd` "° 0 "" - 0 - - 0 - - 0 18 Duct gain 10'/ "" 2554 10°/ - 342 10° - 154 10' - 213 19 Total RSH gairF(17+18) P F 1.00 "" 282t2 1.00 'e 3757 1.m - 1683 1.� 2339 Air required (dm) °"` 14a) 14M ""` 295 186 - 88 84 -1 91 11 Printout certified by ACCA to meet ag requirements of Manual J 7th Ed. wr�ghtsOft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 E:\FileslLennar0riando2002\COZUMELICOZUMEL.rsr Page 1 \I RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831 2666 Job: COZUMEL 7.27.04 ivirvv.wt-:i ru�oi faneafroorn 9�Sf FAMILY RACR t$6 J4C,ek% Ler�hcfolxeedwa[ 10.0 ft 4B.0 ft 0.0 ft 27.0 ft Roomdrrer>Sxs 10.0 x 10.0 ft 16.0 x. 20.0 ft 7.0 x 40.ft 140 x so ft CuA Optbn 8.0 ft heatbool ao ft he'dhnd 8.0 ft I haaEtml 8.0 ftj held TYPEOF I CST HTM Aim Load(137t1) Area Load(f37h) Pied Load(Bti/>) N. Loadp." E)aCSRE ND. I CI9 (ft') Htg Clg M Htg I Clg M Htg CI9 (ft) Htg I Clg 5 Gross a 143 46 21 8D - 1tlt3BI - - 0 - - E4-ad b 12C 29 1.9 0 `"" - 0 - - 0 - - 21 - - vaF,ard c 13C a2 12 0 - - 0 - '°°"' 0 - - C - - Partitions d 0.0 0.0 0 - - 0 - - 0 e 0.0 0.0 0 "..` "� 0 "" '.' 0 ti.. f QO 0.0 0 ..0 "" 0 '.." 'm' 0 6 VWdoAsad a 1C 37.0 0 0 "°32 115s "" 0 0 ""2E 9m - class doors b 8C 37.0 41 150B 0 0 0 *"' 0- tFieeeatrrgg c 9C 38.7 0 0 0 0 0 0 0 - d 3r 232 0 0 0 0 ""' 0 0 0- e 0.0 '" 0 0"" 0 0 0 0 C 0- If 0.0 "' 0 0 ""' 0 0 "" 0 0 0- 7 Vvtxbvsard North 20.4 0 0 0 "" 0 0 ""' 0 0 yass doors NEM 39.4 0 0 0 "" 0 0 "" 0 1032 Cbofrg ENV 0.0 0 "" 0 0 "" 0 0 "" 0 -0 SESW 47.4 41 1934 32 "" 1535 0 "" 0 0 Sodh 0.0 0 0 0 "'" 0 0 "" 0 - 0 Horz 0.0 0 "* 0 0 *"` 0 0 "" 0 - 0 8 Cher doors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 b 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 C 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 9 Net a 143 46 21 39 181 81 352 162) 724 0 0 0 0 0 ep sed b 12C 29 1.9 0 0 0 0 0 0 0 0 0 19C 547 399 ward c 13C 32 1.2 0 0 0 0 0 0 0 0 0 C 0 0 partitions d 0.0 ao 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 f QO 0.0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 1Fv 1.1 1.4 0 0 0 0 0 0 0 0 0 1 192 252 b 16C 28 a5 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 d 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 f 66 6.6 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 10 259 0 48 1244 0 0 0 0 0 0 (Note. room b 193 1.1 0.0 0 0 0 0 0 0 0 0 0 D 0 P-TEler c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 isdrspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 forslab a (10 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 C 0 0 12 Inftration a 224 7.2 41 912 293 32 1 724 Zia 0 0 0 1 a 595 188 13 SL&N bss6r8_+11+12 "" 28E0 "" "" 4785 - '°°'" 0 `"°' - 2233 - Less ederra 11 '"•• •"• •••• 0 - - 0 - `""` 0 - Lesstander "" 0 '"' '"" 0 " " - 0 - - 0 Heating redislritutiort "" 0 "" "" 0 "" `"' 0 - - 0 14 Dud loss 10°/ "m "'* 10'/ 479 100 0 "" 10' 223 15 ToU loss=13r14 "" 3146 d" 52M '"" "" 0 "" - 25@ 16 kit gaits: Flo* @ 300 0 - 0 4 - 1200 0 """ 0 C- 0 Apa @ 129D 0- 0 0- 0 0 "" 0 C- 0 17 SJ)URSHg*F7+8+12r-16 '"' "" 23D8 "" - 3993 "" ""' 0 - - 1842 Les edaral 000Gg 0 "" - 0 "" "" 0 - `°"' 0 Lesstarisfer 0 "• - 0 •••• 0 •"` - 0 Cootirg redslnbttion "" "' 0 "" - 0 "" 0 "" - 0 18 Duct gain 10'/ - 231 101/ - 369 10o ""' 0 10' - 184 19 TatEdRSH92jrF(17+18)FLF 1.00 - 299 '_0')- 412 1.01) "" 0 1.00 '" 20 Air respired (drro - 12 133 - 2C8 202 d" 0 0 `"" 10J 101 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrtghtsolFlt Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 E:\Files\LennarOrlando2002\COZUMEL\COZUMEL.rsr Page 2 RIGHT WORKSHEET Enure Ouse DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE'MARY, FL 32746-6206 Phone: (407) 831-2665 Job: COZUMEL 7.27.04 V.JWL_J. I CYl 1Rdorn Nairema dn MEATH MJNC MED (3N 1NIW 2 lehdwal daps 8.0 ft 2a0 ft 17.0 ft 28.0 ft 3 rs 120 x 8.0 ft 6.0 x 140 ft 120 x 17.0 ft 16.0 x 120 ft 4 Ceilrus Cali Option 8:0 ft heaVocd 8.0 ft he tbod 8.0 ft heaVocd 8.0 ft Feadxd TYFECF I CST HTM Arm L d{l3hh) Arm Lad w) Area Load W) Area Load W) D NO I ag (ft� "g ag (ft� Hlg I Clg (ft� Hrg I CI9 (F Hfg Clg 5 Cross a 14B 46 21 0 - - 0 - - 0 "" Eked b 12C 29 1.9 64 - - 160 - - - -a "'* 22 wakard c 13C 32 12 0 - - 0 - - 0 p utbons d 0.0 0.0 0 . '"" 0 "" 0 e 0.0 0.0 0 - 0 - 0 f acl 00 0 - 0 '" - 0 6 VN dins aid a 1C 37.0 - 0 0 "" 0 0 - 32 119B "" 4 1437 - lass dDors b 8C 37.0 - 0 0 0 0- 0 0 1 0- c 9c 38.7 " 0 0 "" 0 0- 0 0" 0 - d 3C 2a2 '" 0 0"" 0 0 "" 0 0 c 0 - e 00 0 0 to 0 0 '"" 0 0 c 0- f QO 0 0 0 0"" 0 0 c 0- 7 V*rbAs ad North 234 0 - 0 0 - 0 4 - 83 '" 102 gass doss NEM 39.4 0- 0 0- 0 0 `"" 0 0 rg EAN QO 0- 0 0- 0 0- 0 0 SEbW 47.4 0 "' 0 0 "'" 0 28 1342 1636 So-1h 0.0 0 "'"' 0 0 ""' 0 0 "" 0 "' 0 Horz 0.0 0 '" 0 0 "" 0 0 `tl` 0 0 8 Ctherdms a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 b 10D 147 I 9.9 0 0 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 9 NA a 143 46 21 0 0 0 0 0 0 0 0 0 c 0 0 egad b 12C 29 1.9 64 184 124 160 4i1 311 104 29B 2A 18E 531 35 wallsarcl c 1K 3.2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 p utroors d 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 10 Wings a 16S 1.1 1.4 96 101 133 84 89 116 215 �i 1 203 266 b 16c 28 3:5 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 d 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 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 (able: mom b 193 1.1 0.0 0 0 0 0 0 0 0 0 0 0 pa1MEbF c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 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 12 IrfibBbon a 224 72 0 0 0 0 0 32 724 Zia 863 284 13 Stttdal h�(i+8_+11+12 - 2BG "" ""' - - 2p5 - - 3077 Less etmalh�g - 0 • , "'• - - 0 - - 0 •••• Lesstran�er `°" 0 *"' "" 0 - - 0 - - 0 l �g red&tion - .u. - �.. 0 - - 0 .... 14 Dud Ions 10°/ 29 - INC 55 - 10' 244 "" 10' 303 15 Total loss =13+14 - 31 * ' - - M79 "" �* 3385 16 kt gains: Fbc * @ 30D 0 0 0 0 1 -330 c - 0 Appl. @ 12 D 0 "" 0 0 "' 0 0- 0 c- 0 17 SLWRSHg3iF7+8+12+16 `° "" 257 '(0 - - 2442 - - M46 Less exarral cwrrg "" 0 - '"" 0 - - 0 - - 0 Lesstrarehr .." "a' 0 .,.,. m' 0 - ...,, 0 - - 0 codirg redst btbon 0 - 0 - - 0 - - 0 18 Duct gain IN, "" 23 10'/ "" 43 10" - 244 10° "'259 19 TcWRSHgairF(17+18)-PLF 1.OJ """` ' 1.00 470 1.00 2687 1.OD '"" ?311 Air required (drr) "' 12 14 "" 2 23 '"" 106 133 ""' 134 145 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrr g htsolFC Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 E\Files\LennarOrlando2002\COZUMEL\COZUMEL.rsr Page 3 RIGHTd ORKSHEET 0 EntJre ouse lk. DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109_COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665. ruitu Naredmcm LCFT EID2 LANDRY BATH jrvuvvxu-� Lero ap_sed�lal 10.0 ft 27.0 ft 60 ft 5.0 ftRmdmersas27.0 x 10.0 ft 140 x 13.0 ft 10.0 x 6.0 ft 10.0 x 5.0 ft Celrgs Caxt Option 8.0 It I hmkad ao ft heaVcod 8.0 fti hmVmol ao ft hBAkod TYFECF CST HTM Area LoadW) Area Lmd(E�t1) Aia3 Lmd(E1hi+) Am Load Pbs" DQ LAB ND mg Clg (ft� Ftg Clg (ft� Htq Clg M. Htg Clg (ft2) Hlg Clg 5 Gross a 143 4.6 21 0 "" - 0 - - 0 - "" c - ..,, Etgssed b 12C 29 1.9 80 - - 216 - - 48 '"'°' - It - wA%ard c 13C 3.2 1.2 0 - - 0 - - 0 "` ""c - partitions d 0.0 0.0 0 0 * "" - 0 *'" - c - f 0.0 0.0 0 .w '.. 0 - 0 6 V*d3Asarl a 1C 37.0 23 861 "' 25 961 10 c 0 dassobas b 8C 37.0 0 0 0 0 0 rg c 38.7 0 0 "' 0 0 "° 0 0 o.. d 3C 232 0 0 '" 0 0 "" 0 0 ""c 0" e 0.0 0 0 0 0 0 ""c 0 f 0.0 *" 0 0"" 0 0 "" 0 0 q O 7 .WtdMsenJ North 20.4 3 60 2 "" 42 0 0 0 glassdd=s NEW 39.4 0 "" 0 10 386 10 "' 396 1 0 c-lirg EAN 0.0 0 "" 0 0 "" 0 0 "" 0 c 0 SESW 47.4 20 " ' 965 14 671 0 "" 0 c"" 0 SoLth GO 0 "'" 0 0 `'" 0 0 "" 0 c"" 0 Hors QO 0 1b 0 0 1e' 0 0 0 c""' 0 8 Ctherd)m a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 b 10D 147 9.9 0 0 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 9 NA a 143 46 21 0 0 0 0 0 0 0 0 0 c 0 0 exposed b 12C 29 1.9 57 163 110 190 547 369 38 110 74 zc 115 wa&ls c 13C 32 1.2 0 0 0 0 0 0 0 0 0 c 0 0 partitiors d 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 GO 0 0 0 0 0 0 0 0 0 0 0 10 Celings a 1EG 1.1 1.4 2m 295 374 182 192 252 60 63 83 5c 53 69 b 18C 28 a5 0 0 0 0 0 0. 0 0 0 0 0 a 0.0 QO 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 A 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 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 (Note: worn b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 perirrt�r c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is dispL d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 boas) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 224 T2 23 521 167 X, 591 187 10 219 M C 0 0 13 S&clal bss=6+8_+11+12 - 18M - "" 2281 - - 755 - - 16J - Less atfral g 0 0 0 0 Lesstramfer - .,,,. - - - 0 - - 0 - Heahrg mcJsMb bon "" 0 - - 0 - - 0 - - 0 - 14 Du3loss VX 183 '" 10°/ 228 1 10' 75 - 101 17 - 15 Tctalloss =13+14 - 2013 "'"' '" 2510 - `"' 830 "" - 185 - 16 Nt gains: F&ple @ 300 0 - 0 0 - 0 0 - 0 c - 0 Apo. @ 1200 0- 0 0- 0 1 'm mo c - 0 17 &bbtRSHga F7+a.+12+16 '" - 1677 - `"°' 19117 - "*' 1214 - - 147 Less etrralccorrg - - 0 - - 0 - ..' 0 - - 0 Lessllarfger - - 0 - - 0 - - 0 - - 0 Omfirgredstrilxtion - - 0 - - 0 - - 0 - - 0 18 DLctgain 10'/ - 168 10'/ - 191 100 - 121 10' - 15 19 TctaIRSHg3irF(17+18)'FLF 1.OD - 1&b 1.00 21MI 1.07 - 1335 1.01) - 162 20 Airmquired (din) "" 79 92 99 104 "" 33 66 - 7 8 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. �nir�ghtsoFt Right -Suite Residential5.5.17 RSR26017 2004-Jul-27 15:21:30 E:\Files\Lennar0rlando2002\COZUMEL\COZUMEL.rsr Page 4 •, ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.4 The higher the score, the more efficient the home. 1. 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 5. Is this a worst case? Yes 6. Conditioned floor area (ft) 2366 fO 7. Glass typel and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)310.1 ft' -� b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft' v 8. Fioor"types a. Slab -On -Grade Edge,Insulation R=0.01 144.0(p) ft 12. Cooling systems a. Central Unit b. N/A c, N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A b. N/A c. N/A _ 14. Hot watersystems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft7 b. Frame, Wood, Exterior R=11.0, 1026.8 ftz b. N/A c. Frame; Wood, Adjacent R=11:0, 133.0 ft2 _ Cap: 41.5 kBtu/hr Or SEER:14.00 Cap: 41.5 kBtu/hr ✓ HSPF:8.30 ✓ Cap: 50.0 gallons EF: 0.90 d N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types / DHP-Dedicated heat pump) a. Under Attic R=30.0, 1320.0 ft- V 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, e. N/A HF-Whole house fan, 11. Ducts / PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft fie% MZ-C-Multizone cooling, b. N/A _ MZ=H-Multizone heating),: I certify that this home has complied with the Florida Energy Efficiency Code Fo0iii1ding� Construction through the above energy saving features which will be installed (or exceeded)', V in this home before final ins erwi new EPL Display Card will be completed based on installed Co Builder Signa ate:. O6/O1/O6 Address of New Home: Celery Ave Estates Lot #66 Sanford, FL x 'cod , *NOTE: The home's estimated energy performance score is only available through the FLARES computerprogram. This is not a Building Energy Rating. Ifyourscore is80orgreater (or 86foraUSEPA/DOEEnergyStar designation), your home may qualify for energy efficiency mortgage (EEM) incentives if jiou 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 i information and a list of certified Raters. For information about Florida's EnergyEf iciency�Code For` Buzlding1 {` Construction, contact the Department of Comm unity Affairs at 850/987-1829 1 I Predominant glass type. For actual glass type and areas, see Summer & Winter Glass outnut on ages 2&4'. EnergyGauge® (Version: FLRCSpB v4.8) - PT, __ P1.A►R RIEVIEW tile Florida for contorm d Fuel Gas) and the have been reviewed plumbing and "tan jhe:e pt� in Mechanical, the otftorida. � Code tBuiid g' ledbY State 9u+Wla4 rkat Cello, as ado0 lo4.3 of theFtorida unuant to Section oI the stated NationstE plans is 7 items outside Review of thews p not include anY older Irom compliance with Sui O% C0 a,, lit do permit h rating other slate or local law regu p ov sionaSol t'slthesalia' any ? won. eor�structlon pot or the pertormanee"eonstr — D �^ Date: �+ Standatd Plans E�'al� VOW pNo. rtbing) t9uHdin9, Macnan'c&t' EsctTkat, :'ROM —:SOLAR —TITS FAX NO. :4070-341813 May. 12 2003 08:39RM P1 • NATIDNAL CERTIFIED TESTING LABORATORIES '\ DO, FlARIDA 321337 1464 GEMINI BOULEVARD . ORIAN PHONE (407) 240-1356 • FAX (407) 240-8882 `' STRQCt URAL PFRFORMANQE TEST RERORS r j �7 REPORT NO,: NCTL-210 2089-1 n� TEST DATE: 09-24.98 I U REPORT DATE: 09-24-98 t EXPiP-ATION DATE: 1��A J PARENT REPORT NO.: Z10-1662.1 LABORATORY !2yR IEICA7101l{ NO.: 98-0430.01 CLIE T: Florida Extruders International Inc. 2540 Jewctt Lane Sanford, FL 52771-1600 TEST SPECI11fFt: Florida Extmders International Inc.'s Series "Milestone 1000" Aluminum Sliding Glass Door_ (Type XXO) (SGD-C30) -TEST SPECIFICAAMAINWWDA 101/1.S. 2-97. "Voluntary Specifications for Aluminum' Vinyl (PVC) and Wood Windows and Glass Doors." , TEST SPECTMEN DUCRIZ 10.1`� GENERAL: The sample tested was -a three panel type `%XO" aluminum sliding glass door measuring 15'0" ;'ti a�)af3';hive and right panel mmeasuringng S'0-1lz".wtdc by 7'.tz=1/�3 high; the wide by 8'0-3/a" high ovorall. center active panel measured 5't}-1IZ'r%rde by 7' 11-1 /4" high; the right fixed panel was secured to the jamb with three 2" long aluminLm rc;taincrs each fastened to the jamb stile with 8 single screw- One plunger -type security. lock was fastened to the loft act)velock'stile with the keeper fasimcd to the leftjamb_ One adjustable met21 single roller assembly wa:; used -to the'left active lock stile with the keeper fastened to tho loft jtunb. Ono adjustablo metal single roper assembly waz used at each end of the active bottom calls. Tho frame was of double screw coped comer construction. Panel top rail/stile corners were of double screw overlapping coped corner construction. Panel bottom m!Vstile comcr3 wcrc of single screw overlapping coped corner construction, STALLATI.4Nle The 1tame was mounted to the test buck using fifty-two (52) (# 8 x I") flat head scrows. G [.,AZING; All panels were channel glazed using 3 116" thick temperod clear glass with it floxible vinyl glazing bead. SSE: Doable strips of polypile weatherstrip (0,190" high) wcrc located attach interlock stile. Double strips of polypile weatherstrip (0.360" high) were located at each jamb. A single strip of flexible flap vinyl weatherstrip was located at the bottom rail. Double strips of polypile weatherstrip (0.190" high) were located at each panel top rail, A polypile dust plug measuring 1-I/2" x 1" x .250" high was located at the slit under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING ROM':SOLAR,-TITE f Florida: Extruders International 111C. FAX NO. :407-0341913 May. 12 2003 08:39AM P2 _2. I1TCTL-210-2346.1 Screen, An insect screen, measuring 49-5/8"Wide by 31" high with a square cut screen frame and a aquare cut plastic corner K'AYS. Installatlon Fasteners: The specimen was fast were used i th pinto the wood st bach of Ian b at head ten (nd two (2) (# flat V) head s trews; two (2) in the head, (# .3 x 1'�, two ( ) 26.1 Ili!" down from head in jambs; [bar (4) (# 8 x 2") were used below the fixed rail; two (2) in each jaTnb. - TEST RES LILTS Par. yo Tit. est cL� N1et.) �d ea ure Alla 2.2.1.G,I Operating Force 15lbs. max. .30lbs. rncm Active Sash 2.1.2 Air lnfr.7tration-ASTMB283 0.19 cfrn.lft= 0.30"cfm/fo 1.57psf (25 mph) 2,1.3 '" Water P - ..ISTJtif E3311547 If 5 gp f P No Leakage So Lealtage WTP== 2.86 psf 21 4.2 Uniform Load Structural - ASTIV E330 Ory O.4`� � " O. p04 22..5 psf Exterior 0.027" 0.204" 22.5 psf .l'nterior 29 1 6 2 .Deglazin Test Active Sash 0.105" (2.1 %) < 100%a 70 lbs. 0.118" (3.8%) < 100% Meeting.Rail ( ) BottomRrail (70 lbs.) 0.095 (1.9%) < 100% zeft Hand Stile (50 lbs.) 0.0462' (0.9%) < 100% Ri, jht Hand Stile (50 lbs.) TEST COMPT,F.TFED 04122100 ne tested specimen meets (or exceeds) the performance levels specified in Fable 2.1 of AAMA/ NWWDA �ue?dthg designated and 1011I.S.2-97for air infltration. phs for he indi�aie compliance with the Aerfoman equrements of teefp ragrap (D.H.R30) x 72"),product designcstiom Deus led drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this repo?-t Won W`The resultP.srobtai7wd applyonly fto theespecci en testedst SPOCimcn • bNo conclusions 2VC. L or a period of four () yea or irr results a the g specimen may be drawn from this of any kind reg'ardina the adequacy q Q' on be anted b a certification test. This report does not constitute certification oft uCt which rrt y only g7' Y f program validator. iNAVONAL T ST1'N4 LA130RATUIULS ROM-:SOLAR-TITE 1 FAX NO. :4076341819 May. 12 2003 03:40AN P3 FASTENER LOCATIONS 31 7/8" 24" 8 1/2" �?4" D.C, -- 24" Q,C, TYP, TYR The test specimen was. Mange mounted to the test back using f crty--eight (48) #8 X 1" FH screws at locations shown. DENOTES :SCREW -Ile NATIONAL CERTIFIED TESTING G LABORATORIES ,SOB W1, z NCTL_21o.�2 89-1,P,;,� COMPANY FLORIDA EXTRUDERS TE �T DATE 9-24-98 -ROM`:SOLRR-TITS FRX No. :4078341313 May. 12 2003 03:40AM P6 Tm Q ALITY WItiDOWS BT FLoRIDA EXTRUDERS SLIDING GLASS DOOR FEATURES & SPECIFICATIONS • COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FORCED ENTRY; C40 - AND C60 OPTIONAL • 4 3/4" FRAME DEPTH CAN 2 TRACK DOORS 4 .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 PANELS HAVE UNIQUE DI=EP DOUBLE INTERLOCKS FOR STRENGTH ANp REVERSIBILITY; DESIGN REQUIRES NO NOTCHING ® A HIGH GRADE BOX . SCRI=EN WITH STEEL ROLLERS AND DIE CAST RECESSED. LOCKSET 1S A STANDARD FEATURE • DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO THE GLASS •. 1 1/2" EXTERIOR SILL IE STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS • . RECESSED DIE CAST LOCKING HARDWARE * OPTIONAL WOOD PULL FOR EASE OF OPERATION • 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW-E • INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS 0 AVAILABLE TO BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH .TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION • DURABLE WHITE AND ©BONZE POWDER COATED FINISH e leady 45;zz�"A Dest 09. 05. 9s_n1:ac.FIA Nn5 ------.. --- —.. .- o9. 05_a5 01 Gc rM Fo.I _... .. F;ROM :SOLAR -TITS FAX NO. 4070341012 May. 12 2003 03:40AM P4 INSTAI-LATION ANCHOR -F' DOOR WIDTH .'4' MAX. SH(M.SPACE INSTALLATION ANCHOR SHIM t•S RC•D•n x3 SCREW TWO EY VOOD a8 SCREW AT;HING <SEE NUTc: >) 1-1/9 MIN. 1. BY OTHERS RS F;MBI=DHENT — TWO BY WOOD OTHEF2 CAULK EETWECN I' DY OTHERS DOOR FLANGE TWO nY VORn SLIDING GLASS ` F. SHEATHING 6Y 77,iERS DOOR FRAME — CAUL1. BETwEEri JAMB . HOOK STRIP b SHEATHING /Y\SLIDING GLASS %'JOC —\ ` I HOOK STRIP SHIM AS r-'S)RE:\ �/ (SEE NOTES) UCCO SIDING OTHERS ERIMETER — CAULK BY OTHERS Ai. ;t _-__- LIDING' GLASS DOOR FRAME —1 SILL ~ 1 1-1/6' MIN. EMBE DM5. N 7 SLIDING (,?_AS: -DOOR HF-,\D 1EMPERED I GL=-- (TIP' 1 DOOR HEiGr.i n l-1/4, M;'I ^ I � F• A � C A � Y LIBEF?\LLT APPLY CAULKING UNDER SILL OR SET SILL IN BCU L— INSTALLAT;ON ANCHOP Of CEINCRETE 3/16' DIA. TAPC_DN SECTION A -A z7CmPERED GLASS (TYP.) PLRiME'T ER CAULK BY OTHERS SECTION B-B t ? ��NEL uE^'x 3�•OWN _• INSTALLATIOY. ANCHCIP T19 SCREW - CAULK BETWEEN DOOR FLANGE F, SHEATHING —" SHEATH1VE, BY OTHERS STUCCO TCMPEP.�D C (TYF.) I)R SIDING, —.•....0 un �11juvu 3Y 11THE'RS BY OTHERS St- I C! VG— INTEPLOCic HOE)K STRIP DETAIL 1-1/9- MIN. f:HBEDMENT NOTK$: 1) DOER MATLRIAL- ALUNIPAJM AL: -Of 1;043. 2) a4 INSTALLATION SCQEVS M':ST ?i Or Surf ICICNT LENGTH TO ArHICvE MIN. EMREDNENT OF 1-1/1) INTO VUGD. TAPCr)N TYPE INSTALLATION ANCHORS AT SILL MUST RE OP Su-TCIFr,IT LENGTH TO ACHi_VE H11I. CHS.CD�NT Or 1-1/4' INTQ MASONRY OR CONCRETE. 37 1NSTALLATION fNC4CR CHART OI+ ?PCs OF THIS SHEET. 4) IJS( SILICONIZCD ACRYLIC CAI-r.`• FE";"!) LICUR rl-ANGf AT HEAD JAMBS. 31 uSI SILICONIZED ACPTLJC rCI? aEP.;rCTER SEAL AROUND LXTFRIOR OF DOOR. 6) 1F EXAC1 DOOR S17C IS rr7 1_IS; E IS ANCrrJR CHART" USE ANCHOP OUANTITY L!STED VITH NFxT LA2GEP SIZE. Fop _1rC APP?_n-IA1_ CLSIO; F'RLSSURE REO'D. 72 rOt' POCIET COOR UK:' °YC.:jS DOOR SIZC b CONFIGURATION TO r1NISHED EP'ENINC. �;-F 1NSTSL• nllJN ANr�_,_:'i r_`.;: t' f-npr SIF2IP AS S"CvN. y) IS�..C$ :MI: �N:SS —T v.� = �_ :�:$ O.- ASTtt C1300 r11_ASS CHAD,TS. 9) DaiIR UNIT 1$ A?P2Ov_C US1>1f; iE =ER:D GF_ASS IN SINGLE GL!•iED OR INSULATING ra.ASS 101 JAMB / S1LL CDRNFR: nF' 71 AE "171/ A CMAI_L JOINT iCAH SEALER. 1I AS RSO'D AT EA Sri INL=nI_L aTIQ" ANCW)PS MAX" ALLOWABLE SHIM ST%CY TO RE 1/4' )r) ALA IN:TAL LA'ID`I :• rC:•_o; n, E _,t CORGCSI,^,r R_SIS7.)NT MATCRIALS 13) �'til?Y' •�• ::;,N•IGIIRPTIONS 4R L:� �.... -:� _,�O% .HA=1 Lqv BACK OF THIS -SHEET. 1+1 F+CT ALL A7= Sr(JVN ON TP..!S 0-RAVING, H(1VCv7t INSTALLATION IC '.NS T ALL aTiON Or ALL ..-F'P.wED (`ON iUl_IF,A i IONS 1�f zLLi7iDA L=tzu;XR: iCC: :_'DI`•G G'_-SS DCOR iS SHOWN 7H1S FPIN7 /•LSO APPLIES TO 200c SERIF; �1+3 1-10 ' p DESCRIPTION ! CATE FL OPIDA IV I NC S'IN 7 D , GLIVSS DOOR _ TALL_:1T10\4 WITH �--'S 1,CPEw� L; w F.Y: si _ APF OVEI) BY: - - ATE:,�,, , i/Dl `;CAA-E- NI s �DWC- r, LC27 S! i �,: WJ Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Project: Lennar Homes, Cozumel A Celery Estates Lot 66, 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. HRO 1 -HR03,JO 1 -J06,RO 1 -R09,R20,VO 1,FRO 1-FR07,F01- F03,FO5,FO6,FO6A,F07,FO8,F 13,F 15,F 16,F 17 May 3, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Junaidie Budiman, License Number 45161 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 -6RUSSWAY, Ltd. Trussway To: 8850 Blvd. DeliveryList Orlando, FL 32824 �107-857-2777 Lennar -Orlando Job Number: LL+ 3159 Phonf Fax:407-857-7855 Orlando, Florida Page: 1 Date: 04-21-2006 - 9:46:26 AM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone:, A Salesperson: Fax: Quote Number: Tentative Delive Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-7-7 4 HR01 9-10-1 OUTRIGGER 3.54 1-5- 0 0-0-0 44 lbs, each 0.00 -8-10 1 HR02 6-9-4 OUTRIGGER 3.54 1-5-0 0-0-0 .� 28lbs. each 0.00 1-6-7 2 HR03 10 lbs. each 2-9-3 OUTRIGGER 3.54 0.00 1-5-0 0-0-0 Q, / 1-1-13 10 JOl 1-0-0 JACK 5.00 1-0-0 0-0-0 A 41bs. each 0.00 10 J02 3-0-0 JACK 1-11-13 5.00 1-0-0 0-0-0 � 11 lbs. each 0.0000 2-9-13 8 J03 5-0-0 JACK 5.00 1-0-0 0-0-0 .� 17 lbs. each 0.00 3-7-13 24 J04 7-0-0 JACK 5.00 1-0-0 0-0-0 23 lbs. each 0.00 2-8-15 8 J05 4-10-0 JACK 5.00 1-0-0 0-0-0 161bs. each 0.00 1-6-13 10 J06 2-0-0 JACK 5.00 1-0-0 0-0-0 7lbs. each 0.00 (2) 2-Ply 3 - 7 - 13 4 Rol 35-0-0 PHIPGIR 5.00 1-0-0 1-0-0 399lbs, each 2X42X6 0.00 4-5-13 2 R02 35-0-0 RHIP 5.00 1-0-0 1-0-0 1641bs. each 0.00 5-3-13 2 R03 35-0-0 RHIP 5.00 1-0-0 1-0-0 165 lbs. each 0.00 6-1-13 2 R04 35-0-0 PHIP 5.00 1-0-0 1-0-0 168 lbs. each 0.00 6-11-13 2 R05 35-0-0 RHiP 5.00 1-0-0 1-0-0 165lbs. each 0.00 7-9-13 2 R06 35-0-0 PEG 5.00 1-0-0 1-0-0 171 lbs. each 0.00 8-0-5 2 R07 35-0-0 REG 5.00 1-0-0 1-0-0 172 lbs. each 0.00 4-11-11 1 R08 20 - 4 - 0 BOSTON HIP 5.00 1-0-0 1-0-0 140lbs. each 0.00 5-10-15 3 R09 20-4-0 REG 6.00 t -o -o o-o-o 861bs. each 0.00 s t - 0 - 0 2-8-15 1 R20 20-0-0 MHIPGIR 5.00 1-0-0 0-0-0 95 lbs. each 0.00 I-8-4 1 Vol 4-0-0 MVAL 5.00 0-0-0 0-0-0 ® 12 lbs. each 0.00 1 0RUSSWAY, Ltd. To: 8850 Trussway Blvd. Delivery List Orlando, FL 32824 Lennar - Orlando Job Number: L 3159 Pho° 407-857-2777 Fax: 407-857-7855 Orlando, Florida Page: 2 Date: 04-21-2006 - 9:46:26 AM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone: Salesperson: Fax: A Quote Number: Tentative Delive Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: (1) 2-Ply 2-6-0 2 FRO1 19-9-8 301 0.00• 0-0-0 0-0-0 149lbs. each 2X4/2X6 0.00 (1) 2-Ply 0 - 11 - 0 2 FR02 8-1-0 FLAT 0.00 0-0-0 0-0-0 691bs. each 0.00 (1) 2-Ply 0-11-0 2 FR03 6-8-0 FLOOR 0.0000 0-0-0 0-0-0 301bs. each 0.00 1� (1) 2-Ply 1-2-0 2 FR04 9-8-0 FLOOR 0.00 0-0.0 0-0-0 E 52 lbs. each 2X4/2X6 0.00 1-2-0 10 FROS 10-0-0 FLAT TRUSS 0.00 0-0-0 0-0-0 39 lbs. each 0.00 1-2-0 c4-8-8 2 FR06 4-8-8 301 0.00 0-0-0 0-0-0 ® 18 lbs. each 0.00 1-2-0 2 FR07 8-8-8 301 0.00 0-0-0 0-0-0 32 lbs. each 0.00 8 F01 19-7-0 BB 1-2-0 0.0-0 0-0-0 97 lbs. each 8 F02 19-4-0 BN 1-2-0 0-0-0 0-0-0 971bs. each 25 F03 2-1-8 BT 1-2-0 0-0-0 0-0.0 Rr 11 lbs. each - - 6 F05 11-7-0 BB 1-2-0 0-0-0 0-0.0 1 60 lbs. each 2 F06 10-9-0 BB 1-2-0 0-0-0 0-0.0 R� 55 lbs. each 2 F06A 10-9-0 BB 1-2-0 0-0-0 0-0-0 Rs� 56 lbs. each 4 F07 12-1-8 BT 1-2-0 0-0-0 0-0-0 9SzSCrzS2r 62 lbs. each - 1 F08 8-0-8 BN 1-2-0 0-0-0 0-0-0 43 lbs. each 2 F13 19-4-0 BN 1-0-8 0-0-0 0-0-0 ¢� 94 lbs. each 1 F15 10-9-0 BB 1-0-8 0-0-0 0-0-0 r� 53 Ibs. each c 1-7-12 2 F16 21-1-0 FLOOR 1-2-0 0-0-0 0-0-0 107 lbs. each 3 F17 19-7-0 BN 1-2-0 0-0-0 0-0-0 � 99 lbs. each .L Job Truss Truss Type Qty Ply LE3159 - Lerner Orlando - COZUMEL H40156 LE3159R HR01 OUTRIGGER 1 1 - Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:00 2006 1 i 1-5-0 5-8-4 4-1-14 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 NO 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 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS (lb/size) F = 631/Mechanical B = 420/0-4-15 Max Horz B = 233(load case 3) Max Uplift F = 338(load case 3) B =-210(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-8021197 C-H = -82/0 D-H = -81/43 D-E = -7/0 D-F =-231/209 BOT CHORD B-G =-365/746 F-G =-365/746 WEBS C-G = 0/253 C-F =-814/398 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) I/ TC 0.35 Vert(LL) -0.03 B-G > BC 0.33 Vert(TL) -0.06 B-G > WB 0.27 Horz(TL) 0.01 F (Matrix) bearing plate capable of withstanding 338 lb uplift at joint F and 210 lb uplift atjoint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=-3(F=28, B=28)-to-D=-145(F=-43, B=-43), D=-105(F=-43, B=-43)-to-E=-108(F=-44, B=-44), B=-O(F=10, B=10)-to-F=-49(F=-15, B=-15) 2x354ple = 1:19.8 n E defl 999 999 3x4 = 9-10-1 4-1-14 Ud PLATES GRIP 240 MT20 244/190 180 n/a n/a Weight: 44 lb A WARNING - Ver(fy design parameters and BEAD 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 poramenters 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 �t��wy (713) 691 6900 ARNdlv0i.1 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 't O n15: LE3159R HR02 ` Trussway, Orlando, FI -1-5-0 OUTRIGGER 5-0-8 Uty my LE3159 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 -COZUMEL H40157 11 dustries, Inc. Fri Mar 10 07:19:01 2006 Page 1 6-9-4 1-8-12 2x3 11 Scale = 1:15.5 E D 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 FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND SOT CHORD 2 X 4 SYP No.2ND 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) B = 252/0-10-10 F = 283/Mechanical Max Harz B = 122(load case 3) Max Uplift B =-157(load case 5) F =-144(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-G = 0/18 B-G = 0/18 B-C =-198/63 C-H = -28/0 D-H = -22/8 D-E = -4/0 BOTCHORD B-F =-126/167 WEBS D-F = -57/64 C-F =-226/172 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. CSI DEFL in floc) I/deft TC 0.23 Vert(LL) -0.09 B-F >836 BC 0.44 Vert(TL) -0.21 B-F >356 WB 0.05 Horz(TL) 0.00 F n/a (Matrix) bearing plate capable of withstanding 157 lb uplift at joint B and 144 lb uplift at joint F. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-G=-60 Trapezoidal Loads (plf) Vert: G=-O(F=30, B=30)-to-D=-99(F=-20, B=-20), D=-59(F=-20, B=-20)-to-E=-63(F=-21, 13=21), B=-2(F=9, B=9)-to-F=-34(F=-7, B=-7) Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 28 1b 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 MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom 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 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 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 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'Onofdo Drive, Madison, WI 53719. LE3159 - Lennai LE3159R I HR03 OUTRIGGER 11 1 1 Job Reference '� Trussway, Orlando, FI 6.200 s Jul 13 2005 -1-5-0 2-9-3 C 1-5-0 2-9-3 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.