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Home My WebLink About145 Bella Rosa Cir 07-583 SFRPERMIT ADDRESS'_ CONTRACTOR ADDRESS PHONE NUMBER _ PROPERTY OWNS ADDRESS PHONE NUMBER I ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # DATE PERMIT DESCRIPTION PERMIT VALUATION �l % 4e SQUARE FOOTAGE OZ % 7 CITY OF SANFORD -BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 5/29/07 Parcel Number . . . . . 29.19.31.502-0000-0110 Property Address . . . 145 BELLA ROSA CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . . . . . Lennar Homes Contractor . . . . . . LENNAR HOMES, LLC 407 475-6549 Application number 07-00000583 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . 44 Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. i CERTIFICATION OF ELEVATION APRIL. 23, 2007 ADDRESS OF JOB: 145 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 11, 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 11 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD'BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). OSEPH E. WILLIAMSON R.L.S. 46573 STATE, OF FLORIDA U.S1'7bEPAR*MENTOFHOMELANDSECURITY ELEVATIM CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name LENNAR HOMES, INC. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 145 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 11, 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' 06.1" Long. W 81 ° 14' 08.4" 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. NAP Community Name & Community Number 62. County Name 63. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA 64. Map/Panel Number B5. Suffix B6. FIRM Index Date 67. FIRM Panel Effective/Revised Date B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone 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 139: ® 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, V1430, V (with BFE), AR, AR/A, AR/AE, AR/Al-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. 17.86 ® feet ❑ meters (Puerto Rico only) 28.5 ® feet ❑ meters (Puerto Rico only) _.N/A ❑ feet ❑ meters (Puerto Rico only) 17.5 ® feet ❑ meters (Puerto Rico only) 17.1 ® feet ❑ meters (Puerto Rico only) 16.9 ® feet ❑ meters (Puerto Rico only) 17.2 ® 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. l certify that the information on this Certificate represents my best efforts to interpret the data available. l 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 JOSEPH E. WILLIAMSON License Number 6573 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 pY/z3/07 Signature Date elephone 407-277 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Sestion 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 145 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BUILDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X' 0-r/2-3/a-7 Uate Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-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 J 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 Community Name Title Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions K NOTES: 1) EXTERIOR 1st FLR-WALL5 8' CMU U.N.O. 2) INTERIOR t 2nd STORY EXTERIOR WALLS 3 1/2' U.N.O. 5) - - " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA a 56" A.FF WET 51401,'ER a 64' A.F.F. YET TUB a 46' A.FF. OVER COUNTER TOP a 24" FROM COUNTER OVER ROMAN TUB a 56" A.FF. 5) TP - TOILET PAPER FIX. (0 24" A.F.P 6) ALL EXTERIOR WALL5, LE55 OPENINGS, ARE TO BE CONSIDERED SHEAR WALLS UNO. ALL ROUGH OPENING WINDOW 51ZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. l) GARAGE DOOR TO BE CERTIFIED BY MFR FOR 120 M.P.H. 5) ALL TUB d SHOWER UNITS WILL HAVE ANTI -SCALDING DEVICES INSTALLED. 9) ALL DOORS TO BE 6'-&" TALL U.N.U. OR PER BUILDER/CLIENT. 10) PYVF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTES PICTURE WINDOW FLANGE (CMU) 11) THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LE55 THAN 1/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. 12) GARAGE5 BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8" TYPE X GYPSUM BOARD OR EQUIVALENT. 13) ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE YVALL5, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2' GYPSUM BOARDS. - INDICATES WALL BRG. WT. 6 13-4" am - INDICATES BEARING WALL - - - Ren51GN9 I 105/OI/Ob 39'-O" 10'-4" I I I I f I I I I ELEVATION A FRONT I 5HOYVN. SEE SHEET A103-- FOR ELEVATION B 0 C I I I I O in t 1 I 1 1 I 1 I I I 1 I I 1 t 20'-4" I � 39'-0" / \---------i O O 3'-3}' 3,_��,� 4'_2' 3'-i' v Q 0 j{ L -n I ry 8' TTTI Illtl A LLLL -+r ° I "I in - — —— is I m v n 4'-2" 5'-2' O _ . .4'-0" rl N I' . .. . . . . r F ■ 1 I 14'-4 1" I i I I9'-O" O 8e I I v � d 3 I ■ ap 1 I v 161-0" 2'-0 v m = -------------------� — ■ FIRST FLOOR PLAN YV/ DIMENSIONS 1/5, = 1'-0" ANY 1215CREPANCY OR ERROR IN DIMENSIONS OR NOTE5 SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN PROFE55IONAL FOR CLARIFICATION PRIOR TO COMMENCEMENT OF CON5TRUCTION. CENTEEO PABVNG Co., iNA�ER$ cwM . RfI1EM 2 741 (M2) 2.2- = Eex (222) 242- ....IpeG.c-rn SEAL o _ i G,Ylkol� IIO. EB-00p6EJl IM «al . peels m b:n em.uq «1 la Meclwl Nw.vkeE ga^EM9 use clrl e«:pn en «pncllry-�ye10. A101-1 1) EXTERIOR Ist FLR WALLS 8' GMU U.N.O. 2) INTERIOR b 2nd STORY EXTERIOR WALLS 3 1/2' UN.O. B) ' • " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA ® 56' AF.F WET SHOWER a 64' A.FF. WET TUB a 4b" A.F.F. OVER COUNTER TOP a 24' FROM COUNTER OVER ROMAN TUB a 5b' A.F.F. 5) TP - TOILET PAPER FIX. a 24" A.F.F b) ALL EXTERIOR WALLS, LESS OPENINGS, ARE TO BE CONSIDERED SHEAR WALL5 UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. -1) 6ARA&E DOOR TO BE CERTIFIED BY MFR. FOR 120 M.P.H. 8) ALL TUB t 5HOWER UNITS WILL HAVE ANTI-50ALDIN(S DEVICES INSTALLED. 9) ALL DOORS TO BE b'-6" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTES 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 SIDE. 12) 6ARA6E5 BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LE55 THAN 5/5" TYPE X GYPSUM BOARD OR EQUIVALENT. 13) ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR SURFACE AND ANY p SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2' 6YP5UM BOARDS, m WALL LEGEND OINDICATES WALL BRG. WT. O 18'-b 3/4" ® - INDICATES BEARING WALL ! ! 131 O ! m =xv r m l - 3 4 4'-2' 2' 4' 2'-41" ---_-, I' L J Q ifl o r4 N v iv 2-Ilj 3'-52" =_ it it 2'-1' 15'-4' SECOND FLOOR PLAN W/ DIMENSIONS 2'-b• ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTE5 SHALL BE BROUGHT TO THE ATTENTION OF THE DE516N PROFE55IONAL FOR CLARIFICATION PRIOR TO COMMENCEMENT OF CON5TRUGTION. D 8=011 EKINERING CO �eNY, CONSULTING ENGINEERS puJs " (M2) 3a2-010rN (.iSf) N7-0bt ....Ibeci.com SEAL o uw � mm F>cwra�c c«rirKx. wo. ®-oaoeen TM Nal y pbcN m MY !m•4p -1 b tWCNd brpn .^ch WCA-:rnl M•c4ke1. Y'.'W'W vM EcuP on wpLc:tl, ac4M0. A102-1 DESCRIPTION AS JFTYRNYSHED: Lot I!, CELERY ESTATES NORTH, os recorded in f Plat Book 71, Pages ,38 th,rc,lugh 455, "'I the Public Records of Serninole County, Florida. PLOT PLl4NFOR10ERTj_rjED TO: I-ennar Homes, Inc. PLANS REVIEWED U TRA C T 'P, (OPEN SPACE) CITY OF SANINIFORD N 89*50'10" E 59.89' 29.04' rl 0.: LOT 11 7 0.3' E� 39.0' 10.50' ti "j NOT PLA-FIT-L' Cc t c) _J C_ PROPOSED RESIDENCE El _,I 6 �6 MODEL: COZUMEL-B - 6 A IWO -CAR GARAGE RIGHT -d FRONT C6 PORCH 20. 0' 10.50' 4 DRIVE WALK 6.511 25.20' 32.E3' Cl LOT 12 5. 42' C/) LOT 10 I VR O 0- C-) 0- 0- en N JYELLA ROSA L--74,29' CIRCLE TRACT T" (50' RIW) (PRIVATE INGRESS & EGRESS) C UR VE 1: D56'30'46" .R =50. 00' L = 4 9.32' C 4 7 '34' 1 1 (,J.3=N 73'40'53" E _aULLD�k C_SETEL FRONT= 2_� SQUARE FOOTAGE CALCULATIONS PROPOSED = FPvISHED SPOT GRADE ELEVATION REAR= 20 PER DRAINAGE PLANS SOD (SOD TO CURB): 3,963± SQUARE FEET SIDE� 7.5' FRO POS ED DRAINAGE FLOW DRIVE & LEAD WALKWAY: 477:1, SQUARE FEET STREET SIDE- 15' L07, GRADJIN; TYPE "A SIDEWALK/APPROACH: 353± SQUARE FEET *PL OT PLAN ONLY* PERPLANS = 17.21' ... . . ... . ... . .... . .......................... . . (NOT A SURVEY) TOTAL LOT SQUARE FOOTAGE: 5,987± SQUARE FEET I-Y"YER ---,_ST0 TIT ,& AS, OC., IzVC. - LAND SURVEYORS LEGEND Or E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-14,36 IT NFL, POINT [IN LINE5400 EELP 'YFI, TMI, L NOTES; IRON. PIPE kc POINT OF REVERSE CURVATURE 1,., 114 ROD FCC P IN OF COWOUNr CURVATURE: THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY 'DNGq'.lE MUNUM-NT RAD, RA' AL DIT THE FLORIDA 80ARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61 G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT I.R. 112' TR�w/#LB '596 N.R. NON- ADT SECTION 472-027 FLORIDA STATUTES. RICOVE ED W.P.wl NESS OINTI 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SUR',"E IS NOT VALID AND IS PRESENTED FOR iNFORMArtONAL PURPOSES ONLY. P C AL CAL, ED POINT U BE51NNIN6 _ P PERMANEN7 REFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS N� OF F _9,4MENCFMFNT1 NTFRi❑JNF FINISHED FLOOR ELEVATION OR EASEMENTS THAT AFFT THIS PROPERTY. NaD ..!L a DISK 8.S.L, BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS H401E BEEN LOCATED UNLESS OTHERWISE SHOWN. R IV Rj(_,H--OF-WAf 2A BENCHMARK 5, THIS SURVEY C; PREPARED FOR THE SOLE 9ENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENrTlY T, YAS REW a.D. BASI BEARING TkE 6. DIMENSIONS SHOWN F _CR LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, 7, BEARINGS, ARE BASF"D ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.D.) CLFC. CaAAIN LINKELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1920, UNLESS OTHERWISE NOTED. VDIF FENCE C/14 CONCRETE ILOCK 'DIN' OF CURVATURE E r 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE 1 20' DRAWN BY: TIC. p - "IN; OF TANGENCY DESC. n.SCRIPTION CERTIFIED BY: DATE ORDER No. - RADIL;S . A�C LENGTH DE.TA 7) PLOT PLAN 10-19-06 6585-06 CHORD CA CHORD BEARING 11 ',!S 13[JII7)NCIPROPERTY DOES. NOT LIE WITHIN ,HE ESTABLISHED, 100 YEAR FLOOD PLANE AS PER 'FIRM' T 'k X. R, R.L.S. 4714 �0 GRUSEN&EYE A ES W. SCOTT, R,L.S jf 4801 UNON ZONE X- PANEL # 12D259 0065 E (04- 7-95) H. BERRY JR., R.L.S. j 6262 I City of Sanford Application for Engineering Permit This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: i Check One: ❑ Right -of -Way Utilization 1XI Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNER(S)/APPLICANT: Applicant Name: Lennar Homes Fes: Atltlress: 101 Southh_all Lane Ste 450 Maitland, Florida 32751 Phone: (407) 682.7266 Fax: (407) 682.4396 Date: 1. PROJECT LOCATION OR ADDRESS: �( 2. TITLE OF APPROVED L M T PL&W& APPROVAL DATE: 4 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY: NI�7 Driveway Installation ❑ Aerial Installation ❑ Underground Utilities ❑ Bore and Jack ❑ Open Cutting of Roadway I__ 7 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 PERMIITEE 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 PERMITfEE 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 • BEFj U IG CALL SUNSHINE 1-800-432-4770 Applicant Signatu Date: ling-p—t.pdf CITY OF SANFORD P.O. BOX 2847 SANFORD, FL 32772-2847 (407)330-5640 FAX:(407) 328-7367 APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 1. APPLICANT Lennar Homes Same NAME: - (Applicant) (Owner) ADDRESS: 101 Southhall Lane Ste 450 Maitland FL TELEPHONE: 407682.7266 2. PROPERTY STREET ADDRESS: LEGAL DESCRIPTIC Has the site plan been approved by the Planning Board ? If yes, when? 3. PROPOSED DEVELOPMENT New Single Famil Residence What is the property to be used for? New g- y (Type of Use) If commercial use, please give information on water and sewer flow requirements: (FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all informatioryl' tyitlyiis,application is true. Michael J. O'Neill _ (Print Name) : - f signaty� e) FOR CITY USE ONLY: AVAILABILITY: YES 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 BORE RECLAIM LINE ROAD BORE SEWER LINE ROAD BORE STREET CUT STREET CUT STREET CUT WATER LINE DEPTH RECLAIM LINE DEPTH SEWER LINE DEPTH (UTILITIES OPERATIONS COORDINATOR) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) turn l t) y L;E N µN AeR. QualityValue.Vutegrity. =" City Manager'- City of Sanford 300 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) Celery Estates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: Construction of new single family residences (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=of 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.lennarcom 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) Sign e William Graham Printed/Typed Name Printed/Typed Name Division President f 2 Title a re Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this 3rd day of June 2006 by William Graham as Division President for t-ennar Homes Kwho is personally known to me or o who produced their Florida Driver's License as identification. Notary Public, State of Florid Print Name: ,&14/�ft0 L My Commission Expires: tJ,RY PuB�c EDWARD L DEAN, JR. F:OSHA_ENG\Dept_forms\Estoppelletter.doc *4M, * MY COMMISSION NDD550907 EXPIRES: May 10, 2010 �OF FL�e Bonded Thru Budget NOW Sees 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/R3O Lot: The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours; Michael J. O'Neill SWORN TO AND SUBSCRIBED before me this rL day of �—�- Altamonte Springs, FL This person knowrr to me by Personal Knowledge 200k at EDWARD L DEAN, A * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 OF NeOe Bonded Thm Budget Notary Services Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax. 407-682-4396 • CGC# 057320 • .www.lennarcom l FORM 60OA-2004 EnergyGauge®4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: f`n71IMFl Builder LENNAR HOMES Address: 145 Bella Rosa Circle Lot 11 Permitting Office: City, State: Sanford, FL 32771 Phase 1 Permit Number: Owner. Jurisdiction Number: Climate Zone: central 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 (W) 2366 W 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 ft2 b SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 W 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft b. NIA c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 826.E W b. Frame, Wood, Exterior R=1 L0, 1026.8 ft2 c. Frame, Wood, Adjacent R=11.0, 133.0 ft? d N/A e. N/A 10. Ceiling types - a. Under Attic R=30,0, 1320.10 ft' b. N/A c. N/A 11. Ducts a. Sup: Une. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A I2. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump: b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A Cap: 41.5 kBtu/hr SEER: 14.00 �o Cap: 41.5 kBtu/hr - HSPF:.8.30 �i �0 -- calk. F.: 0.9�/�7, c. Conservation credits (HR-Heat recovery, Solar DIP -Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable .Thermostat, MZ-C-Multizone cooling,. MZ-H-Multizone heating) Glass/Floor Area: 0.13 Total as -built points:.26706 Total base points: 33907 PASS I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in c pliance the Florida Energy specifications covered by this Code. calculation indicates compliance PREPAR D Y: / with the Florida Energy Code. DATE: [ Before construction is completed I hereby certify that his building,ened this building will be inspected for compliance with the Florida compliance with Section 553.908 Florida statutes. OWNER/AGENT: IN G C?FFICIAL: DATE: 10/16 6 DATE: 1 Predominant glass type. t-or actuai glass type ano areas, see Summer & Winter Glass output on pages.2&4. Energy.Gauge.® (Version: FLRCSB v4.0) PT, __ CITY OF SANFORD PERMIT APPLICATION Application #: 0%— 5 �( f Submittal Date: Z 3 " J 0 % Job Address: L4 4� f? t As R o S C l f', c. /C Value of Work: $ q 0 d, o f Parcel ID: Zoning: Historic District: Description of Work: i R S'f"S f/ S C u! ,.. Y cg f A r Square Footage: .......................................................................................... ............................. Permit Type: Building ❑ Electrical fk Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential 17 Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) ........................................................................................................................ Property Owner: 1.--c_l1/\ Cr I--o/I-LJ Contractor: p-2d!<-ti-t, S�cJ_'ytCe-- Address: / t> 1 5 v (i,\ k, I/ Lam' S #'6 i0 Address: cl� b .7 S. Di /fin o�a /�F v,r Ph ne: g3 Z 20 E-mail: P one 62 - VU5State License Number: 2-o Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Prin ontractor/Agent' ame art Signature of Notary -State of Florida Date Signature ofNotary-S ate of Florida\\ P�ti5� y 9ti 4 ary Owner/Agent is _ Personally Known to Me or Contractor/Agent is Personally tiR r 2 �, _ Produced ID _ Produced ID ,�\\\ APPROVALS: ZONING: UTIL: FD: ENG: Special Conditions: Rev 02/2007 -3d+0D POWER OF ATTORNEY Date: _ 2-3 — o i. hereby name and appoint I / k 6-, t <; M O C, of p e v L"0n r? C 1-7r y to be my lawful attorney in fact to act for me and apply to the C I i s,c /1 A r rt Building Department for a 1 v L"u U 0 r �� permit for work. to be performed at a location described as: Section Township Range Lot _ / ( Block / t7 Subdivision f (Address of Job) �- 4L 0n A/- 140Ill e r (Owner of Property and Address) and to sign. my name and do all things necessary to this appointment. Type or Print Name of Certified Contractor and-Qoijtraetor� License Number Signature of Certified C mclrcti The foregoing instrument was acknowledged before me this Z 7rd day of 20 by -9<R�l 1 & / I �kijbac who is personally known to me/who produced as identification and who did not take oath. State of Florida County of - Notary P blic, Orange Cou ty, Florida L. Jul-, � N\•\I\IN\I\\\\NN.N.NNN.