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 45/0-3-8 B = 222/0-3-8 D = 25/0-3-8 Max Horz B = 74(load case 4) Max Uplift C =-29(load case 6) B =-175(load case 4) Max Grav C = 45(load case 1) B = 222(load case 1) D = 49(load case 2) FORCES- (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -32/9 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 2-9-3 H40158 01 2006 Page 1 r 1:7.3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) -0.00 B-D >999 240 MT20 244/190 BC 0.10 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 11 lb chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth 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 29 lb uplift atjoint C and 175 lb uplift at joint 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 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MM7473 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 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 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'Onofno Drive, Madison, wl 53719. - 4-Ar-2--- lqbal 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 6900 YRUSWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 I LE3159R ty Ply LE3159-Lennar Oi 1 1 Job Reference (o 6.200 s Jul 13 2005 Mi C -1-0-0 1-0-0 1-0-0 1-0-0 H40161j Scale = 1:5.51 - 34 = 1-0-0 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 B >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004lrP12002 (Matrix) 3) This truss the Tooth Weight: 5 lb LUMBER requi per Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP No.3 assurance inspection. BOT CHORD 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at BRACING joint B and 5 lb uplift atjoint C. TOP CHORD 5) Beveled plate or shim required to provide full bearing Structural wood sheathing directly applied or 1-0-0 oc surface with truss chord atjoint(s) C. pudins. 6) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates B = 133/0-3-8 acceptance of professional engineering responsibility D = 9/0-3-8 solely for the truss component design shown. C =-5/0-3-8 Max Horz LOAD CASE(S) B = 53(load case 6) Standard Max Uplift B =-123(load case 6) C =-5(load case 1) Max Grav B = 133(load case 1) D = 19(load case 2) C = 17(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -26/14 y--� BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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; cantilever left and right exposed ; Lumber DOL=1.33 plate 8850 Trussway Boulevard grip DOL=1.33. This truss is designed for C-C for Orlando, FL 32824 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. March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 SCS11 Building Component - - Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. - Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 ++''r 8850 Trussway Blvd. Orlando, FL 32824 - (407) 857 2777 Job I rU .. LE3159R J02 Trussway, Orlando, FI JACK ty Ply LE3159 - Lennar Orlando - 1 1 Job Reference (optional 6,200 s Jul 13 2005 MiTek Ind 1�0 3-0-0 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 FBC2004/TP12002 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 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 67/0-3-8 B = 192/0-3-8 D = 27/0-3-8 Max Horz B 97(load case 6) Max Uplift C =-58(load case 6) B _-127(load case 6) Max Grav C = 67(load case 1) B = 192(load case 1) D = 54(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C = -39/21 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 3X3 — 3-0-0 CSI DEFL in (loc) I/ TC 0.19 Vert(LL) -0.00 B-D > BC 0.12 Vert(TL) -0.01 B-D > WB 0.00 Horz(TL) -0.00 C (Matrix) 3) This truss equi el plate inspection per the Tooth 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 58lb uplift at joint C and 127 lb uplift at joint 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 H40162 10 07:19:02 2006 Page 1 Scale = 1:9.2 defl Ud PLATES GRIP 999 240 MT20 244/190 999 180 n/a n/a Weight: 11 lb WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AITTEE 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 parameniers 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 Al Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 2 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 Engineering Depar7 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AITTEE 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 parameniers 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 Al Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 2 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 Engineering Depar7 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 March 10,2006 ` -Job Truss LE3159R J03 • Trussway, Orlando, FI -1-0-0 1-0-0 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 FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 133/0-3-8 B = 265/0-3-8 D = 47/0-3-8 Max Horz B = 142(load case 6) Max Uplift C =-120(load case 6) B =-145(load case 6) Max Grav C = 133(load case 1) B = 265(load case 1) D = 94(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -67/42 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 1 5-0-0 LE3159 - Lerner Orlando - COZUMEL H40163 1 Job Reference (optional) 6.200 s Jul 13 2D05 MiTek Industries, Inc. Fri Mar 10 07:19:02 2006 Page 1 C Scale = 1:12.8 CSI DEFL in floc) I/deft L/d PLATES GRIP TC 0.30 Vert(LL) -0.03 B-D >999 240 MT20 244/190 BC 0.23 Vert(TL) -0.07 B-D >767 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 17 lb -3) This Ill uss. equi. el plate inspection pet tI ie Tooth 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 120 lb uplift at joint C and 145 lb uplift at joint 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 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 MITER REFERENCE PAGE MU-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. Houston, Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 PP N 9 P P P P P P ty 9 9 9 9 8850 691 sway i 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 - 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 I NSs Nss LE3159R J04 JACK Trussway, Orlando, FI _ r -1-0-0 1-0-0 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/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 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) C = 195/Mechanical B = 343/0-3-8 D = 67/Mechanical Max Harz B = 182(load case 6) Max Uplift C =-162(load case 6)' B =-168(load case 6) Max Grav C = 195(load case 1) B = 343(load case 1) D = 134(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-E _ -88/0 C-E = -67/61 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. ty Ply LE3159 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 7-0-0 - COZUMEL H40165 al dustries, Inc. Fd Mar 10 071902 2006 Pagel C Scale = 1:17.7 7-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.64 Vert(LL) -0.12 B-D >663 240 MT20 244/190 BC 0.47 Vert(TL) -0.30 B-D >265 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 23 lb 3) This truss [eql plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint C and 168 lb uplift at joint B. 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PACE MH-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Appkabifify of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support Of individual web members only. Accitlonol temporary bracing to insure stability awing corol[UClion is the re5pon5lbillity of the ereclor. Additional permanent bracing of Ike overall sl'ikI0e Is f ke lMD6i;sil 111h of the �U1116I 0 dglipgf. r6F owral JUI aw F2gdrdltlg 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'Onofoo 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'WN (407) 857 2777 . - LE3159 - Lennai LE3159R IJ05 (JACK 1 I IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 1-0-0 4-10-0 C dEL H40166 Inc. Fri Mar 10 07:19:03 2006 Page 1 i Scale = 1:12.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.02 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.05 B-D >956 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 17 lb LUMBER Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP No.2ND assurance inspection. BOT CHORD 2 X 4 SYP No.2ND 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to BRACING bearing plate capable of withstanding 109 lb uplift at TOP CHORD joint C and 154 Ib uplift at joint B. Structural wood sheathing directly applied or 4-10-0 oc 6) "Fix heels only" Member end fixity model was used in purlins. the analysis and design of this truss. BOT CHORD 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Rigid ceiling directly applied or 10-0-0 oc bracing. more information. 8) NOTE: The seal on this drawing indicates REACTIONS (lb/size) acceptance of professional engineering responsibility C = 119/Mechanical solely for the truss component design shown. B = 266/0-7-8 D = 44/Mechanical LOAD CASE(S) Max Horz Standard B = 138(load case 6) Max Uplift C =-109(load case 6) B _-154(load case 6) Max Grav C = 119(load case 1) B = 266(Icad case 1) D _ 87(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -63/39 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; lqbal 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; cantilever left and right exposed ; Lumber DOL=1.33 plate 8850 Trussway Boulevard grip DOL=1.33. This truss is designed for C-C for Orlando, FL 32824 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. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek 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 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 ANSI/TPII Qualify 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 I Rl LE3159R J06 Trussway, Orlando, FI Qty Ply LE3159-LennarOrlando - 1 1 Job Reference (optional 6.200 s Jul 13 2005 MiTek Ind 1-0-0 2-0-0 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.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOTCHORD 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 Harz 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 TOP CHORD A-B = 0/21 B-C = -30/12 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. CSI DEFL in (loc) I/d TC 0.16 Vert(LL) -0.00 B >9 BC 0.06 Vert(TL) -0.00 B-D >9 WB 0.00 HOrz(TL) -0.00 C (Matrix) 3) This truss requi e. plate Inspection per the Tooth 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 C efl Ud PLATES GRIP 99 240 MT20 244/190 99 180 n/a n/a Weight: 8 lb WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED M TEE 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 designparamenters 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 e'cc Addifional 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 AN51/TPI1 quality Giteda, D58-87 and BC511 Befldlny Co,npon..f Safely In4«416A availaN6 frafsl Truss Plafg Ims4IA, 893 D'Onoftio D11vo, Madison, WI 53719. H40167 6-page 1 I Scale = 1:7.3 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 7RUSS3111111" 6850 Trussway Blvd. Orlando, FL 32824 (407) 637 2777 Job Truss Truss y LE3159R R01 RHIP GIR Trusaway, Orlando, FI ly�Ply LE3159-LennarOdando- 1 eS Job Reference(optional 6.200 s Jul 13 2005 MiTek Ind H40171 r -0-9 4-3-0 7-0-0 12-2-2 17.6-0 22-9-14 28-0-0 30-9-0 35-0-0 36-0-0 1-0-0 4-3-0 2-9-0 5-2-2 5-3-14 5-3-14 5-2-2 2-9-0 4-3-0 1-0-0 Scale = 1:62.2 5.00 12 6x7 = 3x5 = D E 3x6 = 2x4 11 3x5 = 6x7 Zz F G H I 4x7 S R 0 P 0 N M 4x7 = 3x5 = 3x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = L 6-10-4 12-2-2 i 17-6-0 22-9-14 28-1-12 - 35-0-0 - 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 NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-3-6 oc bracing. REACTIONS (lb/size) B = 2963/0-3-8 K - 2963/0-3-8 Max Horz B = 70(load case 5) Max Uplift B =-1389(load case 3) K =-1389(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-6969/329 C-D =-6770/3244 D-E =-8780/433 E-F =-9543/4701 F-G =-9543/470 G-H =-9543/4701 H-1 =-8780/433 1-J =-6770/3244 J-K =-6969/329 K-L = 0/26 BOTCHORD B-S =-2987/6371 R-S =-2884/618 Q-R =-4216/8780 P-Q =-4216/878 O-P = -4209/8780 N-0 =-4209/878 M-N =-2873/6185 K-M =-2964/637 WEBS D-S =-278/783 I-M =-2791783 C-S =-172/189 D-R =-1529/302 E-R =-1203/844 E-P =-424/924 G-P =-650/543 H-P =-424/924 H-N =-1203/844 I-N =-1529/302C J-M =-172/190 CSI DEFL in (loc) I/deft TC 0.83 Vert(LL) 0.53 P >780 BC 0.73 Vert(TL) -0.91 P >460 WB 0.48 Horz(TL) 0.14 K n/a (Matrix) WEBS D-S =-278/783 I-M =-279/783 C-S =-172/189 D-R =-1529/3020 E-R =-1203/844 E-P =-424/924 G-P =-650/543 H-P =-424/924 H-N =-1203/844 I-N =-1529/3020 J-M =-172/190 NOTES (12-13) 1) 2-ply truss to be connected together with 0.131 "xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 5 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; 4 enclosed; MWFRS gable end zone; cantilever left and 1 right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5 5) Provide adequate drainage to prevent water ponding. 5 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth 5 Count Method when this truss is chosen for quality 0 assurance inspection. 0 8) Provide mechanical connection (by others) of truss to 1 bearing plate capable of withstanding 1389 lb uplift at joint B and 1389 lb uplift at joint K. 9) Girder carries hip end with 7-0-0 end setback. 0 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 400 lb provided sufficient to support concentrated load(s) 513 lb down and 285 lb up at 28-0-0, and 513 lb down and 285 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 13) 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-D=-60, D-1=-131(F=-71), I-L=-60, B-S=-20, M-S=-44(F=-24), K-M=-20 Concentrated Loads (lb) Vert: S=-513(F) M=513(F) WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-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 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 responsibilifty, 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 Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. - - Igbal KA,Gagan, 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 6900+'� 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 -Job Truss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40172 LE3159R R02 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:04 2006 Page 1 11-0-Q 5-10-4 9-0-0 14-0-12 20-11-5 26-0-0 29-1-12 35-0-0 36-0.Q 1-0-0 5-104 3-1-12 5-0-12 6-10-9 - 5-0-12 3-1-12 5-104 1-0-0 - Scale = 1:62.3 5x6 — 3x5 = 3x6 = 3x5 = 5x6 = 5.00 12 D E F G H - 2x4 2x4 i O R O I W 1 W 2 4 W e B A J K Io - 4x5 = P O N M L 4x6 — 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 1 9-0-0 17-6-0 26-0-0 35-0-0 F 9-0-0 8-6-0 B-6-0 - 9-0-0 - Plate Offsets X,Y : B:0-1-6,0-0-2 J:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.27 N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.58 N-P >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 164 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND *Except* I-L =-308/263 T2 2 X 4 SYP No.1, T3 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 NOTES (8-9) WEBS 2 X 4 SYP No.3 1) Unbalanced roof live loads have been considered for this design. BRACING 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TOP CHORD TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; Structural wood sheathing directly applied or 3-1-4 oc enclosed; MWFRS gable end zone and C-C Interior(1) purtins. zone; cantilever left and right exposed ; Lumber BOT CHORD DOL=1.33 plate grip DOL=1.33. This truss is designed Rigid ceiling directly applied or 6-1-11 oc bracing. 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 = 1457/0-3-8 4) This truss has been designed for a 10.0 psf bottom J = 1457/0-3-8 chord live load nonconcurrent with any other live loads. Max Harz 5) This truss requires plate inspection per the Tooth B =-67(load case 7) Count Method when this truss is chosen for quality Max Uplift assurance inspection. B _-525(load case 4) 6) Provide mechanical connection (by others) of truss to J =-525(load case 5) bearing plate capable of withstanding 525 lb uplift at joint B and 525 lb uplift at joint J. FORCES (lb) 7) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 8) NOTE: Refer to yellow bracing and/or T-1 sheet for A-B = 0/22 B-C =-2969/1069 more information. C-Q =-2689/981 D-Q =-2636/991 9) NOTE: The seal on this drawing indicates D-E =-2464/941 E-F =-3144/1230 acceptance of professional engineering responsibility F-G =-3144/1230 G-H =-2464/941 solely for the truss component design shown. H-R =-2636/991 I-R =-2689/981 1-J =-2970/1069 J-K = 0/22 LOAD CASE(S) BOT CHORD Standard B-P =-921/2682 O-P =-1120/3075 lgbal KAGagan, P.E. N-O =-1120/3075 M-N =-1115/3075 Florida P.E. NO. 25389 L-M =-1115/3075 J-L =-896/2682 8850 Trussway Boulevard WEBS C-P =-308/263 D-P =-264/844 Orlando, FL 32824 E-P =-847/426 E-N = 0/212 G-N = 0/212 G-L =-848/427 H-L =-265/844 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED DHTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Designvalid for use only th M7ek connectors. This design is based on upon parameters shown. and is for an individual building component. 9411 Alcorn St v Y `^�� 9 N P P 9 P 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 responsblllity of theBlvd - erector. Additional permanent bracingof the overall structure is the responsibility of the buildingdesigner. For general guidance regarding Orlando, Trussway 24 fabrication, - lit onhol, storo e, dlivo ection and bracin p If A SVTPII C—lif dfnrg, Dse-8and BC11 8uifdin cam 9 t Orlando, FL 77 _ 9 o Y a 9 r1', er g, aon:� r a ponan (ao7) as7 a7n 50 fary Information available tiom i1u55 Plaie immuie, m3 D Ongfou Dlive, mWign, YYI 0717. Job I ru: LE3159R R03 Trussway, Orlando, FI. RHIP 1 I 1 I Job Reference 6.200 s Jul 13 2005 H401731 ,1-0-9 5-6-0 11-0-0 1780 24-0-0 29-6-0 35-0-0 3T6=0-Q 1-0-0 5-6-0 5-6-0 6-0-0 6-6-0 5-6-0 5-6-0 1-0-0 Scale = 1:62.3 6x7 = 2x4 II 6x7 = 4x6 — N M L K J - 4x6 — 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-0-0 B-9-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.73 TCDL 10.0 Lumber Increase 1.25 BC 0.76 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 10.0 Code FBC2004ITP12002 (Matrix) NOTES (8- LUMBER TOP CHORD 2 X 4 SYP No.2ND SOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 H = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B _,-494(load case 6) H = 494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C =-3022/1010 C-O =-2700/893 D-O =-2623/906 D-E = 2683/1037 E-F =-2683/1037 F-P =-2623/906 G-P =-2700/893 G-H =-3022/1010 H-1 = 0/22 BOT CHORD B-N =-876/2738 M-N =-672/2226 L-M =-672/2226 K-L =-657/2226 J-K =-657/2226 H-J =-849/2738 WEBS C-N =-386/313 D-N =-96/492 D-L =-246/677 E-L =-478/360 F-L =-246/677 F-J _-96/492 G-J =-386/313 8-9-0 DEFL in (loc) I/deft Ud Vert(LL) 0.25 L >999 240 Vert(TL) -0.60 L-N >695 180 Horz(TL) 0.18 H n/a n/a 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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) 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 494 lb uplift at joint B and 494 Ib uplift at joint H. 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 B-9-0 PLATES GRIP MT20 244/190 Weight: 166 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 A WARNING - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED 11UTER REFERENCE PAGE MU-7473 BEFORE USE. - Engineering Department 9411 Alcom St. Design valid for use only with MiTek 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 responsibility 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o toss Nss ype city y LE3159 - Lennar Orlando - COZUMEL H40174 LE3159R R04 RHIP _ 1 t Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 20D6 Page 1 1-01 6-6-0 13-0-0 17-6-0 22-0-0 28-6-0 35-0-0 36-0.0 1-0-0 6-6-0 6-6-0 4-6-0 4-6.0 6-6-0 6-6-0 1-0-0 Scale = 1:62.3 6x7 = 2x4 11 6x7 = D E F 5.00 12 2x4 \\ 2x4 C D W 2 W 3 p G ur 4 N q 6 H I 4x6 N M L K J 4x6 — 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-9-0 17-6-0 26-3-0 35-0-0 8-9-0 B-9-0 8-9-0 8-9-0 Plate Offsets X Y : B:0-1-6 0-0-2 H:0-1-6 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.21 L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.55 J-L >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 169 lb LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND this design. BOT CHORD 2 X 4 SYP No.2ND 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; WEBS 2 X 4 SYP No.3 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is designed Structural wood sheathing directly applied. for C-C for members and forces, and for MWFRS for BOT CHORD reactions specified. Rigid ceiling directly applied or 6-7-11 oc bracing. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) chord live load nonconcurrent with any other live loads. B = 1457/0-3-8 5) This truss requires plate inspection per the Tooth H = 1457/0-3-8 Count Method when this truss is chosen for quality Max Harz assurance inspection. B _-67(load case 7) 6) Provide mechanical connection (by others) of truss to Max Uplift bearing plate capable of withstanding 494 lb uplift at B =-494(load case 6) joint B and 494 lb uplift at joint H. H =-494(load case 7) 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information, TOP"CHORD 9) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-2988/931 acceptance of professional engineering responsibility C-O =-2726/845 D-O =-2712/868 solely for the truss component design shown. D-E =-2245/812 E-F =-2245/812 F-P -2988/931 G-P = LOAD CASE(S) 0/226/845 G-H _-2988/931 H-I = 0/22 = .Standard BOTCHORD B-N =-783/2703 M-N =-543/2040 L-M =-543/2040 K-L =-529/2040 J-K =-529/2040 H-J =—753/2703 WEBS Igbal KAGagan, P.E. C-N =-418/313 D-N =-194/640 Florida P.E. No. 25389 D-L =-115/446 E-L =-327/248 8850 Tru55Way Boulevard F-L =-115/446 F-J =-194/640 G-J =-416/313 Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED 6HTEH REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 15 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 15 for lateral Support of individual web members onty. Additional temporary brociny to insure zfobility d,r 9 constriction is the —ponsibillity of the ereei8r. Addiiional permanent bracing of fho ovoroll structure is the responsibility of the building dosigner: 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. Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 'Q(' 0059 Trussway Blvd. Orkdo, FL 32824 (407) 857 2777 - Job toss Truss Type - ty y LE3159 - Lennar Orlando - COZUMEL H40175 LE3159R ROS _ � RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 2006 Page 1 7-6-0 15-0-0 20-0-0 2780 35-0-0- 1-0.0 7-6_0 7-6-0 5-0-0 7-6-0 7-6-0 1-0-0 Scale = 1,62.3 6x7 = 5.00 F12 6x7 = E F 2x4 3x6 3x6 2x4 \\ D W 1 W W2 C° HQ PC r; 3 B J oA Io 4x6 O N M - L K 4x6 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = L 9-8-5 17.6-0 25-3-11 35-0-0 9-8-5 7-9-11 7-9-11 9-8-5 Plate Offsets X,Y : B:0-1-6 0-0-2 1:0-1-6 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 0.89 Vert(LL) -0.23 B-0 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.70 B-0 >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 165 lb LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND *Except* this design. T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BOT CHORD 2 X 4 SYP No.2ND TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is designed TOP CHORD for C-C for members and forces, and for MWFRS for Structural wood sheathing directly applied. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-8-9 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5) This truss requires plate inspection per the Tooth B = 1457/0-3-8 Count Method when this truss is chosen for quality 1 = 1457/0-3-8 assurance inspection. Max Horz 6) Provide mechanical connection (by others) of truss to B = 67(load case 6) bearing plate capable of withstanding 494 lb uplift at Max Uplift joint B and 494 lb uplift at joint I. B =-494(load case 6) 7) "Fix heels only" Member end fixity model was used in I _-494(load case 7) the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 9) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility A-B = 0/22 B-P =-2928/896 solely for the truss component design shown. C-P =-2773/898 C-D =-2662/825 D-E =-2647/852 E-F =-1890/679 LOAD CASE(S) F-G =-2647/852 G-H =-2662/825 Standard—r H-Q =-2773/898 I-Q =-2928/896 1-J = 0/22 BOTCHORD B-O =-711/2643 N-O =-403/1863 M-N =-403/1863 L-M _,-394/1863 lgbal KAGagan, P.E. K-L =-394/1863 I-K _-711/2643 Florida P.E. No. 25389 WEBS 8850 Trussway Boulevard C-O =-485/338 E-O =-251/773 E-M =-63/210 F-M =-63/210 Orlando, FL 32824 F-K =-252/773 H-K =-485/338 March 10,2006 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE%REFERENCE PAGE AU7 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only wish NuTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 ti99 1 bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 - ,abrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterib, DSB-89 and BCSII Building Component - - (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - O FR015' LE3159R - TNssway, Orlando, FI REG 1 1 1 s H40177 11-0-0 5-9-13 12-0-1 17-0-0 78-0-9 22-8-0 29-2-3 - 35-0-0 3&010 1-0-0 5-9-13 6-6-4 4-8-0 1-0-0 4-8-0 6-6A 5-9-13 1-0-0 Scale: 3/16"=1' 47 = 5.00 F12 F 4x6 =. - P 0 N M L 4xe — 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-11-11 1 17-6-0 26-0-5 35-0-0 8-11-11 8-6-5 8-6-5 8-11-11 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/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 3-1-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-8-11 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Harz B = 67(load case 6) Max Uplift B =-494(load case 6) J = 494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3002/891 C-Q =-26887766 D-Q =-2631/773 D-E =-2612/789 E-F =-1871/635 F-G =-1868/635 G-H =-26117789 H-R =-2630/773 I-R =-2688/766 I-J =-3002/891 J-K = 0/22 BOTCHORD B-P =-757/2718 O-P =-483/2145 N-O =-483/2145 M-N =-483/2145 L-M =-483/2145 J-L =-719/2718 WEBS C-P =-388/304 E-P =-110/535 E-N =-690/308 G-N =-697/311 G-L =-110/535 I-L =-389/304 F-N =-357/1140 CSI DEFL in (loc) I/defl Ud TC 0.45 Vert(LL) 0.20 N >999 240 BC 0.76 Vert(TL) -0.53 L-N >779 180 WB 0.66 Horz(TL) 0.17 J n/a n/a (Matrix) NOTES 7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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 494 Ib uplift at joint B and 494 Ib uplift atjoint 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 - ver(N design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MN-9493 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 paromenlers 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 cfor. Addifional permanent bracing of fhe overall s(r�cf�re is the responsibility of the boilding designer. For general guidance regarding lObf 001100, gUO�lly COf1il0�; S10r0g61 dG�IYOfyI dIt:61190 90tl G(QGIf1Jl 441i4I1 AN! Jf!I qualify Crllerlat p58-89 and BCSI1 Bvildiq Component Safety Information available from Truss Plate Institute, 583D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 172 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 9411 Alcorn St.r Houston, TX 77093 (713)6916900 - t� 8850 Trussway Blvd. IRUSY/Ly Orlando, FL 32824 �4Qt� �sz a�zr o N55 N: LE3159R - R07 REG Trussway, Orlando, FI ty y LE3159 - __ 1 t Job Refe 6.200 s Jul 1 H40179 )1-0-9 6-2-7 12-6-3 17-6-0 22-5-14 28-9-9 35-0-0 97 Q 1-0-0 6-2-7 6-3-11 4-11-14 4-11-14 6-3-11 6-2-7 1-0-0 Scale = 1:61.2 5x6 = 5.00 F12 F r v N M L 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9-3-2 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 3-0-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-9-5 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B = 494(load case 6) J = -494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2975/881 C-D =-2668/765 D-Q =-2656/767 E-Q =-2592/790 E-F =-1862/636 F-G =-1862/636 G-R =-2592/790 H-R =-2656/767 H-1 =-2668/765 1-J =-2975/881 J-K = 0/22 BOTCHORD B-P =-738/2690 O-P =-473/2126 N-O = -473/2126 M-N =-473/2126 L-M =-473/2126 J-L =-706/2690 WEBS C-P =-389/298 E-P =-120/542 E-N =-692/305 F-N =-365/1152 G-N =-692/305 G-L =-120/542 I-L =-389/299 8-2-14 B-2-14 CSI DEFL in (loc) I/ TC 0.41 Vert(LL) 0.19 N > BC 0.77 Vert(TL) -0.58 B-P > WB 0.64 Horz(TL) 0.17 J (Matrix) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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 494 lb uplift at joint B and 494 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 9-3-2 defi L/d PLATES GRIP 999 240 MT20 244/190 714 180 n/a n/a Weight: 172 lb WARNING - Wr(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M1ek 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. 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 4Q/KV16py 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 WARNING - Wr(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M1ek 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. 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 4Q/KV16py 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job I ru' LE3159R - R08 Trussway, Orlando, FI BOSTON HIP City Ply LE3 1 1 Job 6.200 s H40181 —1-0-0 1 6-3-12 10-2-0 14-0-4 20-4-0 21-4-0 1-0-0.. 