\NI\11\I\NN JAMES SHEPPARO • i QMMS OD0NAM • Expres &19/2010 yOF1t Fbnda Notary Assn.. Inc A.nNwouu ..................0...........i Seal COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 107-75021 DATE. BUILDING PERMI4' NI&IBF i1eGITY)I COUNTY NUMBER: , UNIT ADDRESS:j� TRAFFIC ZONE!_ JURISDICTION: 06 CITY OF SANFORD SEC-. Tf"p - PARCEL: SUBDIVISION TRAQT._• PLAT BOOK: &� BLOCK: LOT: OWNER NAME: I ADDRESS: APPLICANT NA 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 TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit t 705,00 ROADS -COLLECTORS NORTH 0 dwl unit t 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384,.00 STATEMENT RECEIVED BY: (PLEASE PRINT NAM) TOTAL DUE 1 t 705.00 I t 000.00 1 $ 54.00 1 $ 1,384.00 AMOUNT DUE t 2,143.00 SIGNATURE: DATE 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: 11.01 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*"%* *******************SINGLE FAMILY BUILDING PERMIT""""'"""'""" � iflil li ilit N 6ii fl ��i II Iil 1l i{� II 16l ii ifli Ii Iti 1� Ili li tli i IM�I MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06520 Pg 1568, {1pg) CLERK'S # 2006197736 RECORDED 12/15/2006 10:23:46 AM RECORDING FEES 10.00 RECORDED BY H Bailey NOTICE OF COMMENCEMENT State of Florida County of Seminole The undersigned hereby informs all concerned that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMMENCEMENT. Legal description of property (include Street Address, if available) LOT # _ / / _, Celery Avenue Estates, PHASE 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT //BOOK 9 71 (PAGES #38-455 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AKA �7 �t" �P'q &42/-SANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE ST MAITLAND, FLORIDA 32751 Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE Address SAME AS ABOVE Contractor SAME AS ABOVE Address Surety (if any) N/A Address Amount of bond $ Any person making a loan for the construction of the improvements. Name N/A Address Person within the State of Florida designated by owner upon whom notices or other documents may be served: Name LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (h), Florida Statutes. (Fill in at Owner's option). Name Address THIS SPACE FOR RECORDER'S USE ONLY -I-) j.�ir�..I CLERK OF I-L COURT SEN Ilai[1LE FLORIDA BY— - - iJ.. UTY CLERK NJ William Graham - Division President Lennar Homes, Inc. / Sworn to and subsc 'bed before me is �� day Of. �Q 200. Notary Public Personal Knowledge �ptP�.Y•P; Bic EDWARD L. DEAN, JR. * * MY COMMISSION# DD 550907 EXPIRES: May 10, 2WO Bonded thru 2udget NotarySe*sS DEC 15 2006 i III Permit #: V Job Address: Description of Work. -New Historic District: No CITY OF SANFORD PERMIT APPLICATION ` G ` Date: D Cl ' r�y'1''�3 'Zpp6 Family Residences 5'� N . Zoning: Value of Work: S 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 Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Ylumbng/New Residential: # of Water Closets Plumbing Repair— Residential of Commercial Occupancy .ype: Residential X Commercial industrial Total Square Footage: Coustructio.n.Type: Block # of Stories: # of Dwelling Units: _ Flood Zone: (FEMA form required for other man X) Parcel # _. - UGXJ (Attach Proo[of Ownership &Legal Description) Owners Name & Ad ress: L nar Ho es 101 Sou hall Lane Ste 450 Maitland, FL 32751 _...._.._..... Phone: 407.682.7266 Contractor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 State License Number: CRC05 7820 407.682.7266/407.682.6349 Phone&.yFa{;. Contact Person: Phone: Bonding Co pauy: N/A Address: Mortgage Lender. N/A Address: Architect(Engineer: Lindeman-Bentzon Engineering CO ehone: 352.242.0100 731 E. Highway 50 Clermont, Florida 352.242.0302 Address: 9 y Fax: Application js 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 mist be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WFLLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDCCIONERS, 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 thi"crmit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of nit i tca that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 SigNiure ofOwner/Agent Date Signant//e Con gent' Date William Graha Michael J. 0' Print Owner/ s N Print s Signature of Notary -Stair of Florida Da Signature of Notary�State of Florida . Date Owner/Agent is ' Personally Known to Me or Contractor/Agent is _" Personally Known to Me or _ Produced ID�,40 ^ Produced ID APPLICATION APPROVED BY: Bldg•. Zoning 6 Utilities: FD (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: t'"Y "" EDWARD L DEAN, JR * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 Bonded Thtu Budget " $IfYI a EDWARD L DEAN, JR. MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 .. �17�`OF ��`Qe Bonded TMBudget MobrY Services .��♦gAi , CITY OF SANFORD PERMIT APPLICATION Application # : Job Address: --��-� Parcel ID: Zoning: Submittal Date: 02- / 2-31y- Value of Work: $4Gd 6y' Historic District: Description of Work: P1 kWAS / il &6Gt Chj Square Footage: ............................ 0......I ............................................................................... Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ Pool 0 Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential 0 Replacement ❑ New 0 (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' ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) ...........................................................................r..\.................... ..................... Property Owner: (lt (GLI f'� {L �1Q�✓J/l� s Contractor:y /U4 YK W;,4 �- Address: Address: Ic Ae 1CY l- 3Z-7 Phone: E-mail:Phone. - 3dlJ) I G State License Number: C033 Bonding Company: Mortgage Lender: Address: Architect/Engineer: Address: Plan Review Contact Person: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the ryCu�rements of Florida LO La_ - .3-d 7 Signature of Owner/Agent Date Signature of Co tract/or//Agen Date Print Owner/Agent's Name Prin tractor/Agent's N eLAA 1 �� s 2�3 a7 Signature of Notary -State of Florida Date Signature of Notary -State of Morida Date i, Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Pe r s. :-Z LORM, b or Produced ID ` Produced ID }r. APPROVALS: ZONING: Special Conditions: Rev 02/2007 UT1L: FD: ENG: BLDG: Permit # : Job Address: Description of Work:'' II Nylk/ t( J- L llt'il Historic District: No Zoning: CITY OF SANFORD PERMIT APPLICATION T11)ITotal Square Footage Value ofWorl<:S 11,14co Permit Type: Building Electrical V Mechanical Plumbinp Fire Sprinkler/Alarm _ Pool _ Electrical: New Service — # of AMPS 00 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: #older Closets Plumbing Repair— Residential or Commercial esidential Occupancy Type: RCommercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required Owners Name & Address: ��.in t�i —�Q /1/1�C� I �I y_Jrijr{ �I �� .,17 �('i�(', y p 2 Phone. ,, Q1� I_�(O13 / 1 {6� Contractor Name & Address' I 1 •1 tt- l �i In 6 3d7 5 LAD L/1 t 1 V 0. sart �J21 � � _ _. Slate Licence Number: _��dt/ 2�.� 3 Contact Person Phone &Fax: �. Ll t-W 1 �Lb�� Bonding Cotnnanv Address. M.,.ta.a 1 n 1�l A &I .-o— 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, I IEATERS, "RANKS, 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 coning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR I1;tY1NG 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 restriction this county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING Special Conditions: Rev 03/2006 Date P Date ( S le to this property that may be found in the public records of ater management districts, state agencies. or federal agencies. Vorida Lien Law, FS 713 itr ctor/Agent --V �O r/A ent's Name arv-State of 1'lon ii ,,111 Pew Cheryl L Smith My Commission DD243250 "?p n.00P Expires August 20, 2007 Contractor/Agent is Per Known to Me or Produced ID ENG: BLDG.— S CITY OF SANFORD PERMIT APPLICATION Application Job Address; Parcel ID: 49Zoning: Submittal Date: 3 _9-67 Value of Work: $ /Soo.co Historic District: Description of Work: / _) / / Vqc- Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical ❑ Mechanical V Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential t 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 Occupancy Type: Residential A Commercial ❑ Industrial ❑ Construction Type: # of Stories: # of Dwelling Units: Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required) � Y jr`l-G� ...................................................................•................................ . .........►......• Property Owner: 1 e 111 Yn1ar I THome— / / Contracto..r:�^I' � Address: I� � H n lU A(yio _ � , N �u Address: �V 4 a� / Phone: mail: Phone lC/� �© State License Number U/ Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: _ Address: Fax: Plan Review Contact Person: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is _ Personalty Known to Me or Produced ID t APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: _ _ FD: nts bf Fl fida Lier�La , FS 713. Si of t A el/nt. Date Print tractor/Agent's e MIC4ELLE M. WITTERS Ctamrtot DD0335196 anys Eq*.7W008 Bonded thou (8W)432-4Z w' Florida Notary Assn., In,; ' i............. ..uuuuuu.............i Contractor/Agent isrsonally Known to Me or Produced ID ENG: BLDG: UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering o 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 L I - IJ EN' OD � LJ AMI-2) IJ 1J LJ T UA L Lennar Orlando,LLC TO: DATE: January 15, 2007 ORDER NO.: N/A 101 Southhall Lane Ste 450 Attention: Michael J. O'neiil Maitland, FL 32751 Re: Celery Estates, lot 11, 145 Bella Rosa Circle Sanford, FL 32771 WE ARE SENDING YOU ■ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ■ Other COPIES DATE NO. DESCRIPTION 01/15/07 an Plan review items 01/15/07 Copies Plan Compliance Affidavit 01/15/07 Copies Notice to Building Official of Use of Private Provider 2 01/15/07 Copies Private Provider Plan Review Service Agreement 01/15/07 Copies Resume Of Reviewer (Ken Derrick) 2 01/15/07 Copies Resume Of Reviewer (Dan Canelias) 01/15/07 Copies Insurance Certificate for Lennar Home 01/15/07 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. 537815 If enclosures are not as noted, kindly notify us at once. RP 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, 145 Bella Rosa Circle, Lot 11, Sanford, FL AOOOR, A101-1R, A101-2R, A102-1R, A102-2R, A103R, A201R, 03R, E101R, E102R, M101R, M102R, A301, A302, A303, S101R, S201R, S202R, 01, S3 -OPT, 302, S303, S304, S601, S602, Energy Code R. Kenneth Derick, P.E. — 37711 Signature of Reviewer: SWORN AND SUBSCRIBED before me by R. Kenneth Derick Bein personally known to me or haven an identifica io And who being fully sworn and cautioned, state t e oregoing is r orrect o t e est of his/her knowledge or belief. ( '416.'L 41�Ignature of Notary Printed Name Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 537821 Y'6' • TIFFANY R. SHANK *R' *; MY COMMISSION # DID 431149 .o EXPIRES'. May 19, 2009 of Flo= BondedThru Notary Public underwriters 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, 145 Bella Rosa Circle, Lot 11, 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 1 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): dPric uesorl 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 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. 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. Personally known or Produced identification Type of identification produced Signature of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 537826 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. 537828 Project: Celery Estates,145 Bella Rosa Circle, lot 11, 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 # License Type Dionisio Canellas I PE 49771 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 a son the inspection personnel should change, or if any person listed above should di co tin o qu Ity as a duly authorized agent, you will be notify in writing immediately. Signature of Private Providers/�j _Date: 01/15/07 SWORN AND SUBSCRIBED before me by R. Kenneth Derick Being/personally known to me, or having d ho being fully sworn an,� cautioned, state that the fo regoing is true and correct to the best of fer knowledge or beX. / J ry Stamp: My commission expires: of Notary Printed Name `�ti,`wpY PUBi =;5' *: TIFF NK MY COMMISSION # DD 431149 EXPIRES: May 19,2 009 •?, �',Rtrt4 ®pndodThrU NOWY NO. Underwriters teonstrucnon 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 holdsan 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 governments, 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, ClOrl'I'IbMt, FWida Division. Mr. Derick serves as a senior troubleshooter. for water intrusion, structural and foundation related problems. "Committed to SP.rvirR" Threshold / 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 adjacent to 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 Arvid2. 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" ilu.w. r-nvaie rroviaerinspecVon 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. • Hauiten 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" - ---..... _....�..y...vv. u.y 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 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 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 Inspector for 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/wail 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 Providerinspectfon 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" •��•,� U-+.Zr rIVI I -'age: 6 of ' ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID PR DATE(MM/DD/YYW) PRODUCER UNIVENG 06/01/06 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION J Rolfe Davis Insurance ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 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 -691-9 600 INSURERS AFFORDING COVERAGE INSURED NAIL # INSURER A: Amerisure Mutual Ins. CO. 23396 Universal Engineering Sciences INSURER B: Inc. INSURER C: 3532 Magggie Blvd. Orlando FL 32811 INSURERO INSURER E: COVERAGES � �..��..�c� �r uvounwv�e u� I I. tltLOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANV REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE 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 (MMlDD/YY) DATE (tCAFIRATIO MM/DD/YY) LIMBS $ GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR EACH OCCURRENCE PREMISES (Ea occurence) $ MED EXP Anyone person) $ PERSONAL & ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PEA LOC GENERAL AGGREGATE - $ 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 (Par person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO - - AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ - EXCESS/UMBRELLA 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 OTHER WC200565604 01/01/06 01/01/07 X TORY LIMITS ER E.L. EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 10 00000 E.L. DISEASE -POLICY LIMIT $ 1000000 UtSCRIPTION OF OPERATIONS / LOCATIONS !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 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 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 Lennar Corporation NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL Insurance Compliance IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR P O BOX 12 010 —LC REPRESENTATIVES, HeYriAt CA 92949-9010 IZ6 REPRESENTATIVE ACORD 25 (2001108) ©ACORD CORPORATION 1988 -- - -•----. - .._, �., aye. � ... . 