6-3-12 - 3-10-4 3-10-4 6-3-12 1-0-0 Scale = 1:38.2 5x5 = 2x3 11 K LOWER TOP CHORD MUST BE LATERALLY IY 0 3x5 = AE AS AA Z Y X W AF 3x5 — 2x3 II - 3x5 = 4x8 = 3x5 = 2x3 11 3x5 = 6-3-12 3-10-4 3-104 6-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.12 Z-AA >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.29 X-Z >839 180 BCLL 0.0 Rep Stress Incr NO WS 0.19 Horz(TL) 0.07 U n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 140 lb LUMBER BOT CHORD LOAD CASE(S) TOP CHORD 2 X 4 SYP No.2ND AB-AE =-408/1453 AA -AB =-415/1441 Standard BOT CHORD 2 X 4 SYP No.2ND Z-AA =-558/1975 Y-Z =-502/1975 Regular: Lumber Increase=1.25, Plate Increase=1.25 WEBS 2 X 4 SYP No.3 X-Y =-502/1975 W-X =-357/1441 1) Uniform Loads (plf) OTHERS 2 X 4 SYP No.2ND *Except* W-AF =-350/1453 U-AF =-350/1453 Vert: B-AE=-20, AE-AF=-19(F=1), U-AF=-20, 02 2 X 4 SYP No.3 WEBS A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4), C-AB = 0/132 T-W = 0/132 K-T=-56(F=4), T-AJ=-56(F=4), V-AJ=-60 BRACING M-N =-122/424 1-1 =-123/424 Concentrated Loads (lb) TOP CHORD O-P =-393/168 R-S = -79/75 Vert: AE=-13(F) AF=-13(F) Structural wood sheathing directly applied or 4-7-12 oc G-H =-393/169 D-E = -86f/5 purlins. C-AA =-150/560 F-AA =-118/90 Standard BOT CHORD F-Z =-646/277 L-Z =-90/396 Regular: Lumber Increase=1.25, Plate Increase=1.25 Rigid ceiling directly applied or 7-10-12 oc bracing. Q-Z =-558/275 Q-X =-118/91 1) Uniform Loads (plf) JOINTS T-X =-152/560 Vert: B-AE=-20, AE-AF=-19(F=1), U-AF=-20, 1 Brace at Jt(s): L, P, S, H, E A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4), NOTES (12-13) K-T=-56(F=4), T-AJ=-56(F=4), V-AJ=-60 REACTIONS (lb/size) 1) Unbalanced roof live loads have been considered for Concentrated Loads (lb) B = 836/0-3-8 this design. Vert: AE=-13(F) AF=-13(F) U = 836/0-3-8 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; Max Harz TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; B =-60(load case 6) enclosed; MWFRS gable end zone, cantilever left and Max Uplift right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. B =-322(load case 5) 3) Provide adequate drainage to prevent water ponding. U =-322(load case 6) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FORCES (lb) 5) This truss requires plate inspection per the Tooth Maximum Compression/Maximum Tension Count Method when this truss is chosen for quality TOP CHORD assurance inspection. A-B = 0/22 B-AG =-1626/445 6) Provide mechanical connection (by others) of truss to C-AG =-1570/454 C-D =-754/152 bearing plate capable of withstanding 322 lb uplift at D-AH =-733/175 G-AH =-714/181 joint B and 322 lb uplift at joint U. G-1 =-833/249 I-K =-641/206 7) Girder carries hip end with 2-0-0 end setback. K-M =-641/206 M-0 =-833/247 8) "Fix heels only" Member end fixity model was used in O-AI =-714/183 R-AI =-733/178 the analysis and design of this truss. Igbal KAGagan, RE. R-T =-754/153 T-AJ =-1570/456 9) Design assumes 4x2 (flat orientation) purlins at oc Florida P.E. No. 25389 U-AJ =-1626/447 U-V = 0/22 spacing indicated, fastened to truss TC w/ 2-1 Od nails. C-E =-1310/492 E-F =-1311/493 10) Hanger(s) or other connection device(s) shall be 8850 Truss Way Boulevard F-H =-772/233 H-J =-772/233 provided sufficient to support concentrated load(s) 13 lb Orlando, FL 32824 J-L =-772/233 L-N =-772/233 down and 7 Ib up at 18-4-0, and 13 lb down and 7 lb up N-P =-772/233 P-Q =-772/233 at 2-0-0 on bottom chord. The design/selection of such Q-S =-1311/499 S-T =-1310/498 connection device(s) is the responsibility of others. BOT CHORD 11) In the LOAD CASE(S) section, loads applied to the March 10,2006 B-AE =-408/1453 face of the truss are noted as front (F) or back (B). ® WAR G - verify design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE mu-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 Paramenfen and Proper ocorpor�r ti— of ..—pone,, is pony b fy of b, Iding designer- not truss designer. Bracing shown (713) 691 6900 1S for lAral wpooiof 1hd1�1dudl W@b members onry, Aadit1onGl 1@mpgi81Y Dfg;W IQ Inmg 2blllly during construction iS the rC pPn;ibilllty of the - 6830 TN55Way BIYd. 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 toss ype ty y LE3159 - Lennar Orlando - COZUMEL H40182 LE3159R R09 REG 7 1 - __ Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:08 2006 Page 1 -1-0-0 6-0-9 10-2-0 14-3-8 19-4-0 - 1-0.0 6-0-9 4-1-8 - 4-1-8 5-0-9 - 4x4 = Scale = 1:38.6 D 6.00 F12 2x3 �� K 2x3 C E 2 w 44 = F B W n I� � - 5x5 = J _ I H G 3x9 = 3x5 = 2x4 = 2x4 i 10-2-0 18-5-0 10-2-0 +19-4-0 8-3-0 0-11-0 Plate Offsets X,Y : B:0-1-11,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.22 B-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.67 B-J >341 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 G n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 87 lb LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; TOP CHORD 2 X 4 SYP No.2ND enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD 2 X 4 SYP No.1 *Except* zone; cantilever left and right exposed ; Lumber B1 2 X 4 SYP No.2ND DOL=1.33 plate grip DOL=1.33. This truss is designed WEBS 2 X 4 SYP No.3 for C-C for members and forces, and for MWFRS for reactions specified. BRACING 3) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live loads. Structural wood sheathing directly applied or 4-7-1 oc 4) This truss requires plate inspection per the Tooth purlins, except end verticals. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 9-11-1 oc bracing. 5) Bearing atjoint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building REACTIONS (lb/size) designer should verify capacity of bearing surface. G = 760/0-3-8 6) Provide mechanical connection (by others) of truss to B = 832/0-3-8 bearing plate capable of withstanding 250 Ib uplift at Max Horz joint G and 330 lb uplift at joint B. B = 110(load case 5) 7) "Fix heels only" Member end fixity model was used in Max Uplift the analysis and design of this truss. G _-250(load case 7) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for B =-330(load case 6) more information. 9) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering responsibility Maximum Compression/Maximum Tension solely for the truss component design shown. TOPCHORD A-B = 0/26 B-C =-1195/380 LOAD CASE(S) C-D =-875/279 D-K =-797/276 Standard E-K =-863/261 E-F =-1128/392 F-G =-1195/432 BOT CHORD B-J =-316/1022 1-1 =-284/971 H-1 =-284/971 G-H = 0/0 WEBS Igbal KAGagan, P.E. C-J =-378/279 D-J =-152/534 Florida P.E. No. 25389 E-J =-323/289 F-H =-331/1134 8850 TruSSway Boulevard NOTES (8-9) Orlando, FL 32824 1) Unbalanced roof live loads have been considered for this design. 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 St. - Design valid for use only with Mi7ek 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 responsibillity 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 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 I nuSS ype uty Ply LE3159 - Lerner Orlando - COZUMEL H40192 LE3159R R20 MHIPGIR 1 1 Job Reference o tional Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 1 r -1-0-0 4-10-0 9-6-13 14-11-11 20-0-0 i 1-0-0 4-10-0 4-8.13 5-4-14 5-0-5 Scale = 1:36.4 5x5 = - 3x4 = 2x3 11 3x9 = 5.00 12 O L D - M E F Ivi2rv,4 W B B2 Li 4x6 = K J I H 2x3 11 3x4 = 3x10 M1120H = 5x12 = 2x4 11 1 4-8-4 9$13 14.11-11 20-0-0 4-8-4 4-10-9 5-4-14 + 5-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL , 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.22 H-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.39 H-J >603 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 95 lb LUMBER chord live load nonconcurrent with any other live loads. TOP CHORD 2 X 4 SYP No.2ND 4) All plates are MT20 plates unless otherwise BOT CHORD 2 X 4 SYP No.2ND indicated. WEBS 2 X 4 SYP No.3 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 6) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 2-7-1 oc bearing plate capable of withstanding 627 lb uplift at purlins, except end verticals. joint G and 590 lb uplift at joint B. BOT CHORD 7) Girder carries hip end with 0-0-0 right side setback, Rigid ceiling directly applied or 4-7-14 oc bracing. 4-10-0 left side setback, and 4-10-0 end setback. 8) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. G = 1309/0-3-8 9) Hanger(s) or other connection device(s) shall be B = 1317/0-3-8 provided sufficient to support concentrated load(s) 215 Max Horz lb down and 119 lb up at 4-10-0 on bottom chord. The B = 143(load case 5) design/selection of such connection device(s) is the Max Uplift responsibility of others. G =-627(load case 3) 10) In the LOAD CASE(S) section, loads applied to the B =-590(load case 3) face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 12) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering A-B = 0/22 B-C =-2713/1184 responsibility solely for the truss component design C-L =-3299/1575 D-L =-3299/1575 shown. D-M =-2489/1189 E-M =-2489/1189 E-F =-2489/1189 F-G =-1242/655 LOAD CASE(S) 4A�,�� BOT CHORD Standard B-K =-1113/2427 J-K =-1108/2401 Regular: Lumber Increase=1.25, Plate Increase=1.25 I-J =-1575/3299 H-1 =-1575/3299 1) Uniform Loads (plf) G-H = 0/0 Vert: B-K=-20, G-K=-33(F=-13), A-C=-60, WEBS C-F=-98(F=-38) C-K =-70/360 D-J =-226/291 Concentrated Loads (lb) lgbal KAGagan, P.E. E-H =-557/452 C-J =-510/979 Vert: K=-215(F) Florida P E. NO. 25389 D-H =-867/413 F-H =-1291/2702 8850 Trussway Boulevard NOTES (11-12) Orlando, FL 32824 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=S.Opsf, BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. March 10,2006 2) Provide adequate drainage to prevent water ponding. WARNING - Ver{ jy design parameters and READ NOTES ON THIS AND INCLUDED ffiTER 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 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 BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSS: 8850 Trussway Blvd. wwp Orlando, FL 32824 (407) 857 2777 i l I LE3159R vol IMVAL I 1 1 LOADING (psf) SP TCLL 20.0 Pla TCDL 10.0 Lu BCLL 0.0 Re 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 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 127/4-0-0 C = 127/4-0-0 Max Horz A = 73(load case 6) Max Uplift A = 40(load case 6) C = 71(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -44/29 B-C = -95/86 BOTCHORD A-C = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; 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. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 2x3 II 4-0-0 tu 3x3� 4-0-0 2x3 11 ' 4-0-0 ACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES tes Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 ber Increase 1.25 BC 0.17 Vert(TL) n/a n/a 999 p Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) bearing plate capable of withstanding 40 lb uplift at joint A and 71 lb uplift atjoint 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 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 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 responsibilityof the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Weight: 13 lb GRIP 244/190 H40193 16 Page 1 Scale = 1:9.6 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 Engineenr g Departn 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824. (407) 857 2777 March 10,2006 -Job Truss Truss Type Uty y LE3159-Lennar Orlando - COZUMEL H40194 LE3159F F01 B B 1 1 Job Reference (optional) - Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:25 2006 Page 1 0-1-8 11-3- 1 S{e8 aH = 1:34.0 1.5X3 11 4x6 = _ 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 1.5x3 A B C D E F G H I. J �I FMS V t 1 11 1 R O P O N M L 3x6 = 4x6 = 3x5 = 3x3 = 1.54 11 1.5x3 13x3 = 3x5 = 4x6 = 3x6 = 0-9-8 19-7-0 9-9-8 + 9-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.40 O-P >581 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.70 O-P >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 K n/a n/a BCDL 5.0, Code FBC2004ITP12002 (Matrix) Weight: 98 lb LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP DSS 2) Attach ribbon block to truss with 3-10d nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 4-7-10 oc 4) Plates checked for a plus or minus 0 degree rotation purlins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 10-0-0 oc bracing. the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. T = 1153/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1153/0-3-8 or restrained by other means. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility T-U = -41/0 A-U = -41/0 solely for the truss component design shown. K-V = -41/0 J-V = -41/0 A-B = -2/0 B-C =-2486/0 LOAD CASE(S) C-D = -4154/0 D-E =-5082/0 Standard E-F =-5365/0 F-G =-5082/0 G-H =-4154/0 H-1 =-2486/0 I-J = -2/0 BOTCHORD S-T = 0/1452 R-S = 0/3487 Q-R = 0/4791 P-Q = 0/5365 --�� O-P = 0/5365 N-O = 0/5365 M-N = 0/4791 L-M = 0/3487 K-L = 0/1452 WEBS B-T =-1819/0 B-S = 0/1346 Igbal KAGagan, P.E. C-S =-1303/0 C-R = 0/868 Florida P.E. No. 25389 D-R = -829/0 D-Q = 0/510 I-K =-1819/0 I-L = 0/1346 8850 TruSSWaj/ Boulevard H-L =-130310 H-M = 0/868 Orlando, FL 32824 G-M = -829/0 G-N = 0/510 E-P =-1961221 F-O =-196/221 E-Q =-640/68 ' F-N =-640/68 March 10,2006 WARNING - 9e design parameters and READ NOTES ON THIS AND INCLUD oD MITEE REFERENCE PAGE M 17473 BEFORE USE. r{f9 �9 Design valid for use only with Muck conned rs. This des gn s b—od only ,.port p (hh d for an mcl v d� al b,nldino component. A15 11186illl 8f dmi n aramenIm and ra �r Incor oration of com ononl 1i m eniloiid Qf YQII- n de31 ner- not iru5s deli ncr, Bracing shown PPl V 9� p �- P P f� Y 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity o1 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 Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ En9 neern9 Depadmenf 9411 Alcorn St. Houston TX 77093 (713) 69 16900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40195 LE3159F F02 B N 1 i Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:25 2006 Page i 0-1-8 Scale = 1:33.4 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 11 A B C D E F G H I J �1 ryE 'jlll J k2f!& E BI IN S R Q P O N M 1 L 3x6 = 4x6 = 3x5 = 3x3 = 1.54 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 19-4-0 19-4-0 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.40 O-P >575 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.70 O-P >328 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 K n/a n/a BCDL 5.0 Code FBC2004rrP12002 (Matrix) Weight: 97 Ib LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP No.1 2) Attach ribbon block to truss with 3-1 Od nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 4-8-13 oc 4) Plates checked for a plus or minus 0 degree rotation purlins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in ' Rigid ceiling directly applied or 2-2-0 oc bracing. the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. T = 1138/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1145/0-3-8 or restrained by other means. 7) CAUTION, Do not erect truss backwards. FORCES (Ib) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates T-U = -41/0 A-U = -41/0 acceptance of professional engineering responsibility J-K = -46/0 A-B = -2/0 solely for the truss component design shown. B-C =-2449/0 C-D =-4080/0 D-E =-4974/0 E-F =-5236/0 LOAD CASE(S) F-G =-4974/0 G-H =-4080/0 Standard H-1 =-2449/0 1-1 = 0/0 BOTCHORD S-T = 0/1432 R-S = 0/3432 Q-R = 0/4700 P-Q = 0/5236 O-P = 0/5236 N-O = 0/5236 M-N = 0/4700 L-M = 0/3431 K-L = 0/1433 WEBS B-T =-1794/0 B-S = 0/1323 C-S =-1280/0 C-R = 0/845 Iqbal H.AGagan, P.E. D-R = -807/0 D-Q I-K =-1798/0 I-L = 0/488 = 0/1322 Florida P.E. No. 25389 H-L =-1279/0 H-M = 0/845 8850 Trussway Boulevard G-M = -807/0 G-N = 0/487 Orlando, FL 32824 E-P =-186/207 E-Q =-592173 F-O =-186/207 F-N =-592173 March 10,2006 En ineenn Department WARNING - Ver{jy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII.7473 BEFORE USE. 9 9 P St Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Hou941 ston, Alcorn 7 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 is for lateral support of individual web members on Additional temporary bracing to insure stability dune construction is the res onsibilli of the 8850 691 6900 Pp ry. P ry g fi' g p g Orlando, do, FL 2 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qgzoop 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'Onono Drive, Madison, WI 53719. Job I ru LE3159F F03 Trussway, Orlando, FI BT 1 I 1 s A 1.5x3 = B 3x3 = i 1-6-8 i 040 D H40197 Scale = 1:7.3 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 D "" 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 C-D >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 11 lb LUMBER more information. TOP CHORD 4 X 2 SYP No.2ND 8) NOTE: The seal on this drawing indicates BOT CHORD 4 X 2 SYP No.2ND acceptance of professional engineering responsibility WEBS 4 X 2 SYP No.3 solely for the truss component design shown. BRACING LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-1-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 100/0-3-8 D = 100/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-D = -92/0 B-C = 0/8 A-B = 0/0 BOTCHORD C-D = 0/0 WEBS B-D , = 0/0 NOTES (7-8) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance i inspection. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. lgbal KAGagan, P.E. 4) Recommend 2x6 strongbacks, on edge, spaced at Florida P.E. No. 25389 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or 8850 Trussway Boulevard restrained by other means. Orlando, FL 32824 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. March 10,2006 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MTTERREFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn 7 Applicability of design aromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, bu 77093 PP Y 9 P P P P P P tY 9 9 9 9 8850 Trussway sway TRis 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Orlando, o, L 32 - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison; WI 53719. - - Job Truss Truss Type Uty y LE3159-LennarOrlando -COZUMEL H40198 LE3159F F05 B B Job Reference (optional) Trussway, O undo, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:25 2006 Page 1 0-1-8 H 1-3-0� I 0-10-0� 0�' 8 Sc518 = 1:19.8 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x3 = 1.5x3 I I A B C D E F TI G H cl L L q M L K3x3 = J 3x3 = 3x3 = 3x3 = 3x5 = 3x5 = 11-7-0 11-7-0 i Plate Offsets X,Y : 1:0-2-0 Ede N:0-2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 L >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.10 L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horc(TL) 0.03 1 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 60 lb LUMBER 3) This truss requi ei the Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. pudins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates N = 673/0-3-8 acceptance of professional engineering responsibility 1 = 673/0-3-8 solely for the truss component design shown. FORCES (Ib) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD N-O = -39/0 A-O = -38/0 I-P = -39/0 H-P = -38/0 A-B = -2/0 B-C =-1280/0 C-D =-1833/0 D-E =-1833/0 E-F =-1833/0 F-G =-1280/0 G-H = -2/0 BOTCHORD M-N = 0/826 L-M = 0/1699 K-L = 0/1833 J-K = 0/1699 -J = 0/826 WEBS G-1 =-1033/0 B-N =-1033/0 G-J = 0/591 B-M = 0/591 lqbal KAGagan, P.E. F-J = -545/0 C-M = -545/0 F-K =-34/337 C-L =-34/337 Florida P.E. No. 25389 D-L = -149/0 E-K = -149/0 8850 Trussway Boulevard NOTES (7-8) Orlando, FL 32824 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to March 10,2006 flat face. WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-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 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 Qualify Criteria, DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type ty Ply LE3159 - Lennar Orlando - COZUMEL H40199 LE3159F F06 B B 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fit Mar 10 07:19:26 2006 Page 1 0-1-8 H ' 1-3-0 , 1� 0I�8 scal9 = 1:18.4 1.5x3 11 3x3 = .. - 3x3 = 1.5x3 II 3x3 = 3x3 = 1.5x3 II A B c D E F G N O L L 0 L K J 3x3 = 13x3 = 3x3 = 1.5x3 11 3x5 = - 3x5 = 1D-9-0 10-9-0 Plate Offsets X Y : H:0-2-0,Ed e , M:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.07 I-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.11 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 H n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 55 lb LUMBER Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates M = 623/0-3-8 acceptance of professional engineering responsibility H = 623/0-3-8 solely for the truss component design shown. FORCES (lb) . LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD M-N = -39/0 A-N = -39/0 H-O = -39/0 G-O = -39/0 A-B = -2/0 B-C =-1154/0 C-D =-1555/0 D-E =-1555/0 E-F =-1158/0 F-G = -2/0 BOT CHORD L-M = 0/756 K-L = 0/1555 J-K = 0/1555 I-J = 0/1513 H-1 = 0/760 --� WEBS F-H = -951/0 B-M = -946/0 F-I = 0/518 B-L = 0/517 E-1 = -462/0 C-L = -517/0 lqbal KAGagan, P.E. E-J =-99/258 C-K =-47/111 D-J = -100/1 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (7-8) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE$ REFERENCE PAGE MIT-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, 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. - 9411 Alcorn St Houston, TX 77093 - (713) 691 6900 8850 Trussway Blvd. TRLISWW Orlando, FL 32824 _ (407) 857 2777 o toss russ Type ty y LE3159-Lennar Orlando - COZUMEL H40200 LE3159F F06A B B 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 H l 1-- 3 0 1-1-0 S le = 1:18.7 2x3 11 1.5x3 11 3x3 = 3x3 = 3x3 = 2x3 11 5x5 = A B C D3x3 = E F G L W qN O M L K J 13x5 = H 3x3 = 1.54 11 1.54 11 3x3 = 1.5x3 11 3x5 = 10-5-8 10.9-0 10-5-8 - 0-3-8 Plate Offsets X Y : G:0-1-8,Ed e , N:0-2-0,Ec1e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.05 J-K >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.09 J-K >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 56 lb LUMBER Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 8) CAUTION, Do not erect truss backwards. N = 609/0-3-8 9) NOTE: Refer to yellow bracing and/or T-1 sheet for G = 616/0-3-0 more information. 10) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering Maximum Compression/Maximum Tension responsibility solely for the truss component design TOP CHORD shown. N-O = -38/0 A-O = -38/0 G-H = Of7 A-B = -2/0 LOAD CASE(S) B-C =-1117/0 C-D =-1508/0 Standard D-E =-1378/0 E-F = -646/0 F-G = -650/0 BOTCHORD M-N = Of739 L-M = 0/1508 K-L = 0/1508 J-K = 0/1508 0 WEBS G-1 = 0/806 B-N = -924/0 E-1 = -723/0 B-M = 0/492 E-J = 0/263 C-M = -501/0 lgbal D-J = -273/0 C-L =-52/152 KAGagan, P.E. D-K =-137/69 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (9-10) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE AM-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 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 responsibillify of the erector. Additional permonenl bracing of the overall structure is the responsibilily of the building designer. r-or 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 Trass Plate Institaie. 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom Sl. Houston, TX 77093 (713) 691 6900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 o toss uss ype ty y H40201 LE3159F F07B Trence TIELennarOlando-COZUMEL (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 H ' 1r 3 0 1-2-8 le to S = 1:21.1 2x3 11 1.5x3 11 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 2x3 11 5x5 = A B c D E TI F G H L W 4 0 N M L K J I 3x5 = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x5 = 1.5x3 11 11-10-0 12-1-$ - 11-10-0 0-3-8 Plate Offsets X,Y : H:0-1-8,Ec1e , 0:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00. TC 0.40 Vert(LL) -0.07 L >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.12 L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 H n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) inspection Weight: 62 lb LUMBER 3) This truss requi plate — d re Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 8) CAUTION, Do not erect truss backwards. 0 = 692/0-3-8 9) NOTE: Refer to yellow bracing and/or T-1 sheet for H = 699/0-3-0 more information. 10) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering Maximum Compression/Maximum Tension responsibility solely for the truss component design TOP CHORD shown. O-P = -39/0 A-P = -39/0 H-I = 0/6 A-B = -2/0 LOAD CASE(S) B-C =-1325/0 C-D =-1941/0 Standard D-E =-1941/0 E-F =-1682/0 F-G = -750/0 G-H = -755/0 BOTCHORD N-0 = 0/850 M-N = 0/1770 L-M = 0/1941 K-L = 0/1941 J-K = 0/1397 1-1 = 0/0 --�� WEBS H-J = 0/936 B-0 =-1063/0 F-J = -842/0 B-N = 0/618 F-K = 0/386 C-N = -580/0 lgbal H.AGagan, P.E. E-K = -416/0 C-M = -5/396 D-M = -150/0 E-L = -94/61 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (9-10) Orlando, FL 32824 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only Wth 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 responsibility 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 ANSIAPil Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 TRUSSM 8850 Trussway Blvd. op Orlando, FL 32824 (407) 857 2777 =Job Truss I ru ss I ype Qty Ply LE3159 - Lennar Orlando - COZUMEL H40202 LE3159F F08 B N 1 1 Job Reference (optional)- Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 1-1 1-3-0 I 0-10-8 a� ' Scble = 1:13.8 1.5x3 11 1.5x3 11 1.54 11 2x3 II 5x5 = 2x3 II A B 3x3 = - C D E 3x3 = F G - 1 L W 4 ry O 3x3 = 3x3 — K J I H 3x3 = 1.54 11 3x5 = 7-9-0 7-9-0 + 0-3-8 Plate Offsets X,Y : G:0-1-8,Ed e , L:0-2-0,Ed e LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.02 I-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.04 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 43 lb 4) Plates checked foi a plus or minus E) degree rotation LUMBER about its center. TOP CHORD 4 X 2 SYP No.2ND 5) "Fix heels only" Member end fixity model was used in BOT CHORD 4 X 2 SYP No.2ND the analysis and design of this truss. WEBS 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Structural wood sheathing directly applied or 6-0-0 oc 7) Gap between inside of top chord bearing and first pudins, except end verticals. diagonal or vertical web shall not exceed 0.500in. BOT CHORD 8) CAUTION, Do not erect truss backwards. Rigid ceiling directly applied or 10-0-0 oc bracing. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 10) NOTE: The seal on this drawing indicates L = 447/0-3-8 acceptance of professional engineering G = 454/0-3-0 responsibility solely for the truss component design shown. FORCES (lb) Maximum Compression/Maximum Tension LOAD CASE(S) TOP CHORD Standard L-M = -62/0 A-M = -61/0 G-H = -2/4 A-B = -4/0 B-C = -794/0 C-D = -794/0 D-E = -794/0 E-F = -434/0 F-G = -438/0 BOTCHORD K-L = 0/501 J-K = 01794 n I-J = OR83 H-1 = 0/0 ` l� WEBS G-1 = 0/541 B-L = -624/0 E-I = -454/0 B-K = 0/390 E-J =-721159 C-K = -185/0 D-J = -75/10 Igbal KAGagan, P.E. NOTES (9-10) Florida P.E. No. 25389 1) Unbalanced floor live loads have been considered for 8850 Truss Way Boulevard this design. 2) Attach ribbon block to truss with 3-10d nails applied to Orlando, FL 32824 flatface. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. March 10,2006 WARNING - Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 7 g y g y P P g 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 T—way Blvd. TRUSSWN erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 np - 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'Onofno Drive, Madison, WI 53719. - - Job Truss Truss Type y LE3159-Lennar Orlando-COZUMELH40203 71'Y LE3159F F13 B N 1 Job Reference (optional) Trussway, Orando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 0-1-8 H 1 1-3-0 1-1-0 1-0 Scale = 1:33.4 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 11 A B C D E F G H J 1 I 19 14 S R Q P O N M L 3x6 = 4x6 = 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 19 4-0 19-4-0 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.49 O-P >471 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.85 O-P >269 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 K n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 95 Ib LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP DSS 2) Attach ribbon block to truss with 3-10d nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 3-10-5 oc 4) Plates checked for a plus or minus 0 degree rotation purlins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 10-0-0 oc bracing. the analysis and design of this truss. 