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) �•�,�. �, 1•��•,� uy.Gt rlw rage: 6 OT 1' 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 9452SS ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Maitland FL 32794-5255 Phone: 407-691-9600 INSURED INSURERS AFFORDING COVERAGE NAIC # INSURER A:. Rudson epec.2ns.co. (Yraborg) Universal Engineering Sciences 7 INSURER B' Zurich -American Ins. (oriando) 16535 Inc.; etal INSURER C: Great American Ins . Co . Orlando e32811' INSURER0: Orlando EZ I COVERAGES NSURER 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. nqSW AkUu- LTR NSR TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS A X GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE a OCCUR I nC l S X, C, U FEC6102911 snxT wAiysR soaRocA,rioa R8Q WRIT= COUTPA= 07/17/05 07/17/06 EACH OCCURRENCE 2 0 0 0 0 0 X PREMISES(Eaoccurence)50000 MED EXP (Any one person)5 0 0 0 1$200000E0 X PERSONAL 8 ADV INJURYX Blanket contract. GEN'L AGGREGATE LIMIT APPLIES PER: POLICY FX7 JEOT LOC GENERAL AGGREGATE400000 PRODUCTS - COMP/OP AGG $ 4 0 0 0 0 0 0 AUTOMOBILE LIABILITY B ANY AUTO BAP27957970S 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 1000000 X ALL OWNED AUTOS BODILY INJURY (Per person) $ SCHEDULED AUTOS X HIRED AUTOS BODILY INJURY (Per (Per accident) NON -OWNED AUTOS X PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EAACC AUTO ONLY, AGG $ $ C EXCESS/UMBRELLA LIABILITY X OCCUR CLAIMSMADE - TUU554486402 05/01/06 07/17/07 FJ�,CH OCCURRENCE $ 9 0 0 0 0 O 0 AGGREGATE $ 9000000 DEDUCTIBLE $ X RETENTION $ 10 0 0 0 WORKERS COMPENSATION AND EMPLOYERS' LIABILITY TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICERIMEMBER EXCLUDED? E.L. EACH ACCIDENT $ If yes, describe under E.L. DISEASE - EA EMPLOYEE $ SPECIAL PROVISIONS below OTHER E.L. DISEASE- POLICY LIMIT $ A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim Pollution Liab. Aggregate DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS The General Liability policy includes blanket additional insured endorsement 2000000 4000000 & 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 r"COTI CII�ATG U-1 11C� 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 Lennar Corporation NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL RE: LC00002661 Insurance Compliance IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, rTS AGENTS OR P.O. BOX 12 010 -LC REPRESENTATIVES. Hemet CA 92546-8010 U IZE REPRESENTATIVE ACORD 75 oi)nlmm V HCORu CORPORATION 1968 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. tCORD 25 (2001108) i _.n y — � 1w 1 vio a in. rani-. i u. vnan0 uaxe: tnuuuti u4:1/ YM Page: �a oT 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. • �r .— — U-41 MV1 rage: c D77 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DD/YYYY) PRODUCER UNIVENG 06/01/06 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: 407-691-9600 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Hudson Spec,ins.Co• (Hrobarg) INSURER B: Zurich -American ins. (orlando) 16535 Universal Engineering Sciences Inc. ; etal INSURER C: Great American ins, (Marietta) 3532 Magge3Blvd. INSURER D. Orlando FL N COVERAGES SURER 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 NSR TYPE OF INSURANCE POLICY NUMBER FULICY DATE (MM/DD/YY) DATE (MM/DD/YY) LIMITS A GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR I ncl s X, C, U FEC6102911 Hymn NAZVER soeaoaATIOR iy saQ aarpm coa2aac'r 07/17/05 07/17/06 EACH OCCURRENCE $ 2 0 0 0 0 0 0 X "TrEDES (Ea $ 50000 MED EXP (Any one person) $ 5000 X PERSONAL & ADV INJURY $ 2 0 0 0 0 0 0 X Blanket Contract. GENERAL AGGREGATE $ 4000000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY X JECaT LOC PRODUCTS -COMP/OP AGG $ 4 0 0 0 0 0 0 AUTOMOBILE LIABILITY B I ANY AUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 10 O O O 0 0 X ALL OWNED AUTOS (Per person) (Per person) on) $ SCHEDULED AUTOS X HIRED AUTOS NON -OWNED AUTOS BODILY. INJURY (Per accident) $ X - PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC AUTO ONLY: AGG $ $ C EXCESS/UMBRELLA LIABILITY X OCCUR CLAIMS MADE TUU554486402 - 05/01/06 07/17/07 EACH OCCURRENCE $ 9000000 AGGREGATE - $ 9000000 DEDUCTIBLE X RETENTION $ 10 0 0 0 $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED9 E.L. EACH ACCIDENT $ If yes, describe under - E;L. DISEASE - EA EMPLOYEE $ SPECIAL PROVISIONS below OTHER E.L. DISEASE -POLICY LIMIT $ A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim 2000000 Pollution Liab. DESCRIPTION OF OPERATIONS /LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Aggregate 4000000 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 n rnon �c r�nna rn n� 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. UAUGKD CORPORATION 1988 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. A99hp, rlw rage: 4 oT ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DD/YYYY) 06/01/06 -Ka. 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 9452SS 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 B: Inc. INSURER C: 3532 Maggie 3Blvd. NSURERD: Orlando FL 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 INSRr TYPE OF INSURANCE POLICY NUMBER DATE (MM/DD/YY) DATE (MWDD/YY) LIMITS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR EACH OCCURRENCE $ Ea occurence) PR7EXP $ MEny one person) $ P"'N'L PE& ADV INJURY $ AGGREGATE LIMIT APPLIES PER: POLICY F7 PERCT LOC GEGREGATE $ PRODUCTS - COMP/OP AGG17 $ AUTOMOBILE LIABILITY ANY AUTO _ ALL OWNED AUTOS AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILSCHEDULED (Per (Per person) on) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ $ EXCESS/UMBRELLA 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 SPECIALPROVISIONS below WC200565604 01/01/06 01/01/07 � X TORY LIMITS ER E.L. EACH ACCIDENT $1000000 E.L. DISEASE - EA EMPLOYEE $ 10 0 0 0 0 0 E.L. DISEASE - POLICYLIMIT _ $ 1000000 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 City of Sanford Building Department P.O. Box 1788 Sanford FL 32772-1788 ACORD 25 (2001108) 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 CORPORATION 1988 •••••..i �ra.wum ....�,7 �i,�,wu uGv10 It— rGA11.J. IU. VILLIMI L"aie: 0"11"UO U4:L/ NM rage: b of 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 i.n 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 Q(`nRn 71 17nn'l/no1 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Building Inspections Environmental Sciences • Construction Services 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 Fax: (407) 581-0313 • tshank(@uesorl.com Web: www.uesorl.com LCEVU CRG3 OF VR A HOM7VQ[L Lennar Orlando,LLC TO: DATE: January 15, 2007 ORDER NO.: NIA 101 Southhall Lane Ste 450 Attention: Michael J. O'neill Maitland, FL 32751 Re: Celery Estates, lot 11,145 Bella Rosa Circle Sanford, FL 32771 WE ARE SENDING YOU ■ Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Copy of letter ❑ Change order the following items: ❑ Plans ❑ Samples ❑ Specifications ■ Other COPIES DATE NO. DESCRIPTION 01/15/07 an Plan review items 01/15/07 Copies Plan Compliance Affidavit 01/15/07 Copies Notice to Building Official of Use of Private Provider 2 01/15/07 Copies Private Provider Plan Review Service Agreement 01/15/07 Copies Resume Of Reviewer (Ken Derrick) 2 01/15/07 Copies Resume Of Reviewer (Dan Canellas) 01/15/07 Copies Insurance Certificate for Lennar Home 2 Of 11-5107 Copies Insurance Certificate for City of Sanford THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ■ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Please find attached the requested documents. Please let me know if any more information is needed. COPY TO: File SIGNED: Delivered by: Docs. No. 537815 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(a)-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, 145 Bella Rosa Circle, Lot 11, Sanford, FL AOOOR, A101-1 R, A101-2R, A102-1 R, A102-2R, A103R, A201 R, 03R, E101 R, E102R, M101R, M102R, A301, A302, A303, S101R, S201R, S202R, 01, S3 -OPT, 302, S303, S304, S601, S602, Energy Code R. Kenneth Derick, P.E. — 37711 Signature of Reviewer: SWORN AND SUBSCRIBED before me by R. Kenneth Derick Beind personally known to me roduced an identification And who being fully sworn and cautioned, state e oregoing is tpus.,40d correct o e est of his/her knowledge or belief. ature of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Printed Name TIFFANY R. SHANK .rRiR^Y• nYe4 w - MY COMMISSION # DD 431149 t .A EXPIRES: May 19, 2009 qr, �, Banded Thru Notary PUNIC underwriters qP 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, 145 Bella Rosa Circle, Lot 11, 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 E-mail Address (Optional): derickauesorl_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) Corporation Lennar Home Orlando, LLC Print Corporation Name Partnership Print Partnership Name By: By: (signature) (signature) Print Print Name: Name: Its: Address: Address: Telephone No.: 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. 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. Personally known or Produced identification Type of identification produced Signature of Notary Notary Public: NOTARY STAMP BELOW My commission expires: Doc No. 5378N 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. 537828 Project: Celery Estates,145 Bella Rosa Circle, lot 11, 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 # License Type Dionisio Canellas I PE 49771 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 a son the inspection personnel should change, or if any person listed above should d• contin o qu Ity as a duly authorized agent, you will be notify in writing immediately. Signature of Private Provider: Date: 01/15/07 SWORN AND SUBSCRIBED before me by R. Kenneth Derick Being Versonally known to me, or having apd w o being fully sworn at l cautioned, s going is true and correct to the best of i h r knowledge or belie(. I/ / ' 4 '�;g+<ature of Notary Printed Name Not Stamp: My commission expires: FE� �B,TIFFANY R. SHANK`MY COMMISSION # DD 431149EMPIRES Vlay 19 ?_009'°• 3andedThrG �_uNotary�ublicUnderwriters;c "nsaucnon materials Testing • Geophysical Services Environmental Sciences • Geotechnical Engineering Biographical Data R. KENNETH DERICK 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 environ men tal.projects in the eastern, southeastern, and Gulf South regions of the United States. These projects were performed for private developers, local, state and federal governments, 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, Lisburn, 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 Servira" ireshold/Private Provider Inspection and Plan Review Construction Materials resting - 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 adjacent to 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 Service" 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" 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 a 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). a 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 Inspector for 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 SeMce" Threshold/ Private Provider Inspection and Plan Review Construction Materials Testing • Geophysical Services Environmental Sciences • GeotechnicalEngineering 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" o•=. ,, i cuuu uw.<r rlVI rage: 6 of ACORD_ CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DD/YYW) PRODUCER UNIVENG 06101106 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION J Rolfe Davis Insurance ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 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 INSURED INSURERS AFFORDING COVERAGE NAIL {# INSURER A: Amerisure Mutual Ins. Co. 23396 Universal Engineering Sciences INSURER B. Inc. INSURER C: 3532 Magggie Blvd. INSURER Orlando FL 32811 NSURERD: ISU 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 (thAPIKATi MM/DDlYY) LIMTS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE q PREMISES (Ea occurenee) $ CLAIMS MADE OCCUR MED EXP (Any. one person) $ PERSONAL 8 ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY ECT LOC PRODUCTS -COMP/OP AGG S AUTOMOBILE LIABILITY $ O COMBINED SINGLE LIMIT (Ea accident) NED AUTOS BODILY INJURY (Per person) $ LED AUTOS UTOS BODILY INJURY (Per accident) $ NON -OWNED AUTOS tGARAGE PROPERTY DAMAGE (Per accident) $ ILITY $ O AUTO ONLY - EA ACCIDENT OTHER THAN EA ACC AUTO ONLY: qGG $ . - EXCESS/UMBRELLA LIABILITY $ $ OCCUR ❑ CLAIMS MADE EACH OCCURRENCE AGGREGATE $ $ DEDUCTIBLE _. $ RETENTION $ X TORY LIMITS ER A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? WC200565604 01/01/06 01/01/07 E.L. EACH ACCIDENT $ 1000000 E.L. DISEASE - EA EMPLOYEE $ 10 0 0 0 0 0 If yes, describe under SPECIAL PROVISIONS below OTHER E.L. DISEASE -POLICY LIMIT $ 1000000 Uts CKIPTION OF OPERATIONS / LOCATIONS /VEHICLES / EXCLUSIDNS ADDED BY ENDORSEMENT /SPECIAL PROVISIONS Workers Camp. 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 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 Lennar Corporation Insurance Compliance IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR P O Box 12010-LC REPRESENTATIVES. Hemet CA 92546-8010 IZE REPRESENTATIVE ACORD 25 (2001108) ©ACORD CORPORATION 1988 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) va.o• v, /Guvv u-r.Gr r-m t-age: d OT 1 ACORD_ CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DD/YYYY) UNIVENG 06/O1/06 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: Hudson Spec.2ns.Co. E rg) INSURER B' Suiich-American XnS. do) � 16535 Universal Engineering Sciences Inc . ; etal INSURER C: Great American Ins . Co . 3532 Maggqie Blvd. INSURER0 Orlando E'L 32811 INSURER E: COVFRAGFS 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 INSRC TYPE OF INSURANCE POLICY NUMBER DATE (MMfDDfYY) DATE (MM/DD/YY) LIMITS A X GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE 7 OCCUR InC15 X C U FEC6102911 87xT WAXVM SUBROGATION iF REQ WRIT W CONTRAcr 07/17/05 07/17/06 - EACH OCCURRENCE $ 2 0 0 0 0 0 0 X PREMISEs(Eaoecurance) $ 50000 MED EXP (Any one person) $ rj 0 O 0 X PERSONAL & ADV INJURY $ 2 0 0 0 0 0 0 X Blanket Contract. GENERAL AGGREGATE $ 4000000 GENT- AGGREGATE LIMIT APPLIES PER: POLICY X JECOT LOC PRODUCTS - COMP/OP AGG $ 4 0 0 0 00 0 AUTOMOBILE LIABILITY B ANVAUTO BAP279579705 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ 1000000 X ALL OWNED AUTOS BODILY INJURY (Per person) $ SCHEDULED AUTOS X HIRED ALTOS BODILY INJURY (Per (Per accident) NON -OWNED AUTOS X - PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EAACC ALTO ONLY AGG $ $ C EXCESS/UMBRELLA LIABILITY X OCCUR CLAIMSMADE TUU554486402 05/01/06 - 07/17/07 EACH OCCURRENCE $ 9000000 AGGREGATE $ 9000000 $ DEDUCTIBLE X RETENTION $ 10000 $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E.L. EACH ACCIDENT $ If yes, describe under SPECIAL PROVISIONS below OTHER E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ A Professional and FEC6102911 07/17/05 07/17/06 Ea Claim Pollution Liab. Aggregate DESCRIPTION OF OPERATIONS !LOCATIONS !VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS The General Liability policy includes blanket additional insured endorsement 2000000 4000000 & 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 rONrFI I ATInM 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 RE : LC 0 0 02 6 6 Corporation NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL RE: LC00002661 Insurance Compl lance IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR P.O. BOX 12 010 —LC REPRESENTATIVES. Hemet CA 92546-8010 AMIZEI)REPRESENTATIVE ACORD 25 120nilnR) UACORD CORPORATION 1968 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. kCORD 25 (200il08) - ' " i. r �n uo� i y r'u. a �wu vavia a �,. ranlLJ. IV. V IIGua uaTe: onuuub U4:1/ F'M Page: 1U OT' 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 #TEC6102911. 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. '-"'•`-• �� •��+� v -It r-IVI rage: G OT AI ORD CERTIFICATE OF LIABILITY INSURANCE OP ID P DATE(MM/DDrn YY) 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 9452SS 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 Spec.Ins.Co. (Hreberq) INSURER B: Zurich -American ins. (Orlando) 16535 Universal Engineering Sciences Inc . ; etal INSURER C: Great American Ins, (Marietta) 3532 Magge3Blvd. INSURERD. Orlando 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 FOUCY DATE (MMIDD/YY) DATE (MM/DD/YY) LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS MADE 7 OCCUR X Incl s X C, U - FEC6102911 SINT WAX7= sumoGATron xF RZ9 WRI.I.23I roXTRAM 07/17/05 07/17/06 EACH OCCURRENCE $ 2000000 pREMISES(Eaoccurence) $ 50000 MED EXP (Any one person) $ 5 0 0 0 PERSONAL & ADV INJURY $ 2 0 0 0 0 0 0 X IBlanket Contract, GENERAL AGGREGATE $ 4000000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY X JECTT LOC PRODUCTS - COMP/OP AGG $ 4000000 AUTOMOBILE LIABILITY B ANY AUTO BAP27957970S 05/01/06 07/17/07 COMBINED SINGLE LIMIT (Ea accident) $ SOOOOOO X ALL OWNED ALTOS SCHEDULED AUTOS (Per person) (Per person) on) $ X HIRED AUTOS NON -OWNED AUTOS BODILY INJURY (Per accident) $ X PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY - FA ACCIDENT $ • ANY AUTO OTHER THAN EA ACC AUTO ONLY: AGG $ $ C EXCESS/UMBRELLA LIABILITY X OCCUR ❑CLAIMS MADE TW554486402 05/01/06 07/17/07 EACH OCCURRENCE $ 9 0 0 0 0 0 0 AGGREGATE $ 9000000 HDEDUCTIBLE X RETENTION $ 10 0 0 0 $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY - TORY LIMITS ER E.L. EACH ACCIDENT $ ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICEWMEMBER EXCLUDED? E.L. DISEASE - EA EMPLOYEE $ 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! 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 i CERTIFICATE HOLDER CANCELLATION City of Sanford Building Department P:O. Box 1788 Sanford FL 32772-1788 ACORD 25 (2001/06) 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. O ACORD CORPORATION 1988 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. Amon �� 1 n--, .,- 41 r-m rage: 4 cT ACORD CERTIFICATE OF LIABILITY INSURANCE OPID P DATE(MM/OD/YYYY) UN=NG 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. 