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 REACTIONS (lb/size) oc and fastened to each truss with 3-16d nails. T _ 1138/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1145/0-3-8 or restrained by other means. 7) CAUTION, Do not erect truss backwards. FORCES (lb) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates T-U = -42/0 A-U = -42/0 acceptance of professional engineering responsibility J-K = -46/0 A-B = _ -3/0 solely for the truss component design shown. B-C =-2778/0 C-D =-4630/0 D-E =-5642/0 E-F =-5942/0 LOAD CASE(S) F-G =-5642/0 G-H =-4630/0 Standard H-1 =-2778/0 1-1 = 0/0 BOTCHORD S-T = 0/ Q-R = 0/5333 5333 R-S = 0/3894 P-Q = 0/59425942 O-P = 0/5942 N-O = 0/5942 �---i M-N = 0/5333 L-M = 0/3893 K-L = 0/1626 WEBS B-T =-1950/0 B-S = 0/1429 C-S =-1384/0 C-R = 0/913 Igbal KAGagan, P.E. D-R = -871/0 D-Q = 0/524 Florida P.E. No. 25389 I-K =-1954/0 I-L = 0/1429 H-L =-1383/0 H-M = 0/913 8850 TruSSWay Boulevard G-M = -872/0 G-N = 0/524 Orlando, FL 32824 E-P =-192/215 E-Q =-645/79 F-O =-192/215 F-N =-645/79 March 10,2006 A WARNING -verify design parameters and READ NOTES ON TBIS AND DVCLUDED DDTER REFERENCE PAGE 6fII-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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093- (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply LE3159 - Lerner Orlando - COZUMEL H40204 LE3159F F15 B B 1 1 Job Reference (optional) Trussway, Orlando, FI - 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 0-1-8 F-i l 1-3-0 130 n8 Sc�IA = 1:11i.4 1.5x3 11 3x3 = 3x3 = 1.5x3 II 3x3 = 3x3 = 1.5x3 A B C D E F G O L L 4 L K J 3x3 = 13x3 = 3x3 = 1.50 11 3x5 = 3x5 = 10-9-0 10-9-0 Plate Offsets X Y : H:0-2-0,Ed e , M:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.07 W >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.12 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 54 lb LUMBER Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates M = 623/0-3-8 acceptance of professional engineering responsibility H - 623/0-3-8 solely for the truss component design shown. FORCES (lb) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD M-N = -40/0 A-N = -39/0 — H-O = -40/0 G-O = -40/0 A-B = -3/0 B-C =-1309/0 C-D =-1765/0 D-E =-1765/0 E-F =-1314/0 F-G = -3/0 BOTCHORD L-M = 0/858 K-L = 0/1765 J-K = 0/1765 1-1 = 0/1717^. H-1 = 0/862 WEBS F-H =-1033/0 B-M =-1028/0 F-I = 0/560 B-L = 01559 E-1 = -500/0 C-L = -561/0 lgbal KAGagan, E-J =-107/279 C-K =-47/111 P.E. D-J = -100/0 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (7-8) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d nails applied to flatface. March 10,2006 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bff7.74" 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 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/TPI1 Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. - Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 TRUS'i 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job I russ TrussType Qty Ply LE3159 - Lennar Orlando - COZUMEL H40205 LE3159F F16 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 DO NOT TURN TRUSS END FOR END H 11_ 300-Q-4 r1-312 0-01r8 Sdile = 1:36.5 3x3 = 3x3 = 3x3 11 4x6 = 3x5 = 3x5 = 1.5x3 11 1.5x3 11 3x3 = 3x6 FP= 3x5 = 4x6 = 1.5x3 I A B C D E F G H I J K L M 9 1ZI� X V - U T s R Q P O N 3x6 II - 3x9 = 3x6 FP= 3x5 = 3x4 = 3x3 = 3x3 = 3x5 = 4x6 = 3x7 = 2x6 SP= 4x6 = �1-7-12 10-6-8 21-1-0 1-7-12 8-10-12 10-6-8 Plate Offsets X,Y : N:0-4-0,Ed e , S:0-1-8,Ed a W:0-3-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.43 Q-R >535 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.76 Q-R >306 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.10 W n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 107 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND A-W = -121/0 C-W =-1805/0 BOT CHORD 4 X 2 SYP No.2ND *Except* C-V = 0/1360 D-V =-1311/0 B2 4 X 2 SYP DSS D-T = 0/840 E-T = -851/0 WEBS 4 X 2 SYP No.3 E-S = 0/862 F-S = -340/0 L-N =-1814/0 L-O = 0/1343 BRACING K-O =-1296/0 K-P = 0/855 TOP CHORD J-P = -833/0 J-Q = 0/405 Structural wood sheathing directly applied or 4-2-2 oc H-Q = -380/0 G-R =-153/114 purlins, except end verticals. H-R = -440/341 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES (9-10) Except: 1) Unbalanced floor live loads have been considered for 6-0-0 oc bracing: W-X. this design. 2) Attach ribbon block to truss with 3-10d nails applied REACTIONS (lb/size) to flat face. N = 114610-3-8 3) This truss requires plate inspection per the Tooth W _ - 1341/0-3-8 Count Method when this truss is chosen for quality Max Grav assurance inspection. N = 1150(load case 3) 4) Plates checked for a plus or minus 0 degree rotation W = 1341(load case 1) about its center. 5) Bearing atjoint(s) N considers parallel to grain value FORCES (lb) using ANSI/TPI 1 angle to grain formula. Building Maximum Compression/Maximum Tension designer should verify capacity of bearing surface. TOP CHORD 6) "Fix heels only" Member end fixity model was used in X-Y = 0/4 A-Y = 0/4 the analysis and design of this truss. N-Z = -42/0 M-Z = -42/0 A-B = 0/99 B-C = 0/98 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. /f C-D =-2460/0 D-E =-4102/0 Strongbacks to be attached to walls at their outer ends dV E-F =-5221/0 F-G =-5221/0 or restrained by other means. G-H =-5221/0 H-1 =-5085/0 8) CAUTION, Do not erect truss backwards. I-J =-5085/0 J-K =-4133/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L =-2480/0 L-M = -2/0 more information. lqbal KAGagan, P.E. BOT CHORD 10) NOTE: The seal on this drawing indicates Florida P.E. NO. 25389 W-X = -0/0 V-W = 0/1422 acceptance of professional engineering 8850 Trussway Boulevard U-V = 0/3461 T-U = 0/3461 responsibility solely for the truss component design S-T = 0/4750 R-S = 0/5221 shown. Orlando, FL 32824 Q-R = 0/5326 P-Q = 0/4773 O-P = 0/3476 N-O = 0/1448 LOAD CASE(S) WEBS Standard B-W = -167/0 March 10,2006 A WARNING - ver(jy design parameters and READ NOTES ON THIS AND INCLUDED dHTEE REFERENCE PAGE 1KU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on 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 �'r 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 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. Job Truss Truss Type Qty Ply LE3159 - Lerner Orlando - COZUMEL H40206 LE3159F F17 B N 1 1 _ Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 0-1-8 H' 1-3-0 1-0-8 qua $ cola = 1:34.5 2x3 11 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x8 = 6x6 = A B C D E F G H I J 1 Pi VJ II N IO1 T S R Q P O N M L K 3x6 = 4x6 = 3x5 = 3x3 = 1.5x3 11 1.50 11 3x3 = 3x5 = 4x6 = 4x6 = 1.5x3 I 1 9-8-0 19-3-8 19-7 0 9-8-0 9-7-8 �1 0-3-8 Plate Offsets X,Y : J:0-1-8,Ed e , L:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.40 P-Q >573 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.70 P-Q >327 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.01 J n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 1001b LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND E-Q =-184/209 E-R - =-592170 BOT CHORD 4 X 2 SYP No.1 F-P =-189/205 F-O =-580/81 WEBS 4 X 2 SYP No.3 I-L =-1016/0 J-L = 0/1780 BRACING NOTES (9-10) TOP CHORD 1) Unbalanced floor live loads have been considered for Structural wood sheathing directly applied or 4-8-7 oc this design. purlins, except end verticals. 2) Attach ribbon block to truss with 3-10d nails applied BOT CHORD to flat face. Rigid ceiling directly applied or 10-0-0 oc bracing, 3) This truss requires plate inspection per the Tooth Except: Count Method when this truss is chosen for quality 2-2-0 oc bracing: Q-R,P-Q,O-P. assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation REACTIONS (lb/size) about its center. U = 1139/0-3-8 5) "Fix heels only" Member end fixity model was used in J = 114610-3-0 the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) 10-0-0 oc and fastened to each truss with 3-16d nails. Maximum Compression/Maximum Tension Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. U-V = -41/0 A-V = -41/0 7) Gap between inside of top chord bearing and first J-K = 0/7 A-B = -2/0 diagonal or vertical web shall not exceed 0.500in. B-C =-2452/0 C-D =-4087/0 8) CAUTION, Do not erect truss backwards. D-E =-4983/0 E-F =-5249/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for F-G =-4996/0 G-H =-4119/0 more information. H-1 =-2497/0 I-J =-1453/0 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering T-U = 0/1434 S-T = 0/3436 responsibility solely for the truss component design R-S = 0/4708 Q-R = 0/5249 shown. P-Q = 0/5249 O-P = 0/5249 N-O = 0/4731 M-N = 0/3475 LOAD CASE(S) L-M = 0/1450 K-L = Oro Standard lgbal KAGagan, P.E. WEBS Florida P.E. No. 25389 B-U =-1796/0 B-T = 0/1325 8850 Trussway Boulevard C-T =-1282/0 C-S = 0/847 D-S = -808/0 D-R = 0/489 Orlando, FL 32824 I-M = 0/1336 H-M =-1274/0 H-N = 0/838 G-N = -796/0 G-O = 0/479 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department - 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on 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 responsibilliiy 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 qqzow 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. I LE3159F IFROi 1301 1 1 2 H402071 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 2-5-7 4-9-1 7-0-12 9-10-12 12-8-12 15-0-7 17-4-1 19-9-8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 Scale = 1:34.6 6x7 = 7x10 11 6x7 = 5x12 M1120H= 4x4 = 4x4 = 6x7 = 6x7 = 3x9 11 A U B v C D W X E Y F G Z H 1 5x8 = i 3x9 11 6x7 = 6x7 = 6x7 = 44 = 4x4 = 5x12 MI120H= 6x7 = 7x10 II 6x7 = 2-5-7 4-0-1 1 7-0-12 9-10-12 12-8-12 15-0-7 17-0-1 19-9-8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 Plate Offsets X,Y : B:0-3-0,0-3-0 , D:0-3-0 0-3-0 , 1:0-3-8,0-2-8 , Q:0-3-0,0-3-0 , R:0-3-0,0-3-0 , S:0-3-0,0-3-0 , T:0-5-4,0-1-8 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0,26 P >916 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.52 P >452 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.12 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 300 lb LUMBER BOT CHORIJ 8) Provide mechanical connection (by others) bearing plate capable of withstanding 2308 lb uplift at TOP CHORD 2 X 6 SYP SS P-Q =-7002/17537 O-P =-7695/1926 joint T and 3260 lb uplift at joint K. BOT CHORD 2 X 6 SYP SS N-O =-7053/17655 M-N = 45527/1383 9) Load case(s) 1 has/have been modified. Building WEBS 2 X 4 SYP No,3 'Except' L-M =-5527/13833 K-L = M330/8335 designer must review loads to verify that they are correct W1 2 X 6 SYP No.2 WEBS for the intended use of this truss. W3 2 X 4 SYP No.2ND B-S =-5684/2240 E-Q =-4696/1949 10) "Fix heels only" Member end fixity model was used W3 2 X 4 SYP No.2ND F-P =-1243/525 G-O =-457/1202 in the analysis and design of this truss. W1 2 X 6 SYP No.2 H-N =-1298/3298 A-S =-3431/8793 11) Hanger(s) or other connection device(s) shall be W3 2 X 4 SYP No.2ND B-R =-3070/7666 E-P =-855/2128 provided sufficient to support concentrated load(s) 133 W3 2 X 4 SYP No.2ND F-O =-1983/792 G-N =-5104/2039 lb down and 58 lb up at 1-0-12, 189 lb down and 82 lb I-K =-11133/4448 D-R =-5070/2046 up at 3-0-12,and 262lb down and 1141b up at 5-0-12, BRACING D-Q =-2851/6967 I-L =-1962/4971 and 2963 lb down and 1292 Ib up at 7-0-12 on top TOP CHORD H-L =-7344/2934 chord. The design/selection of such connection Structural wood sheathing directly applied or 3-8-15 oc device(s) is the responsibility of others. purlins, except end verticals. NOTES (12-13) 12) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD 1) 2-ply truss to be connected together with 0.131"x3" more information. Rigid ceiling directly applied or 6-6-8 oc bracing. Nails as follows: 13) NOTE: The seal on this drawing indicates Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 acceptance of professional engineering REACTIONS (lb/size) oc, 2 X 6 - 2 rows at 0-4-0 oc, responsibility solely for the truss component design T = 5976/0-7-8 Bottom chords connected as follows: 2 X 6 - 2 rows at shown. K = 8160/0-7-8 0-9-0 oc. Max Uplift Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 LOAD CASE(S) T =-2308(load case 3) X 6 - 2 rows at 0-9-0 oc. Standard K _-3260(load case 3) 2) All loads are considered equally applied to all plies, Regular: Lumber Increase=1.25, Plate Increase=1.25 except if noted as front (F) or back (B) face in the LOAD 1) Uniform Loads (plf) FORCES (Ib) CASE(S) section. Ply to ply connections have been Vert: K-T=-10, A-Y=-100(F=-70), J-Y=-829(F=-799) Maximum Compression/Maximum Tension provided to distribute only loads noted as (F) or (B), Concentrated Loads (Ib) TOP CHORD unless otherwise indicated. Vert: E=-2963(F) U=-133(F) V=-189(F) W=-262(F) A-T =-5973/2317 A-U =-6583/2569 3) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; B-U =-6583/2569 B-V =-12322/4867 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; C-V =--12322/4867 C-D =-12322/4867 enclosed; MWFRS gable end zone; cantilever left and D-W =-17537/7002 W-X =-17537/7002 right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. E-X =-17537f7002 E-Y =-1926417695 4) Provide adequate drainage to prevent water ponding. F-Y =-19264/7695 F-G =-17655/7053 5) This truss has been designed for a 10.0 psf bottom ___ __ --• G-Z =-13833/5527 H-Z =-13833/5527 chord live load nonconcurrent with any other live loads. H-1 =-8335/3330 I-J = 0/0 6) All plates are MT20 plates unless otherwise J-K =-726/299 indicated. Igbal KAGagan, P.E. BOT CHORD 7) This truss requires plate inspection per the Tooth S-T = -0/0 R-S =-2569/6583 Count Method when this truss is chosen for quality Florida P.E. NO. 25389 Q-R =-4867/12322 assurance inspection. 8850 Trussway Boulevard March 10,2006 Orlando, FL 32824 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 6Ib7473 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. H411 Alcorn 7 9 Y 9 Y P P 9 P Houston, TX 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. 