2 339 6 INSURER B: Universal Engineering sciences Inc. INSURER C: '3539 Blvd. 3INSURERD: 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 HOCCURRENCE COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR EACH $ PREMISES (Ea occurance) $ HIED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY F7 PPECOT LOC PRODUCTS -COMP/OP AGG $ AUTOMOBILE LIABILITY ANY AUTO _ ALL OWNED AUTOS AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILSCHEDULED (Per (Per person) on) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG $ $ EXCESSlUMBRELL.A LIABILITY OCCUR CLAIMS MADE DEDUCTIBLE RETENTION $ _ EACH OCCURRENCE $ AGGREGATE $ $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFF I CERIMEMBER *EXCLUDED? If yes, describe under SPECIAL PROVISIONS below WC200565604 _ - 01/01/06 01/01/07 - X TORY LIMITS ER E.L. EACH ACCIDENT $1000000 E.L.DISEASE - EA EMPLOYEE $ 1000000 E.L. DISEASE - POLICY LIMIT $ 10 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 City of Sanford Building Department P.O. Box 1788 Sanford FL 32772-1788 ACORD 25 (2001108) 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 CORPORATION 1988 raAl-. I U. vitalla Late' oi-utuuo U4`L/ IF'M FIage' b of 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) OFFICE FORM 60OA-2004 EnergyGauge®4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method. A Project Name: r07lIMl=l Builder. LENNAR HOES Address: 145 Bella Rosa Circle Lot 11 Permitting Office: City, State: Permit Number: Sanford, FL 32771 Phase 1 Owner. Jurisdiction Number: ®� Climate Zone: Lentrat �3 1. New construction or existing New __ 12. Cooling system 2. Single family or multi -family Single family a. Central Unit�Q Cap: 41.5 kBtu/hr _ 3. Number of units, if multi -family 1 _ ®�'p SEER:,14.00 4. Number of Bedrooms 4 _ b. N/A -_ 5. Is this, a worst case? Yes _ 6. Conditioned floor area (W) 2366 ft2 c. N/A 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) -- a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default)310.1 ft2 __ a. Electric Heat Pump � Cap: 41.5 kBtu/hr b. SHGC: T HSPF: 8.30 _ (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 b. N/A 0 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft c. N/A +� _ b. N/A O c. NIA 14. Hot water systems Q 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul,;Exterior R=4.1, 826.7 fe l EF: 0.90 b. Frame, Wood, Exterior R=11.0, 1026.8 ft? b. N/A e. Fratuek`Wood, Adjacent R=11.0, 133.0 ft2 d N/A _ c. Conservation credits e. N/A UNIVERSAL _ (HR-Heat recovery, Solar 10. Ceiling types _ DI -Dedicated heat pump) a. Under Attic-d., 0��o�C�Q�I G SGttisBr Gssft2 15. HVAC credits b. N/A 0CI PT, ��ppp�i�7%�]ip�p�® __ (CF-Ceiling fan, CV -Cross ventilation, c. N/A ��JJ ®® HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a, Sup: Une, Ret: Unc. AH(Sealcd) Interior Sup.. R=6.0, 1.0 R MZ-C-Multizone cooling,, b. N/A _ MZ-H-Multizone heating) Glass/Floor Area; 0.13 Total as -built paints: 26706 PASS Total base points: 33907 - I hereby certify that the plans and specifications covered by Review of the plans and „VflE sT this calculation are in ompliance he Florida Energy specifications covered by this � _ 9� Code. calculation indicates compliance PREPAR Y• with the Florida Energy Code. DATE: Before construction is completed i hereby certify that this bu din sig in this building will be inspected for compliance with the Florid C compliance with Section 553.90.8 �. Florida Statutes. D 1wE'�` . OWNER/AGENT- BUILDING OFFICIAL: DATE: 10/16/06 DATE: 1 Predominant glass type. roractuai giass type ana areas, see Summer & Winter Glass output on pages:2&4. EnergyGaugeO (Version: FLRCSB v4.0) FORM 600A-2004 EnergyGauge@ 4.0 SUMMER CALCULATIONS. Residential Whole Building Performance Method A - Details ADDRESS`. , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC. .18 2366.0 25.78, 10979.2 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X 8SPM = Points Type Adjacent 133.0 0.70 93.1 Concrete, Int Insul; Exterior Exterior 1853.5 1.90 3521.6 Frame, Wood, Exterior Frame, Wood, Adjacent Base Total: 1986.5 3614.7 As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent 19.0 1.60 30.4 Exterior Insulated Exterior 20A 4.80 97.9 Adjacent Wood. Overhang Ornt Len. Hgt Area X SPM X SOF = Points NW 10.0 6.0 46.6 40.72 0.57 1090.7 NE 1.0 15.0 23.3 47.10 1 A0 1094.3' SE 1.0 13.0 9.8 61.07 1.00 598.2 SE 1.0 16.8. 40.8 61.07 1.00 2490.8 SE 1.0 15.0 16.2 61.07 1.00 989.0 SW 1.0 15.0 1&2 56.99 1.00 921.8 NW 1.0 4.0•' 10.0 40.72 0.92 376.1 NE 1.0 6.0 16.2 47.10 0.97 740.9 SE 1.0 610 - ' 32.4 61.07 0.96 1906.4 SE 1.0 6.0 ' ~16.2 61.07 0.96 053.2 SW 1.0 6;0 23.3 56.99 0.96 1278.2 SE 1.0 6.0 23.3 61.07 0.96 1371.0 SW 1.0 6.0 16.2 56.99 0.96 888.7 NW 1.0 4.0 9.8. 40.72 0.92 368.6 WV 1.0 4.0 9.8 , ,, 40.72 0.92 368.6 310.1 15436.4 R-Value Area X SPM = Points 4.1 826.7 1.18 975.5 11.0 1026.8 1.90 1950.9 11.0 133.0 0.70 93.1 1986.6 3019.5 Area X SPM Points 20A 4.80 97.9. 1.9.0 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 1320.0 213 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 Raised 144.0(p) -31.8 0.0 0.00 -4579.2 0.0 Slab -On -Grade Edge Insulation 0.0 144.0(p -31.90-4593.6 Base T EnergyGaugeO DCA Form 60OA-2004 EnergyGaugeOFIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I 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: 60674.9 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 ,SEERIEFF(14.0) Ducts: Unc(S) Unc(R),Int(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 1.069. 0.244 0.950 12532.6 EnergyGauge?m DCA Form 60OA-2004 EnergyGaugeS/FlaREST004 FLRCSB v4.0 FORM 600A-2004 EnergyGaugeO 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 NVV 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 46.8 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 10.59 102 175.3 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 NW 1.0 4.0 9.8 14.97 1.00 146.4 Single, Clear NN 1.0 4.0 9.8 14.97 1.00 146.4 As -Built Total: $10.1 .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 8267 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 a As -Built Total:_ 1440 360:0 EnergyGaugeO.DCA Form 60OA-2004 EnergyGaagea®/FIaRES'2004 FLRCSB v4 0 FORM 60OA-2004 EnergyGaugeO 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) 0.411 0.950 4114.6 6530.8 0.6274 4097.4 9637.4 1.00 1.093 0.411 0.950 4114.6 EnergyGauge"" DCA Form 60OA-2004 EnergyGaugeOlFlaRES2004 FLRCSB v4.0 FORM'60OA-2004 EnergyGaugee 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building PerformanceMethod A - Details ADDRESS: , , , PERMIT* BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 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' 9940 33907 12632 4115 10059 26706 EnergyGaugeTM DCA Form'60OA-2004 EnergyGaugeS/RaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 Code Compliance Checklist Residential Whole Building Performance, Method A - Details I ADDRESS: , , , 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST PERMIT* COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK 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 corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top late. Floors 606.1.ABC.1.2.2 Penetrations/openings;>1/8"sealed unless backed by truss or joint members, EXCEPTION; Frame floors where a continuous infiltration. barrier is installed that is sealed to the perimeter, penetrations.and seams. Ceilings 6061.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 or non -IC' rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1,2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.113 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHFR PRFSERIPTIVF MFASI IRFS fmnc} ha mot nr aucoarlarl by nil rccirinnnnc 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. 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). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached., sealed, insulated, and installed in accordance with the criteria of Section610. Ducts in unconditioned attics: R-S min. insulation. HVAC Controls 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 6041, 602.1 Ceilings -Min: R-19. Common walls -Frame R-11 or CBS R-3 both sides.. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGaugeVFIaRES'2004 FLRCSB v4.0 3' bath duct to roof cap Nutone 696RNB �9I414i�IRn �•= � � � Kl �' N — = 9bp*` In — vt A S %� Ircd 6,. JQX6 I cd,l I 6' 25 10x6 Ias S.Cd 1 as ABOVE _ Mr C\ 9 tr 1�� hcd L W (. 1 (2) 3561 cot. 15 MN v/10KV e240V 1fH t I8x13 plm- �' scale S/B'•1'd pll.tf— by. bW I j Pomp 1 i .9Q.(?1U 1 . a nlnkuln clearance of 4 Inches around the olr hondler per the State Energy code. All duct has on l0 � �3 hs FAMILY W.. X 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL A%C Z o L m LU Q 0 GWA oa a I T�_•ri-7�� 0 01.�: Li- Z. Z IV r Y' W O (lJ R a, z o N. : m ,W > Z 0 Z t11 ~O 1 Z) Q m 10y6 lrcd 135. 1444 rag EMS - 1 r_p ' 12sfi 1Rc0 n y 145 9' .LOFT 5' IOk6 Ir d. 90 1040 re `� 10z10 ag � v 6• IU6 Ixd Alm" 3' bath duct to roof cap 4' dryer duct w/fan �a �pof yap Nutone.696RNB -55COND FLOOR PLAN A: 4 C 1/4, . r-w MUSt have 0 nlnIMuh denrance' of 4 Inches around the airhandler per the State .Energy. code. All duct has on, r=6.. Visulctlon value. yis � �j tll ti a � Q 2 } U) Co o' ti W � F C W 0 CD am i' Z ::DCD Z N Y W O N J U r 1 ating z o> r a 1— Co a md.J:tn00 L RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR.HEATING,AIR CONDITIONING R Job: COZUMEL 7.2704 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 ft3 x 0.016.7 = 222 :cfm 2 Winter infitration bad 1.1 x222 cfm x 32 °F WlnterTD = 7813 Btuh. 3. Winter infiitiation HTM 7813 Btuh / 350 ft2 Total window = 22.4 Btuh/f? and door area 'roceaure is - summer InTutrapon H I M calculation 1. Summer infiltration AVF 0.40 ach x 19024 ft° x 0.0167 = 2 Summer infiltation bad 1.1 x127 cfm x 18 °F &jnnerTD a Summer inthBion HTM 2511 Bluh / 350ft2 Total window and door area 127 cfm 2511. Btuh 7.2 Btuh/ft2 Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 127 cfm = 3740 Btuh Procedure D - Equipment Sizing. Loads 1. Sensible sizing load Sensible ventilation bad 1.1 x 75 cfm vent x 18 °F' &jTrr rTD 1485 Btuh Sensible load for structure (Line 19) + 28202 Btuh Sum of ventilation and structure bads = 29687 Btuh Rating and temperature.swu�g multiplier x Equipment sizing bad - 0.98 29093 Btuh nsible = 2 Latent sizing load Latent ventilation load 0.68 x 75 cfm vent x 43 gr/Ib rlmoist.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 'ConshuetionQual'lty is: a No. of Fireplaces is: 0 Boldlitalic values have been manually overridden Printout certified by.ACCAto meet all requirements of Manual J 7th Ed. wrightSC>ft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 E:1FilesiLennar0riando20021COZUMELICOZUMEL.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32748.6206 Phone, (407) 831-2665 rolectInfotma o For. L34\14R HCVES Notes: Design Ibliformation Weather. Orlando AR FL„ US Winter Design Conditions Outside db Inside rib Design'TD Heating Summary Job: COZUMEL 7.27.04 Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF DesignTD Daly range Relative humidity Moisture; difference Building heat loss 35476 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 35476 Btuh Infiltration Method Si nplifed Construction quality Average Fireplaces 1 0 Area ft2 HeaC ring Volume ()ting fl3) 19024 19024 Air changge�s/hour 0.70 0,40 Equiv. AVF (cfm) 222 127 Heating Equipment Summary Male BRY*F Trade Model Efficiency a3 HSPF Heating input Heatinga4ut @ 47°F Hem rise 0 °Bbuh Actuair tow 1400 cfm Air flow factor 0.039 ch Btuh Static pressure 0.40 in H2O Space thermostat 93 OF 75 OF 18 OF M ram: o 43 grAb Sensible Cooling Equipment Load Sizing Structure. 28202 Bluh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mtg. data n RaWswing multiplier 0.98 Total sens.,equp. 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;eeqquiprnerrt load 3i3425 Btuh Req. t I,capacify at 0.80 SHR 3.0 ton Cooling Equipment Summary Make BRYANT Trade Cond Coil Efficiency 14 !ER Sensible cooling 33200 'Btuh Latent cooling 8300 Bluh Total cooling 41500 Btuh Actual air flow 1400 cfm Airflowfactor 0.050 cfrnBtuh Static pressure 0.40 in H2O: Load sensible Beat ratio 80 % Boldlitallc values have been manually overridden Printout Certified by ACCA to meet all requirements of Manual J 7th Ed. wr10h1:&C) t Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27"15:21:30 E:1FileslLennarOrlando20021COZUMEL100ZUMEL.r3r Pays i RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.2704 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 1N S N K ( A L O T H V G N H V V H H N H D Y R L A W RA H L G G 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 PWDR 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 61= _ilia MWIC T41 #X a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 32A 4.1 BED4 a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.2 2.0 a n sw b C n 0 d 1 1 90 1.0 1.0 10 5.0 47.4 23.3 2.9 WYlghtsc)ft Right -Suite Residential 5.5.17"RSR28017 2004-Jul-27 15:2130 XCK E:1FileslLennar0rlando2002lCOZUMELICOZUMEL.rst Page 1 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 r w b c n 0 d 1 1 90 1.0 1.0 1 A 3.0 39.4 9.8 0.0 LAUNDRY a n rw b c n 0 d 1 1 90 1.0 1.0 1.0 ' 3.0 39.4 9.8 0.0 BATH � :. vvngiltSQ't Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 AC0, E:\Files\LennarOrlando2002\COZUMEL\COZUMEL.rsr Page 2 11 RIGHT WORKSHEET Entire Ouse DEL AIR'HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (4071 831-2665 Job: COZUMEL 7.27.04 'fvv�.wr��, Nermotrocm ErtieHmm uvm DININGLQICt flVLergrhCfe>ax 14ceings, clv al 2920 ft 49.0 ft 120 ft 25.0 fr Ro�xnds 120 x 19.0 ft 19.0 x 120 ft 140 x 11.0 ft ConJt Cpbon 8.0 ftj d 8:0 ft I heatipd 8.0 ft heaV000l a0 ft howl TYFECF I CSr HTM Area Load(13Ctt) Prey LcadPlh) A. LnedPM A. L[>ed(EatV DT-� NC HbI C19 (ftl H19 C19 (ft� F#9 C19 (M . Htg I Cig (ft) Hl9 I CIg 5 Gross a 143 46 21 1000 - - 241 - ' "' - - Sp osEd b 12C 29 1.9 1184 - - 0 .." '"" 0 "" C - - vratsand c 13C 32 12 1m - - 152 0 - - p1mors d QO 0.0 0 - - 0 0 = e 00 QO 0 - 0 '"' 0 '"" f0.0 00 0 - - 0 .w .... 0 . « .... .... a«. 6 VNYbnsad a 1C 37.0 " 29 99M - 47 1722 ""' 23 861, class doors b 8C 37.0 " 41• 15M - 0 0 - 0 0 '" 0 . . Fl ir66 c 9C 3%7 " 0 0- 0 0- 0 0 0 d 3C 232 " 0 0 ... p 0 0 0 .... f 0.0 - 0 0 ""` 0 0 °°" 0 0 *"" 0 7 VNsbns a:d North 20.4 14 - 2z%s 0 - 0 0 0, 0 glass doors NENNV 39.4 116 "'"^' 4M9 47 '""° 1835 m """ 1118C - 0 Codrg EW QO 0- 0 0- 0 0 "'"' 0 0 SESW 47.4 180 - 85& 0 - 0 0 '""' 0 1 46i SoUh QO 0- 0 0- 0 0 '*"' 0C - 0 Horz 0.0 0 1tl' 0 0 `a" 0 0 '"' 0 0 8 Cher doors a 11A 189 127 395 2� 385 2 0 0 0 0 0 b 1CD 147 99 19 220 18B 19 189 0 0 0 0 0 C 0'0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 t kt a 143 46 21 827 3809 17fT2 1737 3E6 336 1E0 1 876 392 epoged b= 29 1,9 1027 2V 195 0 0 0 0 0 0 0 0 vvels and c 13C a2 1.2 133 419 156 133 419 1E6 0 0 0 0 0 parbors d 0.0 00 0 0 0 0 0 0 0 0 0 0 0 e 0.0 QO 0 0 0 0 0 0 0 0 0 C 0 0 f 0.0 GO 0 0 0 0 0 0 0 0 0 C 0 0 10 Ceflirgs a 1BG 1.1 1.4. 13M 139A 1830 0 0 4 0 0 0 0 0 b 18C 28 3.5 0 0 0 0 0 0 0 0 0 0 c' 0.0 O.O 0 0 0 0 0 0 0 0 0 0 0 d QO 00 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 11 Floors a 22A 25.9 0.0 144 37X 0 E 12rT1 0 12 311 0 643 0 (N�: roam b: 19S 1.1 0.0 0 0 0 0 0 0 0 0 0 0 c 0.0 00 0 0 0 0 0 0 0 0 0 is d GO QO 0 0 0 0 0 0 0 D 0 0 forslab a QO QO 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 I fdration a 224 72 3501 7813 2511 85, 19di 618 23 521 167 iq 219 13 Stnoal bss=6+8_+11+12 .m. 32ZSI ... . 6T97 .:,. .... 2m ..» .d. 2103 Umetrrraltealrg ... .... �,. p ,.., ,.. 0 ,... .,. o ,.�. Lessttarlaw 0 - - 0 +••* 0 •••* 0 .•.. Heating redisinhtion .d.101A 0 - - 0 0 0 • 14 'DLrtbm am - 1O1' 680 "* 100 273 '"" 10° 211 15 Total loss=13+14 " 25476 - - 7477 '°"" *"` 2231 ""' "" 2316 16 Int gains: Ft @ 3M 6 1800 0 - 0 1 - 300 - 0 AppL 12 D 2 ""° 18M 0 - 0 0 - 0 1 - 12D 17 SLk f RSH gsir 7+A *.�. ..� 25MB - - 3415 - - 151 - 2127 Less a 0 01rg 0 - 0 - - 0 ...., - 0 Lesstar'dV ..,. 0 - 0 - - 0 - 0 Cdo6rgmdsWxbon `..,` '». 0 - - 0 '"" 0 - 0 18 [rtgain 10'/ *"' 2554 10°1 """ 342 10' """ 1 100 `"°' 213 19 Tb1alRSHgairr=(17+18)'P.F 1.00 """ 283]2 1.00 - 379 1:00 "* 1699 1.00 - 23M 120 1 Ar•req�ited (�) -' 1400 wo - Z5 18E - 881 84 - 1911 116 NntotA oertified by ACCA tD meet ad requirements of Manual J'7thEd. wr1ghtso'Ft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-2715:21:30 E:\Files\Lannar0rlando2002\COZUMEL\COZUMEL.rsr Page 1. RIGHT WORKSHEET Entire ouse DEL AIR HEATING,AIR COND1710NIN0,11 Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665' �vuvvur�.t rulcti FAMILY PiM � BM3 T4Ceflrq. i�tidaV-dwaf 100 ft 48.0 ft 0.0 ff 27.0 ft R.Odo,rerrvors 10.0 x 100 ft 16.0 x 20.0'ft 7.0 x 40-ft 140 x 13.0 ft Cara q:bon 8.0 ft haaVO f 8.0 ft t�bod 8.0 ft haeYbod 8.0 ft teltool TYFECF I CST HTM Area Ltxdpkh) Area LoadPb) Area Lmd(1 ko Area L dpA ND. Htg I G9 (fti R9 C19 (117 Htg I Clg (ft) Htg Clg ( Htg Clg. 5 Gross a 143 46 21 80 - "' 0 b 12C: 29 1:9 0 '- - 0 ... ... 0 ,e„ ,... 