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. - 0 . i LE3159F Trusswe FR02 IFLAT 1 n Job Reference 6.200 s Jul 13 2005 1-7-2 + 6-5-14 8-1-0 1-7-2 4-10-11 1-7-2 A 6x6 = B 3x6 = C2x3 II D 3x6 = H40208 Scale = 1:13.6 3x5 = E 4X6 — F 3x5 = - 6x6 = 1-7-2 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 'Except' W5 2 X 4 SYP No.2ND W3 2 X 4 SYP No.1, W3 2 X 4 SYP No. 1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L = 2351/0-3-8 G = 2351/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-L =-2114/0 A-B =-4189/0 B-C =-6570/0 C-D =-6570/0 D-E =-4203/0 E-F = -651/0 F-G = -587/0 BOTCHORD K-L = 0/685 J-K = 0/4189 1-J = 0/6570 H-1 = 0/6570 G-H = 0/4203 WEBS A-K = 0/3815 B-J = 0/2550 E-G =-3868/0 B-K =-1689/0 E-H = 0l732 D-H =-2534/0 C-J = -933/0 D-1 = -30/48 CSI DEFL in (loc) I/deft Ud TC 0.59 Veri -0.08 I-J >999 360 BC 0.53 Vert(TL) -0.13 I-J >705 240 WB 0.51 Horz(TL) 0.03 G n/a n/a 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: G-L=-10, A-F=-593(F=-483) WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII.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 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 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 Crileria, DSB-89 and BCSII Building Component Safety Information available from Truss Plcte Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 69 lb k� 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 6900 �'i 8850 Trussway Blvd. Orlando, FL 32824 - (407) 857 2777 Job Truss runs ype y LE3159 - Lennar Orlando - COZUMEL H40209 LE3159F FR03 FLOOR 1 Job Reference (optional) Trussway, Orlando, FI _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 2-3-4 4-4-12 6-8-0 2-3-4 2-1-8 2-3-4 Scale = 1:11.4 A 5x8 = B 3x5 = C 5x7 = I D 2x3 11 Tt W1Lj W 1 W W1 W W1 B1 G F 5x7 = 3x5 = 2x3 11 5x8 = 2-3-4 4-4-12 6-8-0 2-3-4 2-1-8 2-3-4 Plate Offsets X,Y : A:0-3-4,0-2-11 E:0-3-4,0-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.08 F-G >936 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.12 F-G >624 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 E n/a n/a BCDL 5.0 Code FBC20011ANSI95 (Matrix) luads Weight: 601b LUMBER 2) All are ml equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD TOP CHORD 2 X 4 SYP No.2ND CASE(S) section. Ply to ply connections have been BOT CHORD 2 X 4 SYP No.2ND provided to distribute only loads noted as (F) or (B), WEBS 2 X 4 SYP No.3 *Except* unless otherwise indicated. W2 2 X 4 SYP No.2ND 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. BRACING 4) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-16d nails. Sheathed or 4-8-2 oc purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 460 REACTIONS (lb/size) Ib down at 6-2-4 on top chord. The design/selection of H = 2239/0-3-8 such connection device(s) is the responsibility of others. E = 2651/0-3-8 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 7) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering responsibility TOP CHORD solely for the truss component design shown. A-H =-2134/0 A-B =-4927/0 B-C =-5047/0 C-1 = 0/0 LOAD CASE(S) D-1 = 0/0 D-E =-1054/0 Standard BOT CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 G-H = 0/0 F-G = 0/4927 1) Uniform Loads (plf) E-F = 0/5047 Vert: A-D=-685(F=-575), E-H=-10 WEBS Concentrated Loads (Ib) A-G = 0/5136 C-E =-5261/0 Vert:1=-460(F) B-G =-1515/0 C-F = -124/0 — B-F = 0/125 NOTES (6-7) 1) 2-ply truss to be connected together with 0.131"xY Igbal KAGagan, P.E. Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-7-0 Florida P.E. No. 25389 oc - 8850 Trussway Boulevard Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 Orlando, FL 32824 oc Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. March 10,2006 A& wARNING - verVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MZT-7473 BEFORE USE. Engineenng Department _ Design valid for use only with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, on,AlcT St. 9 Y 9 �' P P g P Houston, 77093 Applicability of design paramenfers and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 691 696900 �i( 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. USS 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) 357 2777 - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - Job Truss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40210 LE3159F FR0,4 FLOOR 1 2 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 2-4-2 4-10-0 7-3-14 9-5-0 24-2 2-5-14 2-5-14 2-4-2 Scale = 1:16.7 2x3 II A 4x9 = B 3x6 = O 3x5 = D 4x6 = E 2x4 II 4x6 = 2-4-2 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 `Except' W2 2 X 4 SYP No.2ND BRACING TOPCHORD Sheathed or 3-8-1 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 3258/0-4-0 F — 3258/0-6-0 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-J 2440/0 A-B =-6347/0 B-C =-8674/0 C-D =-6320/0 D-E = 0/0 E-F = -153/0 BOTCHORD 1-J = -0/0 H-1 = 0/6347 G-H = 0/8674 F-G = 0/6320 WEBS A-1 = 0/6746 B-I = -986/0 B-H = 0/2443 C-H = 0/517 C-G =-2471/0 D-G = 0/2030 D-F =-6717/0 NOTES (5-6) 1) 2-ply truss to be connected together with 0.131 "xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2-5-14 2-5-14 2-4-2 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.57 Vert(LL) -0.14 H >801 360 MT20 244/190 BC 0.64 Vert(TL) -0.21 H >534 240 WB 0.83 Horz(TL) 0.02 F n/a n/a (Matrix) Weight: 105 lb 2) All loads-are-consideied equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: A-E=-110, F-J=-585(F=-575) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEE REFERENCE PAGE MIT- 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 paromenfers 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 tobncafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 4AVlf--- lqbal 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 YRUSPAW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type uty Ply LE3159 - Lennar Orlando - COZUMEL H40271 LE3159F FR05 _ FLAT TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc.. Fri Mar 10 07:19:28 2006 Page 1 10-0-0 10-0-0 Scale = 1:17.3 2x3 11 2x3 11 2x3 11 2x3 II - 3x4 = 2x3 11 2x3 11 2x3 11 A B C D E - F G H 12x3 II T1 1 B1LJ Li Ll Li Li 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 10-0-0 10-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n1a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 39 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.3 E-O = 0/0 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 NOTES (7-8) OTHERS 2 X 4 SYP No.3 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 2) Gable requires continuous bottom chord bearing. Structural wood sheathing directly applied or 10-0-0 oc 3) Truss to be fully sheathed from one face or securely purlins, except end verticals. braced against lateral movement (i.e. diagonal web). BOT CHORD 4) Gable studs spaced at 1-4-0 oc. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 6) Recommend 2x6 strongbacks, on edge, spaced at R = 55/10-0-0 10-0-0 oc and fastened to each truss with 3-16d nails. J = 9/10-0-0 Strongbacks to be attached to walls at their outer ends Q = 168/10-0-0 or restrained by other means. P = 159/10-0-0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for O = 160/10-0-0 more information. N — 160/10-0-0 8) NOTE: The seal on this drawing indicates M = 158/10-0-0 acceptance of professional engineering responsibility L = 167/10-0-0 solely for the truss component design shown. K = 128/10-0-0 LOAD CASE(S) FORCES (lb) Standard Maximum Compression/Maximum Tension TOP CHORD A-R = -51/0 A-B = 0/0 B-C = 0/0 C-D = 0/0 D-E = 0/0 E-F = 0/0 F-G = 0/0 G-H = 0/0 H-1 = 0/0 1-J = -9/0 BOTCHORD Q-R = 0/0 P-Q = 0/0 lqbal KAGagan, P.E. O-P = 0/0 N-O = -0/0 Florida P.E. No. 25389 M-N = 0/0 L-M = Oro K-L = 0/0 J-K = 0/0 8850 Trussway Boulevard WEBS Orlando, FL 32824 B-Q = -154/0 C-P = -146/0 D-O = -14710 E-N = -147/0 F-M = -145/0 G-L = -153/0 H-K = -117/0 March 10,2006 WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AffT7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT 7 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss desi ner. Bracing shown Houston, 6977093 PP Y 9 P P P P P P Y 9 9 9 9 8850 Tru sway 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/TPIT 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 ype Qty Ply LE3159-Lerner Orlando - COZUMEL H40212 LE3159F FR06 301 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:29 2006 Page 1 - A 2x3 II B 2x3 II 4-8-8 C 2z4 II D 2x3 II E &3 II 4-8-8 Scale: 1.5"=1' T1 W1 ST1 ST1 ST1 W1 B1 2x3 II 2x3 II - 4-8-8 2x3 II 2x3 II 2x3 II 4.8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 181b LUMBER more information. TOP CHORD 2 X 4 SYP No.3 5) NOTE: The seal on this drawing indicates BOT CHORD 2 X 4 SYP No.3 acceptance of professional engineering responsibility WEBS 2 X 4 SYP No.3 solely for the truss component design shown. OTHERS 2 X 4 SYP No.3 LOAD CASE(S) BRACING Standard TOP CHORD Sheathed or 4-8-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 62/4-8-8 F = 25/4-8-8 1 = 159/4-8-8 H = 168/4-8-8 G = 117/4-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-J = -57/0 A-B = -7/0 B-C = -7/0 C-D = -7/0 D-E = -7/0 E-F = -19/0 BOTCHORD I-J = Of7 H-1 = 0/7 G-H = 0/7 F-G = 0/7 WEBS B-I = -145/0 C-H = -154/0 •�j/j_ NOTES (4-5) 1) Gable requires continuous bottom chord bearing. "Fix lgbal KAGagan, P.E. 2) heels only" Member end fixity model was used in the analysis and design of this truss. Florida P.E. No. 25389 3) Recommend 2x6 strongbacks, on edge, spaced at 8850 TruSSWay Boulevard 10-0-0 oc and fastened to each truss with 3-16d nails. Orlando, FL 32824 Strongbacks to be attached to walls at their outer ends or restrained by other means. March 10,2006 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT. 7473 BEFORE USE. Engineering Department Design valid for use only with M*Tek 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 ��w PP Y 9 P P p P P P Y 9 9 9 9 (713)6916900 IRUSSIrONY 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job Truss toss ype city y LE3159 - LennarOdando-COZUMEL H40213 LE3159F FR07 301 1 1 Job Reference (optional) Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:29 2006 Page 1 8-8-8 8-8-8 1 Scale = 1:15.0 2x3 11 2x3 11 2x3 11 2x3 11 A2x3 II B2x3 II C D E2x3 II F2x3 II G H T1 B1 SEMEN= 2x3 2x3 2x3 11 2x3 d 2x3 11 2x3 11 2x3 11 2x3 11 B-8-8 8-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,00 1 n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 33lb LUMBER braced against lateral movement (i.e. diagonal web). TOP CHORD 2 X 4 SYP No.3 3) Gable studs spaced at 1-4-0 oc. BOT CHORD 2 X 4 SYP No.3 4) "Fix heels only" Member end fixity model was used in WEBS 2 X 4 SYP No.3 the analysis and design of this truss. OTHERS 2 X 4 SYP No.3 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Sheathed or 6-0-0 oc purlins, except end verticals. 6) 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. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility REACTIONS (lb/size) solely for the truss component design shown. P = 61/8-8-8 1 = 23/8-8-8 LOAD CASE(S) O = 161/8-8-8 Standard N = 160/8-8-8 M = 160/8-8-8 L = 158/8-8-8 K =. 16718-8-8 J = 119/8-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-P = -56/0 A-B = -6/0 B-C = -6/0 C-D = -6/0 D-E = -6/0 E-F = -6/0 F-G = -G-H = -6/0 H-1 = -18/18/0 /% BOTCHORD V O-P = 0/6 N-O = 0/6 M-N = 0/6 L-M = 0/6 K-L = 0/6 J-K = 0/6 Iqbal H.AGagan, P.E. I-J = 0/6 WEBS Florida P.E. No. 25389 B-O = -147/0 C-N = -147/0 8850 Trussway Boulevard D-M = -147/0 E-L = -145/0 Orlando, FL 32824 F-K = -153/0 G-J = -112/0 NOTES (6-7) 1) Gable requires continuous bottom chord bearing. March 10,2006 WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED iHITEK REFERENCE PAGE bW-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/TPII Quality Criteria,. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onol Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRLrjg= . 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. Q 1/16' *For 4 x 2 orientation, locate plates 0-1n6' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4 X The first dimension is the width 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 output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings ,Ono (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building_ Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ' Connected Wood Trusses. 0 O x U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 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® 3 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 p 4. Cut members to bear tightly against each other. x 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/TPI1. 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® r b =Cs-. FRO5 t0 to If) t1) O O Lam. O 04 N Li BRG WALL FR01 !2-PLr) � 11 R20(1-PLr) a > ' J02 R10 (1-PLr) I h FLOOR HANGER SCHEDULE MARK DESCRIP770M SIMPSON USP FH7 LUS410 JUS410 FH2 HU48 HD48 A7•13 HHUS48 THD48 FH4 HGUS410 7HDH410 FH5 77-IA222-2 MSH222-2 fH6 7H4422 MSH422 F7-17 7U4421-2 MSH422-2 FH8 I ------- MSH179 FH9 77iA/212 MSH222 fH10 71iA413 MSH413 M!1STrussway 91AY. LTD -Blvd Orlando, FL 82824 (407) Bb7-2777 (407)�8b7-786b PIS \1I - - - Y�JO 7RU55 (0.148 x J 114" P-nail ME -AWLS O �' 7tSP d• BOTMW CHORD CONN 7M.. /N7D4-£ND& GRVN OF (NAILS 7HROOGH 84CK S/DE OF - - MOAO TRUSS AREwNOS�ALLOWED) f 4 MOWO - A. ...., - - - (O 14B'x3T 1 /4 P-moo/) 7oE niaLs 0LLMP a ..,. REFER f0 SHT."T-1" CK 'o" A cH-n-AWL (12J oINFORMATION! O/kDER /NIU THE H/P C/RDER TRUSS FOR=IMPORTANT JACK :. DATE 110710J J03 V ALL MARKS MAY NOT BE USED. ffi J03A J01 DRAWN BY ES n (/z)� - (o.14eX3 ///4-P-no;i)) 7oE-Awes o O C Y6P & B077UY CHORD CONNL'C710N v J02 to J02 04 y, 5 J01 J01 0 0 EL EI II TION 8 & C ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON USP RH1 LUS24 JUS24 RH2 7 LUS26 ✓US26 RH3 HUS26 THD26 RH4 THA29 USH29 RH5 771A222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SUR26 SKH26R RH8 HUS210 THD210 RH9 HGUS26-2 THOH26-2 RH1 HX26 u CHECK BY: JT JOB NO. : LEJ159 HR' - - - REVISIONS GIRDER 1 06 06 ES uAR/Es TYPICAL HIP SET NAILING OPEN FACE - SHEET ALL MARKS MAY NOT BE USED. rP_ DBBO=DROP BEAM BY 07HERS 1 / FBHBO=FLUSH B54M & HANGER BY 07HERS FBBO=FLUSH BEAM BY OTHERS i. PLAN REVIEW Ep en r2vfawed for conformance to i :tm PiSorm- �ns, �81dW *Chjrftdl. ?Alm�my e as l der 1 R; g �ftal adopted t e�el�on 1W.3 of thoflodes iiaal otthese pima is putaus any iten►s outside of stated SaaCin9 Cow da rrot N� 9ermit holds, woe comomme � cafe theIth " other state or local to raga �ac13�°°otwSvU6" i1 ��I rO�o Oats. t