21 - walsand c 13C 3.2 1.2 0 - - 0 '" 0 "" ""C - partitions d 0.0 GO 0 0 "" "'" 0 ""C - If 00 0.0 0 - 0 0 6 Vucbr5ad a 1C 37.0 - 0 0 - 32 1193 "` 0 0 -2 9m - lass daas b 8C 3TO " 41 1506 - 0 0- 0 0 """ c 0 *" Heabrg 0 Ov 38.7 " 0 0- 0 0 - 0 0- c 0- d 3C 23.2 " 0 0 - 0 0 "" 0 0 c '0- e 0o " 0 0 0 '"" 0 0 c 0- if 0.0 '" 0 0- 0 0"* 0 0 0- 7 VNrbnsa-d North 204 0- 0 0- 0 0- 0 "' 0 lass doors NEMN 39.4 0 - 0 0 ""°' 0 0 - 0 2 '" 1032 C rg ew 0.0 0 `"" 0 0 "" 0 0- 0 0 SGGN 47.4 41 - 1M4 32 Y°b 1535 0 - 0 "" 0 Sath 0.0 0- 0 0 °` 0 0 0 ""' 0 Hors 0.0 0- 0 0 "" 0 0 "' * 0 0 8 Olherdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 b 1(D 147 . 9.9 0 0 0 0 0 0 0 0 0 c 0 0 c 0.0 (10 0 0 0 0 0 0 0 0 0 c 0 0 9 NA a 143 46 21 39 181 81 352 16M 724 0 0 0 c 0 0 eFsed b 12C 29 1.9 0 0 0 0 0 0 0 0 0 19C 547 389 oralsarxi c In 3.2 1.2 0 0 0 0 0 0 0 0 0 .0 0 Par*- 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 c 0 0 f 0.0 (10 0 a 0 0 0 0 0 0 0 c 0 0 10 ce1 ros a 1 "1 1.4 0 0 0 0 0 0 0 0 0 1 1M 252 b 16- 28 3.5 0 0 0 0 0 0 0 0 0 0 0 c 00 0.0 0 0 0 0 .0 0 0 0 0. 0 d 00 0.0 O 0 0 0 0 a o 0 0 0 e 0.0 0.0 0 D 0 0 0 0 0 0 0 0 f GO (10 0 0 0 0 0 0 0 0 0 0 11 Floors a 27A 25.9 (10 10 259 0 49 1244 0 0 0 0 0 0 (t`bte: room b 193 1.1 GO 0 a 0 0 0 0 0 0 0 c 0 0 F -hater c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 isdv. d 0.0 0.0 .0 a 0 0 0 0 0 0 0 c 0 0 torslab a 0.0 GO 0 0 0 0 0 0 0 0 0 c 0 0 floors)' f QO 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Infiltration a 1 224 7.2 41 912 2d3 w 72 233 0 0 0 a 5% 168 13 SLttdalbss=6+8.+11+12 0 - .„, ?� - el� Lessadarg .a. - .�: 0 - 0 _ _ 0 :.,,. Lesstrarsfer "" 0 - - 0 - - 0 - - 0 Heating reddnbbon .a. 0 - - 0 - 0 - - 0 '+• 14 Dud bm 100A 295 - 101A 'Im - 101 0 - 10' 229 15 Total ims='13+14 3143 - - 5e - - 0 - ..�. 16 htgairs: Poke@ 3m 0 - 0 4 - 1.e0D 0 - 0 c0 App. @ I= 0- 0 0 '"'-' 0 0- 0 0 17 `abtotRSH93kF7i8.+12+16 '°+ - 2378 - 3693 - - 0 "" °"` 1842 Less ederrnl amlirg - - 0 „'• - 0 - - 0 ,*"" •' • 0 Lesstwder - 0 • • •"• b •"• •"'• 0 - 0 Coolirgredistntxtion - - 0 *" "" 0 ....10° n*+ 0 *�» p 18 D.0 gain V/4 - 231 100/ `"" 369 "*" 0 10° "'* 184 19 TotaIRSHca'rr-(17+18)1PLF 1.00 - Z39 1.00 "" 4052 1.00 "" 0 1.00 """ 2M5 20 Air required (drj - 1 128 - 2DB 22 `"' 0 0 "" 10) 101 Printout ceffed by ACCA to meet all requirements of Manual J 7th Ed. t wr rgttits0lRt Right -Suite Residential 5.5.17 RSR26017 2004-Jul-2715:21:30 E:1Files\LennarOrlando2002\COZUMEL\COZUMEL.rsr Page 2 RIGHT WORKSHEET 0 Enure Ouse OE!_ AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 1 rvuvvbr arv7ru Nxmcfimn MBATH wmc MEED EEN 2 ift L'r'* fe wal 8.0 ft 20.0 ft 17,0 ft 28.0 ft 3 eixs 120 x 8A ft 6.0 x 140 ft' 120 x 17.0 ft 16.0 x 120 4Rocmdrra Cerlrgs C3A Cp6on 8.0 ft hraekA 8.0 ftj find 8.0 ft heaVocol 8.0 fti heaVxd Load l )C19 Load Pft4 ..(�� LcadpA E*CGLJRE r� Htg CIg (1 FFIg 011 � Cl9 (ft � � Clg Hlg I Clg 5 Gros a 143 46 21 0 `--' - - 0 -'"' '" 0 ---- -- E gnsed b 12C 29 1.9 64 - `"- 160 - - 136 *'** * 22 *-" "'** VA& c 13C 3.2 1.2 0 -N- ---- 0 -.-- - 0 .... .,» -.a .... PW6- d 0.0 0.0 0 -~- 0 --'* 01 . -�-- f QO 0.0 0 - - 0 "" () ..». -..- .... 6 VftbAs a d a 1C 37.0 - 0 0 - 0 32 1198 ""'- 143) - ciass doors b 8r . 37.0 -- 0 0 '°"- 0 0 '""" 0 0 ""- 0 - Re&Ug c� 3e.7 0 0- 0 0 0 0- 0- d :3C 23.2 " 0 0 '"°°' 0 0 '°"' 0 0 "* 0- f 0.0 " 0 0 -"' DC 0 0 -6, 0 7 V*dsraard Wrfh 20.4 0 -"d' 0 0 - 0 4 - 83 glassdxts NEtWV 39.4 0- 0 0 ---" 0 0 ----- 0 0 rg EW 00 0 "" 0 0 -'°- 0 0 --" 0 0 SE6W 47.4 0 "`" 0 0 '-'- 0 23 ""- 1342 a 1636. Sam 0.0 0 0 0 --+' 0 0 --"' 0 c"' 0 Horz 0.0 0 *"` 0 0- 0 0 '"*- 0 c'"°' 0 8 OU1er do= a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 b 1CO 147 9.9 0 0 0 0 0 0 0 0 0 0 0 c 0.0 GO 0 0 0 0 0 0 0 0 0 0 0 9 NA a 143 4.6 21 0 0 0 0 0 0 0 0 0 0 0 eposed b '1M 29 1.9 64 184 124 iac I1 311 104 29B 2m 18E 0 35G weisard c '13C a2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 pffft tis d GO 0.0 0 0 0 0 0 0 0 0 0 0 e QO 0.0 0 0 0 0 0 0 0 0 0 0 0 f 00 QO 0 0 0 0 0 0 0 0 0 c 0 0 10 Ceil gs a 1EG 1.1 1A 96 101 133 89 116 215 a 1 2S3 266 b 16C 28 15 0 0 0 0 0 0 0 0 0 0 0 c 00 QO 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 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 Q0 0 0 0 0 0 0 0 0 0 0 0 j Note: room b 193 1.1 QO 0 0 0 0 0 0 0 0 0 0 perin,jer, c QO 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispl. d 0.0 QO 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 fbors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Irfiltration a 224 7.2 0 0 0 0 0 0 32 724 2331 q883 2134 13 S;Ztfcta bm=6i+8.+11+12 ... 286 -.-. ,... 650 - «.. 2435 - -,a;- 30T1 Less etnal tafirg 0 0 +.-, ..... 0 ~ .-., 0 Lesstrar-E er -••* 0 • •- ""'- 0 -w 0 0 ef- Heal g mdW&L bon .--, ..-. 0 0 .�, ..-. 0 14 Duct Nos 10' 29 "" 10'/ 55 '-`- 100A 244 *"' 10'1 3CB 15 Total k)ss=13+14 311 634 ,.., -a- M79 .. --•- 33EB -""- 16 kit gaim pec* @ 300 0 "-' 0 0 --"' 0 1 -"- '"-- 0 App. @ 1zo 0 "'- 0 0 '-'- 0 0 '--' 0 C -'"- 0 17 &dotRSHgWF7a8.+12+16 *'"" 257 ~ - Q7 "-• 2442 '"" - X46 . Lessfiarsfi?r --»- 0 *... = «.. 0 *d. --,- 0 ...« -••- -0 Caolitg recfstri)i" 0 •�• 0 �, p ,m, 0 18 Dud gain 10A a 101 43 10 101 19 Tofa RSHgtm(17+18)'FLF 1:' 233 1.00 1 470 1.00 -w- 7 1.00 - 2911 20 Air regjired (drt>) -"-' 1 14 " 23 "" 106 133 "" 134 145 Printout certified byACCA to meet all requirements of Manual J;7th Ed. wraghtsoft Right -Suite Residential 5.5.17 RSR26017 2004-4ul-2715:21:30 E:\FilesiLennar0rlando2002\COZUMEL\COZUMEL.rsr Page 3 RIGJiT �1 WORKSHEET Ent►re Ouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET,, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 IVUYYJ/v.IL I ru 1 Namofracm LCFT EE02 LAJ\ER'Y BATH 2 Lerpllofe4xsedwal 10.0 ft 27.0 ft 6.0 ft 5.0 ft3 Rxmdm s 27.0x 10.0ft 140x 13.0ft 10.0x raoft 10.0x 50ft 4 CeUG CoAOption 8.0, ft t 000l 8.0 ft Yedilmd 8.0 ft t3avbod 8.0 ftj heattrod TYFECF I CSr HTm Prey LoadPul) Am Loacip") Ama L.cad io Ana Lcadp n� D� FE fV Fi(gI Clg M F1g I Cig (f15 Htg I CIg (ft� Htg I Clg (ft2. Htg Clg 5 Gross a 143 4.6 21 0 "'- 0 "'* "" p Eiq sal b 12C 29 1,9 80 „a 216 "" "�. 4g "'", "'tk - - wand c 13C a2 1.2 0 "� " .. 0 .... .... 0 C ...- -..s partitals d 0.0 On 0 ..ti . a 0 0 C - - 6 1 tbAsand a 1C 37.0 '* 23 861 ""` 28 w - 10 362 - c 0 lamcims b 8C 3TO *` 0 0- 0 0 -°°' 0 0- 0- �M�ororo c9-- 38.7 0 0 -`-- 0 0 "-' 0 0 '-°' c 0 ""- d 30 232. *" 0 0- 0 0- 0 0- 0- e OL '*' 0 - 0 0- 0 0 '... 0 f 0.0 0 - 0 0 "'- 0 0 ""c 0 7 V%bJw4 d North 20.4 3 *"' 60 2 "'- 42 0 0 *" 0 glass does NUM 39.4 0 `- 0 10 - 395 10 "I0 Cbdig EW QO 0 '"" 0 0 "` 0 0 ""' 0 0 SESW 474 20 "'- � 1 "" 671 0 ""' 0 I 0 Sam QO 0 '" 0 0 "" 0 0 '"" 0 0 Haz QO 0" 0 0 "'" b 0 0 '" * 0 8 Ctaci rs a 11A 18.9 127 0 0 0 O 0 0 0 0 -0 0 0 b 1CD 14.7 9.9 0c 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 9 Na a 143 46 21 0 0 0 0 0 0 0 0 0 c 0 0 b 12C 29 1.9 57 163 110 19D 547 369 38 110 74 4 115 78 ImAeb c 13E 3.2 1.2 0 0 0 0 0 0 0 0 c 0 0 Pwbbo- d 0.0 0.0 0 c 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 QO 0 0 0 0 0 0 0 0 0 0 0 10 Callings a 1EG 1.1 1.4 00 374 182 19Q 22 60 63 83 a 53 Eu b 16C 28 3.5 0 0 0 0 0 0 0 0 0 0 0 c QO 00 0 0 0 0 0 0 0 0 0 c 0 0 d 0.0 00 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 00 0 0 0 0 0 0 0 0 0 c 0 0 f QO 0.0 0 0 0 0 0 0 0 0 0 c 0 0 11 Floors a 22A 2a9 0.0 0 0 0 0 0 0 0 0 0 0 (Note.. morn b '19`i 1.1 CIO 0 0 0 0 0 0 0 0 0 0 0 per --fer c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispl. d 0.0 QO 0 0 0 0 0 0 0 0 0 0 0 fcniab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 floors) f Q0 0.0 0 0 0 0 0 0 0 0 0 0 12 Inlitation a 224 7.2 23 521 167 x 931 187 10 219 rD C 0 0 13 & tGia ss�6 ..+11+12 - 1EC0 2281 "-' •• 755 ,•• ••» 1EB ""- LESS etrzlaiheat g, - 0 . - - ...., 0 ..-. .... 0 ,.. Less bamfer - p - 0 - .r. 0 .... 0 - HeaGrg redi&-bLbm 0.... .». 0 0 ..« 14 Oud loss 90°/ 183 '"" 10°/ 2m 100/1 75 ""' 100/1 17 15 Tdal loss =13+14 "" 2013 "'", •"• 2510 830 •`• ,"`• 185 16 Irt gahss Floc* @ 300 0 """ 0 0 '-'- 0 0 - 0 C*"- 0 App. @ 1XD 0 "" 0 0 -"' 0 1 - 600 c"'"' 0 17 SUdct RSH ga&7+8.+12+16 *d' "" 1677 fnd1 '-" 1907 *"' - 1214 - "" 147 Lem edffa 000fig 0 - ... 0 - 0 ..-. *e. 0 Lesstrart¢er 0 .«.. 0 -d. 0 ..» .,.. 0 Codirgredsinbutm +... .e. 0 .... .... 0 ..a ..., 0 ,... ,,, 0 18 Duxgain 1G°/ "* 168 10'/ - 191 10° "" 121 100 """ 15 19 Tdal RSH g&F-(17+18)*FLF 1.00 1845 1.00 ... 202E 1.00 " 1335 1.OJ '"" 162 'Airregxed (drr>) 92 "" 99 1041- 33 .83 - 7 8 Printot ceffied by ACCAto meet all requirements of Manual J 7th Ed. wr�ghtsolFt Right -Suite Residential5.5.17 RSR2601.7 2004-Jul-2715:21:36 E:1FilestLennar0rlando20021COZUMELICOZUMEL.rsr Page :4 ENERGY PERFORMANCE LEVEL (EPL) 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 (W) 2366 ft': 7. Glass typel and area: (Label reqd, by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)310.1 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)3'10.1 ft' 8. Floortypes a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft b. N/A c. N/A 9. WaIl types a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft' b. Frame, Wood, Exterior R=11.0, 1026.8 ft' e. Frame, Wood, Adjacent. R=11.0, 133.0 ft' d N/A N/A UNIVERSAL 10. Ceiling types �n p��/�►��+ a. Under AtroNGINEERIpy�1G(�SCj��JO?0!1>� o ft- b. N/A REVIEWED c: N/A 11. Ducts a. Sup: Une. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit. Cap: 41.5kBtu/hr SEER:14.00 b. N/A c. N/A 1,3. Heating systems _ a. Electric Heat Pump Cap: 41.5 kBtu/hr HSPF: 8.30 b. N/A c. N/A _ 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons —__— EF:.0.90 __ b. N/A _ C. Conservation credits (HR-Heat recovery, Solar DHP-Dedioated heat pump) 15. HVAC credits PT, (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before finalnerw' �newEP�LDisplqy ..Card will be completed based on installed Co 10/16/06 Builder Signature- Date Address of New Home: 145 Bella Rosa Circle Sanford, FL 32771 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyourscore is80orgreater (or 86foraUSEPA/DOEEnergyStar designation), your home may qualify for energy effi ciencymortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list. of certified Raters. For information about Florida's EnergyEfciency Code For Building Construction, contact the Department of Comm unity Affairs at8501487-1824, 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass outtp�ut on ages 2&4, EnergyGauge® (Verse ion: FLRC513 v4.�) ^-ROM':SOLAR-TITS FAX NO. :4073341913 May. 12 2003 03:39AM P1 ,! , /lac%s 1 ,� "b NATIONAL CERTIFIED TESTING LABORATORIES • . i tvt,Nl BOULEVARn- • ORI_ANDO, FLORIDA 32837 ONE (407) 240-1356 • FAX (407) 240-8882 • N - STR URAL PF.RFOR A E TEST 1191! R vpd9VER5AL EMI �FV9El6�I�tD ERING ACES LABORATORY Cl,-RTlFICATION NO.: 98-0430.01 CLIE T: Florida Exttucicrs International Inc. 2540 Jewett Lane Sanford, FL 52771-1600 REPORT NO.: NCTL-210-2089-1 TEST DATE: 09-24.99 REPORT DATE: 09-24-98 F-XIIIP-ATION DATE: Alld PARENT REPORT NO.: t 10-1662.1 REVIEWED FOR CODE COMPLIANCE. TEST SPEOIIYiM- Florida Extruders International Inc.'s Series "Milestonentu 1000" Alumin Silding Glass Door_ (Type XXO) (SGD-C30) TEST SPECIFICAT 4-! AAMAMWWDA 101II.S. 2-97, "Voluntary Specifications for Aluminum, Vinyl (PVCj and Wood Windows and Glass Doors." TEST SPECTMFN DESCRTlr1 M GENERAL: The sampic tested was�a three panel typc,=O" aluminum sliding glass door measuring 15'0" wide by 8'0-3/4' high overall.' Tiic�)effidive and right panel measuring 5'0-I/2"..wldc by T...l]=1/a'I hlgti; the center active panel measured 5'0-112'r;v4de by 7' 11-114 high; the right fixed panel was scturtd to thn jamb with three 2" long alLirniaLm rutalnors each f=ened to the jamb stile with a single screw. One plunger -type security lock Was fasttned to the left activeloci"stile with the keeper fastrned to the left jamb- One udj usmblb metal single roller assembly waS used to the'Je' t active ioa stile with the keeper fastened to the loftjamb. Ono adjustable metal single M ticr assembly vas used at each end of the active bottom rails. The frame was of double screw coped corner construction. Panel top rail/stile corners were of double screw overlapping coped corner construction. Panel bottom rail/stile corners were of single screw overlapping coped corner construction. INSTALLATI.4 : The 1t'ame was mounted to the icsi buck using fifty-two (52) (fl 8 x I") flat band scrows. G t,A ,TNG: All panels were channel glazed using 3 116" thick temperod clear glass with a flexible vinyl glazing bead. WSTP: Double strips of polypile weatherstrip (0, 1 90"high) were located at each interlock stilt. Double strips of polypile weatherstrip (0.360" high) were located at each jamb. A single strip of flexible flap vinyl weatherstrip was located :It the bottom tall. Double strips of polypile weatherstrip (0.190" high) were located at each panel top rail. A polypile dust plug measuring 1-1/2" x 1" x .250" high was located at the sill under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING -ROM :SOLAR, -TITS FAX NO. :4078341818 May. 12 2003 03:39AM P2 Florida Extruders Xnternation.al IrLC. -2' INCTL-210-2346.1 Screen. An insect screen measLLringr 49-5/8" wide by 31" high with a square Cut screen frame and a.square cut plastic corner keys. Installation Fasteners The specimen wru Paste �d into ed at d pSof;Q b at head tan (nd two (2) �# 8ax X") head strews; two (2) in the head, (# .3 x 1'), two (2) 26,1/2" down from heed in, jambs; four (4) (# 8x 2") were used below the fixed rail; two (2) in arch jamb. TEST RES LILTS par. NO 7'ifle of Test d IVletlz�d a-tU- _ Allo 2.2.1. G„1 Operating Force 15 lbs. max. .30 lbs. m.= Active Spsh 2.1.2 Airinfiltration •ASTM9283 0.19 cfm/ft" 0.30"cfm/ftl 1.57psf (25 mph) 2.1.3 *Water [aautrati.on - ASTME3311547 5. 0 gph / f t, Leakage So Leakage WTP-- 2.86psf .No Uniform Load Structural - ASTIV E330 0.09�4 O. PO4" 22.5psf Exterior 0.027" 0.204" 22.5 psf .interior R 21 6.2 Deglazing Test. . Active Sash 0.105" (2.1 %) < 100% Meeting Rail (70 lbs.) 0.118" (3.8%) c 100% Bottom Rail (70 lbs.) 0.095 0.9%) < 100% Left HHand Stile (50 lbs.) 0.046" (0.9%) < 1001/0 R7',jht Hand. Stile . (50 lbs.) T.STCOMpLF.TFD 04/21/00 The tested specimen meets (or exceeds) the performance levels specified in Table 2.1 of Af�MA/ NWWDA h �t tested p for air infiltration. The fisted results were secured by using the designated test methoda and indi-,ate compliance with the performance requirements of the referenced specification. paragraphs for the (D. .R30) (63.118" x 72"),product designation Det«led drawings were avoilable for laboratory . records and comparison to the test specimen at the time of this report. A copy of this report along with representative sections of the test sIpecimen will be retained by NC;t'L or a period of four (4) yeaonly to the specimen tested. No conclusions rn. The results obtained apply. of Croy ind regardxn� the adequacy or in -adequacy o the g speoimen may be drawn from this. test. This report doe.9 not constitute certification oft uCt which m y only be granted by a csrttificration program ui:�lidato)-. ,'VA77ONAL C RT7FIED TESTING LABORATORIES -� isvon onager r--- ROM':SOLAR-TITS FAX NO. :4076341818 May..12 2003 03:40AM P3 FASTENER LOCATIONS ( - Cd. 31 7 / 8" . X i -8 3/4" 7 Jambs �,� Same 4 tj Head & .j Sill same A -ff- 157 T r 6 1/ 46 144 24" 0,C, TYP, TYP, The test specimen was flange mounted to the test beck using forty --eight (48) #8 X 1" FH screws at locations shown. �--�- - DENOTES :SCREW NATIONAL CERTIFIED TESTING LABORATORIES ,SOB M-0, NCTL=210—?,oe9—LP_,2 COMPANY s FLORTD�_ EXTRUDERS I.ST DATE : 9-24 2 --ROM:SOLRR-TITE FAX NO. :4078341318 May. 12 2003 08:40AP1 P6 Tm Q AL(TY Wlt1DOWS sT 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 • 6 5/16" FRAME DEPTH FOR 3 TRACK DOORS • UNIQUE 1/2" FRONT FLANGE FRAME DESIGN WITH SNAP -OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 .AND 3 TRACKS AS WELL AS POCKET UNITS A PANELS HAVE UNIQUE DEEP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING • A HIGH GRADE BOX SCREEN WITH STEEL_ ROLLERS AND DIE CAST RECESSED. LOCKSET IS A STANDARD FEATURE • DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO THE GLASS 1 1/2" EXTERIOR SILL IS' 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 AVAILABLE TO BE MANUFACTURED IN CUSTQM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH .TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION • DURABLE WHITE AND BRONZE POWDER COATED FINISH leady rAA SGD-1 Qst ,. - rr•:z*c:_.. -,. - — 09. 05. 05 _n] : a6_ FIA fln5 — —.. 09. 05_95 01 a6 PM F0.' ....._ +r iu Fr?OM :SOLAR -TITS FAX NO. :4078341818 S111M aS RC'0'D INSTALLATION ANCHOR ATHING cSEE NU TES) OTHERS CAULK BETWEEN DOOR FLANGE TvO 3Y \wQDD P. SHEATHING E?Y 71 HERS 1 I /-0' MAX. lfl\ n - sqlr> SRa -r I!� 1 I I UCCO ll SIDING 1 0THER S I ERIMETER CAULK BY OTVIERS %.�U iC J4;�.: M �...1.. Lai ♦. -� - CJZ� LIDING' GLASS OnOR FRAME —� SILL 1 III i G C I-1/S' MIN. EMBE UMc:N T SLIDING; (,t-AS7 DOOR ER.cr,c riEAD I 7EHPERED GL (TYP, j�' DOOP HEIG]!T Ic EySE?�: •I t LiBER?1LLT APPLY CAULKING UNDEr SILL OR SET SILL IN BCD `— INSTALLAT',ON ANCHOR Of CONCRETE 3/15' DIA. TAPCDN SECTION �a-A Ma.y. 12 2003 03:40AM P4 --.-- - DOOR v1 DTH 4" MAX. SHIM . SPACE INSTALLATION ANCr-tOR TvO EY vOOD a8 SCREV I-1/8 MIN. BY OTHERS — TWO BY WOOD E'MBEDHENT DY OTHERS SLIDING GLASS DOOR FR6ME CAULK BETWEEN JAMB \ HOCK STRIP 8 SHEATHING 7EMPERED GLASS (TYP.) PLRiMETER CAULK BY OTHERS SECTION B-B SLIDING GLASS ROOK STRIP �- SHIM AS RCO'D. (SEE NOTES) INSTALLAT104.ANCHQP. — 11$ SCRCW _ -- CAULK BETWEEN "J— DOOR FLANGE i; SHEATHING A'-4---\ -- SHEATHINGa BY OTHERS TEMPERED C STUCCO (TYP.) 1)13 SII)1NC1 3Y CITHERS _ St -ICING GL%tS� J_'u'r — INTENLOCi: • � i `� T F''. ❑`' -' T TAN ? RI\NEL u^^'R ��•uvN P.YvOTNERS Y "v HE]EK STRIP DETAIL a01Cs I) DOCR MATERIAL: ALUHINIM At ll)Y so4a. 2) as IMSTALtATtON SCREw+, M'JSI BE Of SLorf ICICNT LENGTH TO ArHICVE MIN. EMBEDMENT OF 1-1/8- INTO VOOD. TAPCD^ TYPE INSTALILATI(IN ANCHORS AT SILL MUST BE OP Su'I-TCIEr4T LENGTH TC ACHi_VE mitt. LN3CDrENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANC40fl C'''Y4T O)r ?cl:c DT- ImIS SHEET- 4) USE SILICONIZED ACRYLIC CAI-r.r DCUR fLANGi AT HEAD . JAMB:. 5) VSI SILICCIMIZED ACPYLtC C'=L_ r:l? =CP,; -TCR SEAL AROUND EXTERIOR OF DOGE. 6) IF EXACT DOOR S17C IS tiTT I_ISi[D IN ANCrr CHART. USE ANCHOR OUANTITY LISTED VITli NFXT LAtEEP. SIZE. FCP_IK APFIV:71=IAT_ CtST04 PRESSURE REDO. 7) r0l POCYET COUP Sl?C: VG' f`^c['." 27c.='>S DOOR SIZC 6 CONI]GURATION TO FINISHED OPENING. iN,TA, AT:JN eN r'�. f=T`:- i= f-npr SIF 1w AS SI-C:vN. [.- ASTM C1300 Cil_AiS EFIART` 9) Da(IR UNiT 15 r,?P?.OvZD USIA-_ TC ?C=ED GLASS IN SINGLE GL!•::ED OR INSULA:iNG ra.A$C 10) JAMB / SILL CDRNFF.: AF.[ ,l 9� ;':1-£i1 W!ltt A "MALL JOINT SEAR SEALER. 11) S�l)t AS RFD-0 AT EA Al `' Ir:S:AI_, aT10`! ANCRURS MAX. ALLOVA;ILE SHIM S,aCK TO BE 1/4' )r) ALt_ IN:TALLA lE)`7 :.vC%•_n; _ B't COPVC31Drr P.=SIS;AN7 MATERIALS or �Pr ;[ ; I _>. PANEL AP=-;.' 13) —IRE 'a- RC�R �rN?: Y;. -__- �Ns � N1 f X`1 l _3N"IG)_IRATIONS ART: AS L:a"-C -+ :"'_�� :MA-) LtN BACK Or THIS SHEET. ta) N.^.,i ALL EW)FT -URA;1,7:,' L'<' _=:�.- AP. SHOvN ON Iv).S D?AVING, HnVEV_= INSTALLATION 1 !:1+): =-A' -a-? .. __ __ ADoLv tI: ..)S TnLI aTiON OF ALL c!3N IULIkA 1 TONS 1�) E LLTiDA 'L)t TRu;rcR: :CCLW - - . $:.'Dl�.:., G'_=$S DCCR IS SHOWN THIS FPINT /•LSO APPLIES TO 2000 SERIES �-Q Slv `.= RFC D:ESCPIPTJ0N ! CATE OPIDA FxTF?unE=5 FLINT, INC S!�,[\i77C:, . I I"T►Ll`1SS DOUR L! T10N WITH �S SCPEw�; _ APFF:OVEI) BY: - -- ATE: I�'; ' 1/DI SCALE: NI IS IU1'rC r il£ xu027 S;I i a OFFICE a rC MW rntff mdawkcUNIVERSAL E-o ®® QQ�� G S JENCES July 18, 2002 REVIEWED Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division fC,EN � SAL FORM Administration Building; 1st Floor m-A-r-%Tu-F,A.CTURER Nam- - 201 South Rosalind Avenue f�✓� ✓S - P.O. Box 2867 p r / C� Orlando, FL32802-2687 MASTER IFILE # (4Q7) 836-576D RE: Florida Extruders Fenestration Masterfile Update Alternate Nailing schedule for Fir, Frame Windows REVIEWED FOR CODE COMPLIANCE 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. 2540 Jewett Lane,, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 1 cd Wo2J ::0 COOE 60 da5 c6C-5 23 Let -CN XU.:! luaurllezaQ ou i p 1 t r. .-!r1 �. PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61GZS-23.00I, F-A-C. A charcoal pencil was applied to .. the impression seal to facilitate reproduction- C,.NTp, AL- FLORIDA B. O. A_ k - MANUFAC TUi Eft NAAM MASTER FUL.E � � -fir �� JUL 3 0 2002 �.�t:F •rye - F*tnc 2O02-Ll'R-iL14-014 ._• 2540 3ewctr Lane, Sanford, FL 32771-1600 (407) 3Z3-3300 • Fax (407) 322-3507 2 da Z6VS9M L0t 'CN XU-i Zuauri iEd�Q 6u?pj+ng WO83 �d WdZ@:L@ Z00Z 6@ S -Jamo-Asn-1 Dan 7en C16S=ZD ZD 6D da, I Alternate;Na.iling Schedule and Installation Instructions - Analysis Methodology and Sample Calculation . Load Distribution based on.AAMA 103.3-93 Prbcedural Guide an-d centroid location based on common shape geometric formulas. 4 H.iOnUWidth - MAY < 1.0 "Wmdm - wv ► 1.0 AAMA 103.3. Cut a Lo&O Matribu\on ^AM^ 103.3, C. 1 L,wd Dhb:buTlon Florida Extruders Drawing No_ FLEX0026, FLEXD029 and FLEX0030 .d - r A.P O by '_ wic+cM Eyebrow Arch -Fixed Lite sa Half Circle - Fixed Lite Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = 1/2. (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 1/z (h)(a +. b) h = H/2 or W/2 2540 3ewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 t Fax (407) 322-3507 5 9d WdZO : TO F-OOZ 60 'daS 7_5_� 59L8 Lob : 'CH }Md zuzuz ledaQ 6u l p p rta : WOti3 -••• - -e. .:cr ran 7n Gn der,- f ? UNTRAL FLERIDA B. O. A: F. MANUFACTURER NAME MASTER YME # Mon -Rectangular Configurations Load Dlstrtbution: 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 = Radlus Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375", sheathing thickness is '/_" 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 25, Width 36% Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case, 1 is shown on the next page. Al = Va(W/2)((H-W)+H)) - Y:(36/2)((62-36)+62))/144 = 5.5 5F A2 = -1/2 (W/2)(W)/144 = 1/2(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, SanfDrd, FL 32771-I6o0 - (407) 323-3300 - Faz (407) 322-3507 6 Ld 14& 0 : I0 c00Z 60 •d'S Lob : TIA XU 3 Zuaw}.Aeda0 6u 1 p l i ng woep -i dcc:ten ::7n nn das FfDrjda MIF 'c Alders Load on Jamb = 70(5.5) = 385 Ibs_ Load on Head/Sill = 70(2.25) = 157.5 lbs. Number of Fasteners Jamb. (N) = 385/69 = .5.56 = 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)+1) = 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 b j CF.LO MA B.Q.A.. H�adrSri W.der► 1?iA U Av i I.ILB ER 1tt7�..LY1L' • FleigfaYWldN = NMII > l.0 F - AAMA IC3..3. cGzv 9 Load DirtrknybonM.A STER 1FELE # 2540 Jewett lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (4d7) 322-3507 � 8d Wd:@ : TH Z06Z 60 daS Z6vs9m Lob 'Q4 }bd-u=&ul_tedaQ 6u 1 P I ? n$ : W3cd3 - -- --- - - - -- 1. _ -,r. r, r4ac Required Nail Paslode Catalog #650111, 1.375" Long, 0.1.13" Diameter, Ring Shank Nail per NER-272. Nail Installation Nall shalt 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.'A". Sheathing thickness greater that Y/a" 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 8" on centerline. 70 PSF Design Pressure: Maximum of 5" on centerline. CEN T HAL FLO.:'ZI tDA. B.O. A.F- IAN r-,L-� Ex�-rudrrs MASTER ;TER FILE # �9c�/c�i t•� ., 254D ]ewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 . fax.(407) 322-3507 4 Sd We-e:T8 c'00a 60 -daS 2611-53m Loh : 'ON Xb3 ;uawzledaQ 6uipl ine Lodi Orange.County Fenestration Masterfile List Alternate Nailing Schedule. Drawing Applicability. -. Fin Firame.Wi.ndow, Masferfile No. Dw . No. Description 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-GrrJe and Eyebrow shown. Applicable to other confi urations note 9 on FLEX0037) E.x.i `L ,{ LOq'D-A aB- O-.A- MANUFACTUP�ER NAME: 1 � MASTER orit�.�+�i FILE 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 hd WCCO: TO 203a 60 'daS Z6PS5ZB L0C 'ON XUA 6u c p i t rvg l j am {` = Tel July 25, 2002 Florida County, City and Local Governments Community Development and Building Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this Fetter is the applicability of approved testing results for a single hung window with a straight head .versusextending those test results to a single hung window with a.half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and. glass doors shall be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation _entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extrude r'"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 structuraltesting to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/1.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 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 ,K vary. Florida Extruder Milestone Window test reports are based on.the largest size window with comparative analysis (performed to.the methods promulgated by AAMA 103.3) used to 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 1'-slope), the corner connection., extrusion section and, glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single _Hung Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the.same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 11S, 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 p-ammeters, 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. 2S40 Jewett Lane, Sanford, FL 32771-1600 4 (407) 323-3300 + Fay (407) 322-3507 2 r File: 2002 - LTR- RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 ANEW Jit3 AW EfS July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Building Official Orange County Building Division Q ENT- ItAL VLORI?.A. B-O-A- F.. Administration Building, ist Floor MANUFACTURER Nam._ 201 South Rosalind Avenue P.O. Box 2867 0 r I c r� E,l fr✓�h YS Orlando, FL 32802-2687 MASTER� (4D7) 836-5760 1Qc��.iyh 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 Masterfile for an Alternate Nailing Schedule and Installation Instructions. Tbese Alternate Nailing Schedule and Instructions. can be used in lieu of the No. 8 Wood Screw_r-equired 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. calculation. .Nailing Schedule and Installation Instructions as well as a. sample Any questions should be addressed to the undersigned. Thank you. 2540 Jewett Lanr, Sanford, FL 32771-1600 • (407) 323-3300 . Fax (407) 322-3507 1 zd wd7n:to zeez 6e •das 'ON xUj luaw7Z-E-d:i0 6utPlzna j -A rin4l ..1aw0-zsn7 oanTen d6S:20 ao 60 dos �.NiR AL FLORIDA. B..O. A- Tr AL NUFA+CTUR ER NAME: --- MASTER FILE Wr ?-i o _7 4 JUL 3 0 2002 Ffe. 2O02-L7A-R3A-01*4 - 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-33DD • Fax (407) 322-3507 2 rd WdZO : I c00Z 60 'daS z6t-S928 L0�- -ON XkJ3 1ua�u3 +edaQ 6u t p l ? ng WMIJ c�nc_,.ca r i n{. 1 _jamo�sn7 panj en d5S =20 ZO 60 °laS Alternate Nailing Schedule and Installation Instructions - Analysis Methodology and. Sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and centroid location. based on common shape geometric formulas. coro�u .ansn32 ti H.iphtlWldth . Hm < 1.0 - Hcightwdtlt - ►vW ► 1.0 MMA 10.3. Case 3 LoAC DntrlDv6on AAMA 103.3, C. 1 L--.d Dlov;budon - Florida Extruders Drawing No. FLEX0026, FLEXD029 and FLEX0030 .d e'^+ -d by Eyebrow Arch - Fixed Uta y Half CirrAq - Fixed Lite florid; Extruders Drawing :No. FLEX003-7 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 = lh (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 WdCO :T0 Z00Z 60 'da5 Z6-�S9L8 Lob 'ON Xt1j luaur;spdaQ 6utp(tng WCkfj -Jawoasn-1 oanreA dntz=zn 20 60 JOS 6b CENTRAL FLORIDA B.O. A. F. AM mA u1rAcTuP E { NAME::. MASTER FME Non -Rectangular Configurations Load Dlstributlon: Loading to the head, sill and/or jamb were based on the centroid of the configuration_ For the half -circle shown: where; Al=/z(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3.1416) A2 = Atotal — Al � R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 -Nail length is 2.375", sheathing thickness is 1/2" and frame thickness Is 0:50" Embedment is 2.375 - .5 - .050 = 1.825" Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psF) x Design Pressure (psf)] / 69 Number of Fasteners is rounded up to the next highest full number, Load Area 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 = Vz(W%2)((H-W)+H)) o v2(36/2)((62-36)-+-62))/144 = 5.5 5F A2 = 16 (W/2)(W)/144 = 1/2(36/2-)(36)/144 = 2.25 SF Z549 3:l=wed Lane, Sanford; FL- 3Z77I-1600 * (407) 323.3300 + FAx (407) 322=3507 6 Ld Wd7a :10 i:9az 6a 'd�S ?-G S9-zB 40tr 'Q I i{Hj ivaiu�leda� 6u t p 11 ng WC)dj -a rin-,i .Jaw0-4sn7 pan[en d6S:2D 20 60 da5 -kndeis AW LItawbQ Loadon Jamb = 70(5.5) = 385 lbs. Load on Head/Sill 70(2.25) = 157.S lbs. Number of Fasteners Jamb (N). = 38S/69 5.58 b Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing Jambs = Q-1 2(Edge Distance))/((N - 2) + 1) _ (62 - 2(6))/((6-2)+1) = 10" Fastener Spacing Head/Sill = (W - 2(Edge Distance))/((N - 2) + 1) _ (36 - 2-(6))/((3-2)+1) = 12" - A similar calculation 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: 7 jo �Y_ .. A2 b AAMA 1031, GcQ 7 Load DtstrLvDon MASTER FRZ, # �✓� fro � 2540 3ewet[ Lane, Sanford, FL 32771-160>0 • (407) 323-3300 • Fax (407) 322-3507 7 6d WdCO : TO i'_93Z 60 -daS Z6rSSM Lob -ON >"d_j 1u 11e�aQ 6u c p 1 i nq WC] dj C 711C_LCO f ! nLl-aW0'aSn'1 DanT 2A cir'(Z:Pn ?O R0 `laS Required Nail . Paslode Catalog tt650111, 2.37S" Long, 0.1.13" Diameter, Ring Shank Nail per NER-272. Nail Installation _ • Nail 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_'h"_ Sheathing thickness greater that 1/2." will require reduction in spacing based on the Manufacturer, Florida Extruder International's recommendation_ Spacing From Corner Minimum of one nail required in. Head, Sill and Jambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum from each corner on Fans, Eyebrows, Quarter Circles, .Half Circles and Octagons. Spacing Between Corner- Nails of Rectangular Windows and along arched & straight.perimeters of Fans, Eyebrows; Quarter Circles, Halt Circles, Full. Circles,_Ovals and Octagons, 45 PSF Design Pressure: Maximum. of 8" on centerline. 70 PSF Design Pressure: Maximum of 5" on centerline. AAA UPACTI RER NAME F/o .-,� E,rry-vdrrs MASTER FILE # 254D Jewett Lane, Sanford, FL 32771-1600 • (407) 323-33DD • Fax (407) 322-3507 4 Sd WCE0:10 z00Z 60 -da5 Zb17S9s_8 Lod 'ON Xu3 i—wi-tedza 6ucP1► E LDti3 - No. Dw . No. Descri tinn 1 FLEX0029 i Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single H Ling Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other corifiurations note 9 on FLEX0037 MANUFACTUP.ER NAME: �r-5��-emu M AS 1 ER FME 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 3 bd WHO: t0 EOW 60 'da5 ZbrSSza Ler 'ON Xtjd }uaunlpd�o 6u t p I i nH WOcld July 25, 2002 Florida County, City and Local Governments Community Development and Building Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 - 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head versus extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product.evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder'"'"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 1.01/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 32771-16G0 • (407) 323-3300 • Fax (407) 322-3507 1 AE Florid AN {. - cAe AM jr Aid- bx' b 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 wary. 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 haif radius head (2" per.l.' slope) or full radius -head (1" per 1' slo:pe), the corner connection,. extrusion section and glass thickness are the critical: factors in determining applicability. In all cases for Florida Extruder Milestone Single .Hung Windows with either a straight head or a radius head, the extrusion section, corner connection., and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors and Windows states: "All sizes of doors and windows are not required to be tested. If samples selected for testing represent 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. 25.40 Jewett Lane, Sanford, FL 32771-1600 • (407) 32-3-3300 • 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 _ -77_ ,y - [)Isclalm&. The purpose: of this installation drawing is to present the mar ufocturers recommendations for IMPORTANT INFORMATION & GENERAL NOTES ONE B Y WOOD _ CONCRETE- OR CAULK BETWEEN WOOD BUCK anchorage (i.e.. concrete screws, wood screws, noils and Vulkem structural; adhesive) to achieve the design by Florida tioz.a These notes are provided to ensureproperinstallation of Florida Extruders Milestone MASONRY- OPENING pressure specified on the fenestration product as required Building Code: Section <: BUCK BY OTHERS BY OTHERS MA$'Y. OPENING AnchorogeMethods. Recommendotionsregordingfloshing.sealing,seoldnjsorotherjointseotontproctices products and must be followed fully. (NOTE 6 & 7) BY ❑THERS AE does not constitute a warranty either expressed or implied. CAULK BETWEEN B.W. (BUCK WIDTH) 1-1/ 4' MIN- GENERAL INSTALLATION INSTRUCTIONS WINDOW FLANGE EMBEDMENT & WOOD BUCK I-1/4' MIN. ° ONE BY WOOD INSTALLATION ANCHOR 3/lb- DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. -a a EMBEDMENT BUCK BY OTHERS (NOTE 6 & 7) (NOTE 12) o ALLOWABLE SHIM STACK TO BE 1/4". I INSTALLATION ANCHOR SHIM AS REQ'D. � Anchor 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. 3/16' DIA. TAPPER (NOTE '12) 1/4' MAX. E Location' SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR j� STUCCO / OTHERS(TYP.) SHIM �AS� REQ'D. 4' M RIGID VINYL (SEE NOTES) GLAZING BEAD AbOVe MeetingBY Rail APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL w/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS _\ a 1/ (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL I PRECAST SILL —v a BY OTHERS SECTION A —A D J W.H. F H W.W. A A B1 C I - MIN VIEWED FROM EXTERIOR E ---t K B GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE CONCRETE OR . MASONRY OPENING BY OTHERS v & WOOD BUCK PERIMETER CAULK W W BY OTHERS RECOMMENDATIONS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. 71:h., 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. - Location Below ANCHOR INSTALLATION INSTRUCTIONS Meeting Rail. GENERAL: I v (WINDOW WIDTH) STUCCO BY OTHERS CAULK BETWEEJ WOOD BUCK & SECTION B—B MAS'Y. OPENING fu BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS OPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A For installation with or w/o one (ALTERNATE) with two by by wood bucks. IN GW� 00 REV DESCRIPTION � z / REVISE) ANCHOR LOCATION 00 w IN JAMB OF SIZE 37. NO :EZ /� 1 CHANGE IN QUANTITY. ADDED DISCLAIMER AND a ! 11 , E CLARIFIED LOCATION OF ELEVATION JAMB ANCHORS. of g A 6) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER AND 1 1/2 LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY STRUCTURAL BUCK. 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 6. 8) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 9) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 10) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 11) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & #10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). [SEE SHEET 2 FOR CONTINUATION OF NOTES] DATE IN I FLOWDA EXTRUDERS INTERNATIONAL,2540 JEWETTLAME 4/23/04 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA_ TITLE: INSTALLATION DETAIL 7/29/04 R JA SGL. HUNG FLANGE WINDOWS - SERIES 1000, DRAWN BY: B B APPROVED BY: R JA DATE:7/29/04 SCALE: NTS DWG.: FLEX0016, SFiT I _� 1500 & 2000 - TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 40PsF 4 1 PsF TO 70PSF 30PsF TO 40PSF 4 1 PSF TO 70PSF SIZE SIZE 12 18 1/8 X 25 B 8 F,G F,G F.G F,G 13 18 1/8 X 37 3/8 B B B 8 F,G F.G 14 145 18 1/8 X 49 5/8 18 1/8 X 55 1/4 B B F.G F,G 15 18 1/8 X 62 B B B F.G F,G F.G F.G.H.1 16 17 18 1/8 X 71 18 1/8 X 83 B B B F,G F.G.J.K 1 H2 25 1/2 x 25 $ B F,G F,G F.G F.G 1 H3 25 112 X 37 3/8 B B B B F,G F.G.H.1 1 H4 1 H45 25 112 X 49 5/8 25 112 X 55 1/4 B B F.G F.G.H.1 1H5 25 1/2 X 62 B B F,G F,G,H,I 1H6 25 1/2 X 71 B B F,G F.G.H,I IH7 25 1/2 X 83 B B F,G,J,K F.G,J,K 30 1/2 X 26 29 1/2 X 25 8 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 F,G F,G,H,1 30 1/2 X 50 5/8 29 1/2 X 49 5/8 8 8 F.G F.G.H.1 30 1/2 X 56 1/4 29 1/2 X 55 1/4 B B F.G F,G,H,I 30 1/2 X 63 30 112 X 72 29 1/2 X 62 29 112 X 71 B B B F.G.H.1 F,G,H.1 30 112 X 84 29 1/2 X 83 B B F,G,J,K F,G.J,K 22 36 x 25 g g F,G F,G 23 36 x 37 3/8 B B F.G F,G 24 36 x 49 5/8 8 B F.G F,G.H,1 245 36 x 55 1/4 g 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 g g F.G.H.1 D,E,F,G.H,I 27 36 x 83 _ g B F G J K F,G,H,I,J,K 42 x 26 41 x 25 8 8 F.G F,G 42 x 38 3/8 41 x 37 3/8 8 8 F.G F.G F,G,H,I F.G.H.1 42 x 50 5/8 42 x 56 1/4 41 x 49 5/8 41 x 55 1/4 g g g g F.G.H.1 F,G,H,I 42 x 63 41 x 62 g g F.G.H.1 D,E,F,G,H,1 42 x 72 41 x 71 g g F.G.H.1 D,E,F,G,H,1 42 x 84 41 x 83 B B f G J K F,G.H,I,J,K 48 x 26 47 x 25 B A,C F,G F,G F,G F.G.H,I 48 x 38 3/8 47 x 37 3/8 8 B A,C A,C F.G F,G,H,1 48 x 50 5/8 48 x 56 1/4 47 x 49 5/8 47 x 55 1/4 B A,C F.G.H.1 F.G,H1 48 x 63 47 x 62 B A,C F.G.H.1 D.E.F,G.H,1 48 x 72 47 x 71 B A,C F,G.H,I D,E,F,G,H,1 48 x 84 47 x 83 B A,C F,G,J.K D.E,F,G,H,I,J.K 32 33 52 1/8 X 25 52 1/8 X 37 3/8 B B A,C A,C F,G F,G F,G,H,I 34 52 1/8 X 49 5/8 B A,C F.G.H.1 F.G.H.1 345 52 1/8 X 55 1/4 8 A,C F;G.H,I D,E,F,G,H,I 35 52 1/8 X 62 B A,C F.G.H.1 D.E.F,G.H,I 36 52 1/8 X 71 B A,C F.G.H.1 D.E.F,G.H,1 : 37 52 1/8 X 83 B A,C F,G,J,K I D,E,F,G,H,1,J,K t 37 SIZE NOT AVAILABLE IN 1000 OK TSUU JtK1tJ. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (S2q 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 TITEN (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.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 ]AMBS 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. REV FLORIDA EXTRUDERS INTERNATIONAL, LANE B CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA C D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: RJA APPROVED BY:RJA DATE:7/29/O4 SCALE: N T S I DWG.:FLEX0016, SHT 2 OF 2 SHEATHING INSTALLATION. ANCHOR #8 WOOD SCREW SHOWN I I II STUCCO BY OTHERS' PERIMETER CAULK BY OTHERS WINDOW HEIGHT GLAZII (SEI PERIMETE CAUL BY OTHEF INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS SHIM AS REQ'D. (SEE NOTES) WINDOW WIDTH 1 / 4 ' MAX. Disclaimer: The purpose of this installation drawing is to present the manufacturer's recommendations for SHIM SPACE anchorage (i.e.. wood screws and nails) to achieve the design pressure specified on the fenestration product TWO BY WOOD A as required by Florida Building Code. Section 1707.4.4. Anchorage Methods. Recommendations regarding SHIM AS REQ'D. BY OTHERS flashing. sealing. sealants or other joint sealant practices does not constitute a warranty either expressed or (SEE NOTES) implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone MIN GLAZING (TYP.) (SEE NOTES) J1/4' MAX. SHIM SPACE FIN TYPE WINDOW FRAME HEADER GLAZING (TYP.) �(SEE NOTES) FIN TYPE WINDOW FRAME JAMB PERIMETER CAULK BY OTHERS FWINDO'v1 WIDTH A—wi 1 ANCHOR SPACING (SEE BELOW: WINDOW } HEIGHT i 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.) N TYPE ANCHOR A 6- MAX. INDOW FRAME SPACING CTYP.) LL (SEE BELOW) 6" MAX. (TYP.) MARBLE SILL ELEVATION STOOL BY OTHERS VIEWED FROM EXTERIOR HEAD SILL & JAMB ANCHOR SPACING (TO 70 PSF D.P.) CAULK BETWEEN � WINDOW FIN SHEATHING & SHEATHING BY OTHERS I MIN SECTION A -A (WOOD BSCCREW WOOD SCREW: 24' O.C. MAX. (TYP.) TWO BY WOOD _______________ BY OTHERS NAIL: 7' O.C. MAX. FOR JAMBS AND 10" O.C. MAX. FOR HEAD & SILL ) ,n REV DESCRIPTION w n a 0 Ciz V• C REVISED NOTE 6. w REVISED NOTE 7 AND :2Z TITLE TO REFLECT NAIL ¢ � ALTERNATE - DEC ' J 1 6 1004 ADDED OISCLAIMER- ~ ,DEC D w a o� 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 DESIGNAlTION 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 ANDkNAILS SHALL:NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. [SEE SHEET 2 FORCONTINUATION OF NOTES] DATE INI INC- FLORIDA EXTRUDERS INTERNATIONAL, 2540NJEWE T LANE 12/10/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS 7/29/04 RJA 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 2' Y #8 WOOD SCREW INSTALLATION ANCHOR CHART ,--#-8 WOOD SCREW INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN QUANTITY IN QUANTITY IN CALL 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 2030 2038 2040 23 1/2 X 27 1/2 23 1/2 X 35 1/2 23 1/2 X 43 1/2 23 1/2 X 47 1/2 2 2 2 2 2 2 3 3 12 13 14 145 18 1/8,X 25 18 1/8 X 37 3/8 18 1/8 X 49.5/8 18 1/8 X 55 1/4 2 2 2 2 2 3 3 3 2044 23 1/2 X 51 1/2 2 3 15 18 1/8 X 62 2 4 2050 2060 23 1/2 X 59 1/2 23 1/2 X 71 1/2 2 2 3 4 16 17 18 1/8 X 71 18 1/8 X 83 2 2 �4 4 4 1H2 IH3 25 1/2 X 25 25 1/2 X 37 3/8 2 2 2 3 2070 23 1/2 X 83 1/2 2 4 2424 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 30 1/2 x 26 30 1/2.x 38 3/8 30 1/2 x 50 5/8 29 1/2 X 25 29 1/2 X 37 3/8 29 1/2 X 49 5/8 2 2 2 2 3 3 2460 2470 27 1/2 X 71 1/2 27 1 2 X 83 112 2 2 4 4 2824 31 1/2 X 27 1/2 2 2 2830 31 1/2 X 35 1/2 2 2 30 1/2 x 56 1/4 29 1/2 X 55 1/4 2 3 2838 2840 31 1/2 X 43 1/2 31 1/2 X 47 1/2 2 2 3 3 30 1/2 x 63 30 1/2 x 72 29 1/2 X 62 29 1/2 X 71 2 2 4 4 2844 31 1/2 X 51 1/2 2 3 30 112 x 84 29 1/2 X 83 2 4 2850 2860 2870 31 1/2.X 59 1/2 31 1/2 x 71 1/2 31 1/2 X 83 112 2 2 2 3 4 4 22 23 24 245 25 36 X 25 36 X 37 3/8 36 x 49 5/8 36 x 55 1/4 36 X 62 2 2 2. 2 2 3 3 3 4 3024 3030 35 1/2 X 27 1/2 35 1/2 X 35 1/2 2 2 2 2 3038 35 1/2 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 3050 35 1/2 X 51 1/2 35 1/2 X 59 1/2 2 2 3 3 42 x 26 42 x 38 3/8 41 X 25 41 X 37 3/8 3 3 2 3 3060 3070 35 1/2 X 71 1/2 35 1/2 X 83 1/2 2 2 4 4 42 x 50 5/8 42 x 56 1/4 42 x 63 42 x 72 42 x 84 41 X 49 5/8 41 X 55 1/4 41 X 62 41 X 71 41 X 83 3 3 3 3 3 3 3 4 4 4 3424 3430 3438 39 1/2 X 27 1/2 39 1/2 X 35 1/2 39 1/2 X 43 1/2 3 3 3 2 2 3 3440 3444 3450 39 1/2 X 47 1/2 39 1/2 X 51 1/2 39 1/2 X 59 1/2 3 3 3 3 3 3 48 x 26 .48 x 38 3/8 48 x 50 5/8 47 X 25 47 X 37 3/8 47 X 49 5/8 3 3 3 2 3 3 3460 3470 39 1/2 X 71 1/2 39 1/2 X 83 1/2 3 3 4 4 48 x 56 1/4 48 x 63 48 x 72 48 x 84 47 X 55 1/4 47 X 62 47 X 71 47 X 83 3 3 3 3 3 4 4 4 3824 3830 43 1/2 X 27 1/2 43 1/2 X 35 1/2 3 3 2 2 3838 43 1/2 X 43 1/2 3 3 32 52 1/8 X 25 3 2 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 /2 3 4 36 . 37 52 1/8 X 71 52 1/8 X 83 3 3 4 4 4024 4030 4038 47 1/2 X 27 1/2 47 1/2 X 35 1/2 47 1/2 X 43 1/2 3 3 3 2 2 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 (cont) #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 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1,2002. IJ INC FLORIDA EXTRUDERSI2540NATIONALEWETT LANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS 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 2 OF 2 SHEATHING BY OTHERS STUCCO --i 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 a D n INSTALLATION ANCHOR #8 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 20) INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS (NOTE 6) 1-1/8' MIN. EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKING REQUIRED — (SEE NOTE 2). DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE DOOR HEIGHT t I III EMBEDMENT a e 1-1/4' MIN. LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED (SEE NOTE I). TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 1/4' MAX. SHIM SPACE -41-1/8 MIN. —EMBEDMENT TWO BY WOOD BY OTHERS (NOTE 6) SHIM AS REQ'D. (SEE NOTES) TWO BY WOOD BY OTHERS (NOTE 6) INSTALLATION ANCHOR t48 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN IN SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2' APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) LINSTALLATION ANCHOR W m a 3/16' DIA. TAPPER 1 (NOTE 15) a 0 W CONCRETE OR < Z/ MASONRY OPENING J V BY OTHERSof W w o SECTION A -A Of t- CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 1 1/8' MIN. E BEDMENT (TYP.) f 3/4' MAX. —J— 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 other joint sealant practices does not constitute a warranty either expressed or implied_ IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY SILICONIZED ACRYLIC CAULKING UNDER SILL OR SET SILL IN BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD, JAMB AND HOOKSTRIP TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE WOOD OR APPROVED FRAMING MEMBERS PER FBC, SECTION 17.07.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. / - REV DESCRIPTION REVSEO NOTES t. 2. 3. 6. n, 20. 25 & 30 AND ADDEO ANO/OR REVISED RELATED REFERENCES AND/DR ILLUSTRATIONS. ADDED NOTE 20 AND RELATED ILLUSTRATIONS.DEC n 6 C/ RENuuBERED NOTES 8 To t0 & 21 TO 29 ANO REVISED REFERENCES TO THESE NOTES. REVISED YAPPERS FOR 9Oxx3-PANEL DOORS - C ADDED DISCLAIMER, [SEE SHEET 2 FOR CONTINUATION OF NOTES] FLORIDA EXTRUDERS 12540NJEW DATE INI INTERNATIONAL, INC ETT -LANE 12/ 18/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS 7/29/04 RJA DRAWN BY: BB APPROVED BY: RJA ATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHT I OF 2� ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD (98 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 (D1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX, OX, XO 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX, XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120x 96 12 12 12 6 6 7 (D1) 10 10 50100 XX, OX, XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX, OX, XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 118 x 80 14 14 14 7 7 9 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 D2 10 10 15080 OXO 181 1/8 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 (D3) 12 12 9068 XXX 106 518 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 1 7 7 8 D 1) 8 8 15068 XXX 178 5/8 x 80 16 16 16 1 8 10 (D2) 1.1 (133) 8 8 9080 XXX 106 5/8 x 96 12 12 12 6 6 6 10 10 12080 XXX 142 5/8 x 96 14 14 14 7 8 D1) 9 D2 10 10 15080 XXX 178 518 x 96 16 16 17 8 11 (D3) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 12 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (132) 10 (133) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 131 8 8 16068 OXXO 191 5/8 x 80 18 18 18 9 10 (D1) 12 (133) 8 8 10080 OXXO 119 5/8 x 96 12 12 12 6 6 7 D 1) 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 (D5) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (D1) 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 (D2) 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (D1) 13 (D4) 16 (D7) 12 12 10068 XXXX 117 114 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 1/4 x 80 14 14 14 7 7 8 D 1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (D1) 10 (D2) 12 (134) 8 8 10080 XXXX 117 114 x 96 12 12 12 6 6 7 D1 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 1 9 (D1) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 D1 12 12 120100 XXXX 141 1/4 x 120 14 14 14 1 7 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 21 10 (D2) 13 (D5) 15 (D7) f 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "DT DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) "D1" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS, INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) "D3" MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "D4" MEANS, INSTALL TWO TAPPERS 1N 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 WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 12) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 13) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 14) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & #10 WOOD SCREW - 9/64" DIA_ PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). 3/16' DIA. TAPPER CONCRETE SCREW (SILL): 15) WHERE DOOR IS INSTALLED ON A MASONRY OR CONCRETE SILL, USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH_ TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 16) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS_ 17) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 18) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN SILL FRAME MEMBERS. 19) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED. 20) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH"BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED BY POWERS FASTENING, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 7/8 IN_ EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR HEAD, JAMBS AND POCKET DOOR HOOK STRIP): 21) WHERE HEAD, JAMBS AND POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-1/8" MIN_ EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT_ 22) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCREW REQUIREMENTS IN HEAD, JAMBS AND HOOK STRIP. 23) WOOD SCREWS SHALL NOT BE USED TO FASTEN HEAD, JAMBS OR HOOK STRIP INTO THE END GRAIN OF WOOD. 24) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAVITY OF 0.55 FOR SOUTHERN PINE. 25) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR #8 WOOD SCREW (1 1/8" MIN. EMB.) INSTALLATION SHALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN_ 5/8 IN. EMBEDMENT INTO WOOD BUCK. DESIGN PRESSURE RATING & FBC REQUIREMENTS 26) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 2NG7) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 28) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS= 29) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 30) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. ;EV INTERNATIONAL, INC. A FLORIDA EXTRUDERS 2540 JEWETT LANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA B TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 C FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA DATE_7/29/04 SCALE:NTS DWG #:FLEX0027 SHEET 2 111 2 CAULK BETWEEN (� DOOR FLANGE SHIM AS & WOOD BUCK REQ'D SLIDING GLASS (SEE DOOR FRAME PERIMETER NOTES) JAMB CAULK BY;. V.., v -1 1/4' MIN. EMBEDMENT 1/4' MAX. OTHERS o SHIM SPACE STUCCO BY OTHERS INSTALLATION ANCHOR a8 SCREW WOOD' (TYP. — WHERE TAPPERS ARE NOT REO'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REOUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4- MAX SHIM SPACE IN A II I. no In O INSTALLATION ANCHOR a8 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REU'D. SEE NOTE 22) LIBERALLY APPLY - CAULKING UNDER SILL OR SET SILL IN BED OF--`CONCRE,TE (SF E NOTE 2)_ SHIM AS REQUIRED,(SEC'-:NOT£ 1). SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKIN REQUIRE (SEE NO a o CONCRETE OR MAX: SHIM SPREE ' MASONRY OPENING I 1/4" MIN. BY OTHERS EMBEDMENT -- 2_X4,�2X6,-OR 2X8 WO(JD a BY `:OTHERS (NOTE.. 6> ONE BY w00D ❑f CAULK BETWEEN HOOK STRIP g a WOOD BUCK 1 1/8' MIN EMBEDMENT (TYP.) 4 � a a 3/4' MAX. TEMPERED GLASS CAULK BETWEEN P.) DOOR FLANGE & WOOD BUCK TEMPERED GLASS (TYP.) PERIMETER a STUCCO CAULK BY CONCRETE OR HQQK BY OTHERS OPENING OTHERS MASONRY STRIP DETAIL T A I SLIDING GLASS DOOR BY OTHERS -- S.G.D. WIDTH STUCCO INTERLOCK BY OTHERS Disclaimer The purpose of this installation d(owing is to present the monvfocturer'srecommendaIions for anchorage fi_e- concrete screws, wood screws and nails[ to achieve the design pressure specified on the T _ fenestration product as required by Florida Building Code. Section 1707.4-4. Anchorage Methods. SECTION © Recommendations regarding flashing. seating. sealants or other joint sealant p(oclices does not constilvte o 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 follov.,ed fully. BUCK BY OTHERS (NOTE Il & 12) INSTALLATION ANCHOR a8 WOOD SCREW (TYP.) (NOTE 23) CAULK BETWEEN (ANCHORS. SHOWN IN SAME PLANE FOR CLARITY ONLY_ d WOOD BUCK & HOOK -STRIP ANCHOR HOLES MAS'Y, OPENING SPACED 2' APART ON BY, OTHERS 'OPPOSITE FLANGES.) SHIM AS REO'D. (SEE NOTES) SLIDING GLASS DOOR HOOK STRIP 4 INSTALLATION ANCHOR 3/16' DIA. TAPPER (NOTE 17) H EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) U o p ,n EMBEDMENT n� 1-1/4' MIN. oo � Z � INSTAL LAT ION ANCHOR o W 3/16 DIA. TAPPER / 1 (NOTE 17) CONCRETE OR MASONRY OPENING 0 g BY OTHERS n IIY 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 SILICON[ZED ACRYLIC CAULKING UNDER SILL OR SETSILL IN BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND CONCRETE. CAUL( 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- S) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HOOKSTRIP 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. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLES 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 CHARS EETCONTZNUAT[ON OF NOTES J IL P,EV DESCRIPTION DATE INI B RE�SCO.OtES 2. 3. 6. LI. 12. T2/18/D3 R Jf 13. 16. 22. 23 h 31 u+0 ADDED —O/OR RCVISCO RELATED RCf CRENCES • O/OR ILCOSTRAI.ONS, RCNVu0CRE0 NOICS 6 TO IO "0 R(-SCO RCfERCNCES IO IN(SC 1 V LOO� NOICS RCMSCO l.r'{'ERS FOR 90Kc --- _ }-L'nn(L ODORS. C �10DEO DISCI R 7/29/04 R J X. Csk WE, INC xT.,. ' E 2 0 jEW17�1 r LANI FLO I CERTIFICATE E THORIZA N ,rt0. 9235 TITLE- I DING GLASS DOOR 500, 1000 & 2000 MASONRY INSTALLATION W1IIf NON - STRUC 101ZAL. BUCK AND TAPPERS DRAWN BY: BB APPROVED 13Y RJA � - DATE:7/29/04 SCALE:NIS DWG y:FLEX0021 SI►E 1 IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANCHORS^ rT� Nominal Door Size Door Size 46PSF 6t PSF TO 61 PSF TO TO 70 PSF and Configuration TO TO TO 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 8 4068 XX. OX. XO 48 x 80 3 3 3 3 4 4 4 4 g 5068 XX, OX. XO Gox80 3 3 4 4 4 8 6068 XX, OX. XO 72 x 80 4 4 5 5 4 4 8 8068 XX. OX. XO 96 x 80 5 6 6 7 (O 1) 4 4 8 1.0068 XX OX XO 120 x 80 3 5 5 10 5080 XX OX XO 60 x 96 3 3 4 5 5 .. 10 XX, Ox. XO 72 x'96 4 4 5 5 5 10 ]080 08.0 XX, Ox- XO 96 x 96 6 6 7 (D 1) 510 080 XX OX XO 120 x 96 3 6 6 12 50100 XX, OX, XO 60 x 120 3 3 6 6 12 60100 XX, OX XO 72 x 120 4 4 5 4 6 6 7 (D 1) 12 80100 XX OX XO 96 x 120 5 6 4 q 8 9068 OXO 109 1/8 x 80 6 6 4 4 8 L2068 OXO 145 1/8 x 80 7 8 7 10 9 D2 11 (03) 4 4 8 15068 OXO 181 1!8 x 80 6 5 5 10 9080 OXO 109 118 x 96 6 6 6 5 5 10 12080 OXO 181 1/8 x 96 7 8 D1 9 5 5 10 15080 OXO 181 1/8 x 96 8 11 133 6 7 O1 12 901000X0 109 1/8 x 120 6 7 6 9 (D2) 6 10 (D3) 6 7 (D1) 12 120,00 OXO 145 1/8 x 120 4 4 8 9068 XXX 106 5/8 x 80 6 6 6 4 4 8 12068 XXX 142 5/8 x 80 7 8 7 10 (D2) 8 D1 11 (D3) 4 4 8 15068 XXX 178 5/8 x 80 5 5 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 i0 12080 XXX 142 5/8 x 96 7 8 01 9 02 5 5 10 15080 XXX 178 5/8 x 96 8 11 (D3) 13 6 7 12 90100 XXX 106518x120 6 6 6 6 7 12 12010O XXX 142 518 x 120 7 9 (02) 1D {03) 119518x80 6 6 7 01 4 4 10068 OXXO 12068 OXXO 143 518 x 80 7 7 8 131 4 q4 191 5/8 x 80 9 10 (Di) 12 (03) 4 16068 OXXO 10080 OXXO 119 5/8 x 96 6 6 7 O1 5 55 12080 OXXO 143 5/S x 96 7 8 O1 9 D2 5 16080 OXXO 191 5/8 x 96 9 12 (D3) 14 (05) S 5 119518x120 6 6 7 D1 6 7 DI 10p100 OXXO 120100 OXXO 143 518 x 120 7 9 D2 6 7D1 10 03) 6 7 (D1) 160100 OXXO 191 5/8 x 120 10 (D1) 13 (D4) 16 (D7) 4 4 10068 XXXX 117 114 x 80 6 6 6 4 12068 XXXX 141 114 x 80 7 7 8 (Di) 4 16068 XXXX 189 114 x 80 9 (D1) 10 (DZ) 12 (D4) 4 4 10080 XXXX 117 IM x 96 6 6 7 D1 5 5 12080 XXXX 141 114 x 96 7 8 01 9 D2 ` 5 5 16080 XXXX 189 1/4 x 96 9 (D1) 12 (D4) 13 (05) 5 5 100100 XXXx 117 1/4 x 120 6 6 7 Dt- 6 7 Di 120100 XXXX 141 1/4 x 120 7 8 D 1 10 03 6 7 D 1 16010O XXXX 189 1/4 x 120 10 (02) 13 (05) : 15 (D7) 6 7 (Di) ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D, IN BOTH FACTORY APPLIED INSTALLATION HOLES. -01" THROUGH "137" DESIGNATES 1N WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) -DI- MEANS. INSTALL TWO TAPPERS 1N ONE SET OF INSTALLATION HOLES. 3) -02- MEANS. INSTALL TWO TAPPERS IN TWO. SETS OF INSTALLATION HOLES. 4) "D3- MEANS. INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "04" MEANS. INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) -D5-MEANS, INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES- 7) -06- MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "07" MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD &SILL SHOULD BE PRIORITIZED AS FOLLOWS A. FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL- 6 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. 'A FIRST. ADJACENT TO LOCKS IN JAMBS, T EACH END OF JAMBS AR HEAD & SILL CORNERS. B. SECONDLY, A NE C: LOCATIONS IN JAMBS OTHER THAN AS LISTED_IN A &.B. 8 8 10 10 10 12 12 12 8 10 10 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:. it A ;'LY 10 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 USE A HARDENED 'T-NAIL" WITH A 0.097" DIAMETER ANC 1 3/8" LENGTH (S/8" EMBEDMENT), A HARDENED 'MASONRY NAIL" WITH A 0-148" DIAMETER AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMTT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GRf-ATl .; 1 : iX`1 I" T,40mIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 1 1. 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE 1.01, 1! ft ;.NVIRONMENT AND/OR FRAMING MATERIAL. WHERE. ANCHORS ARE USED IN PRESSURE-PRESERVATWE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECUr1r1( N[.1nTiON 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 618-6.1 DIMENSIONAL REQUIREMENTS. �I 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD ( r I!a.!• . I V)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 ANON -STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A MASONRY OR CO.d•'-jrSILL, 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 ANCHORS 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 6E SUBSTITUTED Wi If TIT; FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH IAMB OVER CHART REQUIREMENTS. E :NrICHOREO 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND IAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION StinLL B WITH #8 WOOD SCREWS OF SUFFICIENT LTH_ TO PROVIDE MIN. 5/8 IN- EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE ITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED By tYw: f RS cnSTEN(NG, SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED W INC (OR EQUIVALENT) AND u8 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 A8 WOOD SCREWS (ANSI B 18.G, I) (` ';!.If"i ICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEMNG THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR 98 WOOD SQ� REQUIREMENTS IN HOOK STRIP_ 25) 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 GRAVI i Y OF O.SS FOR SOUTHERN PINE_ 12 DESIGN PRESSURE RATING & FBC REQUIREMENTS 12 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION,_ USE ANCHOR QUANTITY LISTED FOR NEKI I At, 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 (N 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 WITH FBC, CHAPTER 17 SECTIONS 1707-4-4.1 FOR ANCHORING REQUIREMENTS, 1707.4-4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL. Su(IS t I n f ES AND 1707-4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. REv FLORTDA EXTRUDERS `254'0 II.wIN (I.IANC A CERTIFICATE OF AUTHORIZATION NO. 9235 B TITLE: SLIDING GLASS DOOR 500, :1000 8. r'000 C MASONRY INS TALL ATION 4✓I TH NI11\1 f I.'tl( 11)I.'��I BUCK AND TAPPERS DRAWN E3Y: BB APPROVED 1.1}: DATE:?/29/04 SCALE:NTS DWG #:FLEX(JB�1 1000 S.H. JAMB (TYP_) 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) I X 2 X 1/8 1000 S_H. TUBE MULLION JAMB (TYP.) 48 X 1/2 SELF TAPPING SMS 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. JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) 1 X 4 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 148 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 J2) I X 2 7/16 X 3/8 1000 S.H_ TUBE MULLION JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (4) 1 -X 4 X 3/8 TUBE MULLION 48 X 1-1/2 SELF TAPPING SMS LINE BY WOOD DETAIL C I BUCK BY OTHERS I CONCRETE OR MASONRY Q BY OTHERS 1 1/4" MIN. - EMBEDMENT Q �`- INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE C9 HEAD MULLION (APPLIES TO HEAD & SILL WHERE 1 " X 4 & 2" X 4" TUBE MULLIONS ARE USED) #8 x 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C #8 SELF Trit 114U SMS (TYP.) DETAIL B X 1/2 SELF TAPPING SMS ELEVATION VIEWED FROM EXTERIOR w � t 4#8 Ln ,. in Y SEALANT BETWEEN -j Z m WINDOW FLANGES Q m .: & MULLION SELF C C 00 O v cr - #8 X 1-1/2 � TAPPING SMS >,c) _j ; SECTION A -A (6) : For alternate sill DETAIL B profiles where rSill Clip" is not suitable• it is acceptable to use Installation Clip" as shown in Detail C (with or who bucking)- INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP - I 1 1/4' MIN. EMBEDMENT . Q PRECAST SILL BY OTHER AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 0 MULLION -/ FLORIDA EXTR'UDERS12540 JEWE TLLANE SANFORD, FLORIDA TITLE: SER. 1000/1500 FLANGE SHEET I DE 2 VERTICAL MULLI❑N SECTIONS 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.: I VMFLG�C 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 X 2 X 1 /8 1 X2X1 /8 1 X2X3/8 1 X2X3/8 iX2 7/16X1/8 1 X2 7/16X1/8 tX2 7/16X3/81X2 7/16X3/8 1 X4X 1 /8 1 X4X 1 /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 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A 3 SECT. A-A(3) SECT. A -A 4 SECT. A-A(4L SECT. A -A 5 SECT. A-A(5) SECT. A-A(6) SECT. A-A(6) SECT. A-A(7) 19 1/8 X 26 19 1 /8 X 38 3/8 -19 1/8 X 50 5/5 336.52 732.42 336.52 692.83 336.52 732.42 456.46 193.92 336.52 732.42 791.81 1 187.72 791.81 1187.72 1187.72 12 209.72 152.75 456.46 271.83 493.47 359.41 740.20 539.12 493.47 359.41 740.20 539.12 740.20 539.12 13 14 209.72 131.23 317.66 131.23 209.72 152.75 429.55 177.46 209.72 152.75 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 94.1 3 15 19 1/8 X 63 19 1/8 X 72 19 1/8 X 84 65.97 43.49 26.96 65.97 43.49 26.96 89.21 58.81 36.45 89.21 58.81 36.45 97.48 64.27 39.83 97.48 64.27 39.83 119.85 90.09 55.84 136.64 90.09 55.84 282.02 212.62 131.79 423.03 212.62 131.79 282.02 296.98 184.08 423.03 296.98 184.08 423.03 365.75 294.03 16 17 26 1 /2 X 26 26 1 /2 X 38 3/8 25 1 /2 X 50 5/8 26 1 /2 X 56 1/4 26 1 /2 X 63 26 1 /2 X 72 26 1 /2 X 84 262.87 157.93 97.25 69.43 48.44 31.79 19.62 572.13 239.21 97.25 69.43 48.44 31.79 19.62 262.87 157.93 113.20 93.89 65.51 42.99 26.53 541 _20 323.48 131.51 93.89 65.51 42.99 26.53 262.87 157.93 1 13:20 100.17 71.58 46.98 28.99 572.13 34.3.74 143.71 102.5.9 71.58 46.98 28.99 262.87 157.93 113.20 100.17 88.01 65.86 40.64 572.13 343.74 201.45 143.81 100.34 65.86 40.64 618.52 371.61 266.35 235.70 207.10 155.44 95.93 927.78 557.41 399.53 339.42 236.83 1 55.44 95.93 618.52 371.61 266.35 235.70 207.10 217.11 133.99 927.78 557.41 399.53 353.55 310.65 21 7.1 1 133.99 927.78 557.41 399.53 353.55 310.65 267.38 214.02 1 H2 1 H3 1 H4 1 H45 1 H5 1 H6 1 H7 37 X 26 216.75 471.75 216.75 471.75 216.75 471.75 216.75 471.75 510 765 510 765 765 22 23 7 X 38 3/8 122.22 185.12 122.22 250.32 122.22 266-00 122.22 266.00 287.57 431.36 287.57 431.36 431.36 24 37 X 50 5/8 73.34 73.34 85.36 99.17 85.36 108.37 85.36 151.91 200.86 301.29 200.86 301.29 301.29 245 37 X 56 1 /4 51.97 51.97 70.28 70.28- 74.98 76.79 74.98 107.65 176.43 254.07 176.43 264.64 264.64 25 37 X 63 36.01 36.01 48.70 48.70 53.21 53.21 65.43 74.59 153.96 176.06 153.96 230.94 230.94 37 X 72 23.47 23.47 31.74 31.74 34.69 34.69 48.62 48.62 114.76 114.76 131.61 160.30 197.41 26 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 27 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 33 3 1/8 X 38 3/8 53 1/8 X 50 5/8 98.38 56.23 149.02 56.23 98.38 65.45 201.51 76.04 98.38 65.45 214.14 83.09 98.38 65.45 214.14 116.47 231.50 154.00 347.25 231.01 231.50 154.00 347.25 231.01 347.25 231.01 34 345 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 36.40 36.40 39.78 39.78 48.91 55.76 115.08 131.60 115.08 172.63 172.63 35 53 1/8 X 63 26.92 26.92 36 53 1/8 X 72 17.34 17.34 23.45 23.45 25..62 25.62 35.92 35.92 84.77 84.77 97.21 118.41 145.82 37 53 1/8 X 84 10.51 10.51 114.21 14.21 15.53 1 5.53 21.77 21.77 51.39 51.39 71.78 71.78 120.81 .NOTES: A) NUMBER Oof ANCHORS NOTED ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED . : _ AT EACH END USING 1 1/4" EMBEDMENT. B) 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 INDMADUAL WINDOWS LABEL RATING. ASTM E 1300 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. WAB DATE: 6/ 1 7/ 0 4 scALE: FULL DWG.: 1 V M F L G PG 2 d . 'OFFICE Noah, MIAMht7ADE UNIVERSAL 1►9IAMI-D1DE COUNTY, FLORIDA COMPLIANCE OFFICE (BCCO �9��N� S�+IFN�;E.�JMETRO-DADE FLAGLER BUILDING BUILDING CODE CO 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33I30-1563 (305) 375-2901 FAX (305) 375-2905 NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation 108 ivlutzfeld Road REVIEWED FOR CODE COMPLIANCE: Butler, IN 46721 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 (A.H1). 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 requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing W/E Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B0204, titled "6/0 x 6/8 Steel Inswing Moderate Climate Patio", sheets 1 through 4, prepared by manufacturer,.dated 8110/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERA,IINATION of this NOA will occur after the expiration date or if there has been a revision or change in the matenals, 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 shalt 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 # 99-0311-02 and, consists of this page t as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 o Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I 29 U III 12 IR' SA3VS 21 ks Rfu cm MIDDG z 25 29 III SONS VA-IH' XIX O(YDQt1 Q /0 SEE )9UIIN HEAD 2( 2 11212 Ifl ZINS ASSEMBSam LY �AfC 2 CF 1) t5 6 1111 4' E b z (' 1 6' S RAI[ STSSLTIRA. AIxD7 4 —1 / 16 ' POIDET(R Cf Lfff Z:Qo _ B C r' is KAum PADS SfARTTT 61m Pull[ 10 112, 25 28 i 29 1l4' A i t''i il4' 16 21 1/8' FAX I I r 12, O.C. PAX 63 1/8' —� NAX I I A 182 1/32 I' 351/r' 14 MAX 13 11 2 SPIIRSTT SiRDE PLAIT 16 3 4' 1 V THAN-TDU RRNN SEU4mn)fi was smo V/4 Ill 1 Q U AIID NICK) #0 1111 x 311, Is • 2 RL MS SINKE ICUM SUIT K I V/ yr DID I( I 1YaSE1 UA MS ICI KLT 11 1 1YII0 400 Spas Lax SET 12 1 F➢i.D FkCL I99W AWT R II 1 5 IIAV 1 171r D6VDG SILL II 1 DA lIS KTO? ACTTVE M SVETP 9 kS Ploo MI N-TW WA C04WSS9 V[AMSn1P 1 1 2' 13 3AV VU KIM 3/V %90 NM 6 s �' ) IT 1 I' PIASTIC Ull fw (DON-TRU WA NA(T ru PRO'RDiNtY QASSi111ID IT{;RMPlAS11C) YIIN 16 1 151(P TYK AI P44 ICAO PHTLLIPs SmUm Al 12 3H' DL ALO6 KRIIETTR 5 1' UVOWI DtSl1AIED (LASS W11, CNISI IT Wo, I RED A4l 3/4' AIR Sp ! 4 Ot0 RAR S . 3 1, 1 1/4, 1 1 11/16, PK STRTS 2 ks 1E00 KLYU11W fW CM, 22 PCf TIRSIIT (D1SI PI0166TA'1030 Im, au Kmo, 24 (A 05 erm, a To f VII f rm Id, (L[aUALY OI VTN ITES Tf DM, ITO( 4TY VESC11lprow .• . BILL Of MATERIAL THERMA QTRU' CORPORATION 6/0 X 6/6 STEEL INSVING MODERATE CLIMATE PATIO w+n� n am w1NNE n_ "c Iaf . ... U. ` C "J"or1D AS cNptvlNO rent tilt . 15 SOUTH WRIM BUILDING CODE DE$IGN PRESSURE RATIO pnoDucr'nexrweD IB NOTE SCE NULI[IM SILL u "mPbUll-ilk tn. Ilona. ASSEMBLY (PAGE J OF 4) POSITIVE + W psf B.IaLnCaa. er. NIAMI-DADC APPROVED SHUTTERS ARE ticawaaame 2b s.06 pgp� t C ry1ROl DIVISION REQUIRED FOR THE INSTALLATION OF NCOAIIVC - 64.0 psf E Iw.aK o�2co) euuo, coot coupiurct omct THIS UNIT CONFIGC�ATION: OX �ODtI°hl:Ct Nq. y�_a3 //• 02 M4a ada prvdoci Coalm Dh y - - i 2 X 10 V(XID B(JCX — - 36 5/32' 4 7/16' APACID 4) PER SIDE21 22' G.C. 4 --- 1 / V YAX x 1l4' HIN x MBE.DHENf x x x 22 20 MULLION HEAD ASSEMBLY IT 9 H EXICRIGR SECTION A —A 6 / 1 1/4' MIN 1O O EHB(D)1ENi .o o 1/8' TEMPERED GLASS 0 0 li!iEXM1ESt 2 o O o 0 0 21 J o o 2s zD THERMAOTRU' CORPORATION 16 X 1-5/8' IYPE All PHP 57T 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO Al 12-3/4' K SPACING art, II„t a+ RF. 8-10- 8 NOW80204 MCOF 4 GLAZING DETAIL ' 1/8' LP m SHOVN APPROYED AS COIIPLTHII WITH TNT PRODUCI•RENEWED SOUTH HOI�DA" �B"UILDING HAD(rom-- q B�WAPICs WHi 10s P1or1Ga,OATF l�V �w.ad.hn er< Jz 7 �1. PC000 fI1NOl OIVISIOH M+�a PmdugCaa Sui'dCF CON COAPUAAC( Officl CORNER ASSEMBLY DH, I:IC�I ,c, Mo.g4-.a3ll•0 2 4 9/16' I IN' MIH I NEDMLNT 1/4' MAX CONCRETE I I/4' 0o — i 3/4' .o• I o. •o, EXTERIOR INTERIM 79-9/32' o'o a' 20 1 1/4' INK[ SECTION C-C RIV DESCRIPTION DATE C .REVISE.D PER V0 6-7-91 I 26 19 , 20 'o CORNER ASSEMBLY 20 EXTERIOR INTERIOR Y 0 0 - 25 Q MULLION SILL ASSEMBLY THERMAOTRU' CORPORATION RL" 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO RF. 8-10-98 NO 8021 C 1 3 OF 4 . MYROWD AS CUMPLMQ WRII Th[ PRCIDUC1•RENEWEID SOUTH FLORIDA BURDIHO OWE" u tomplilt` w116 16t Florida DA D�"' I" • ' Aatpban Na-O'.j'.Di E' - — . t Intloo Dsh �7gtl ?I:N:v�. • ;aIROI. DIV'AON 9r CON ppC1p04PLIAXEI Offlel - . Mla Pmdocl aal 1CC(f lAllfl NO;,J,_-O'' SECTION B-B °,`� �� om :qm uaolzi / � EW& THAT ACHIEVED IN [EST, FOR ALL OPEN.IhLS TEST SIZE (6/0 VIDE X 6/8 HIGH) , T 09 PSf 6TA PSf 2. f[R SKE IN-SVING OOJR: K PANEL SIZE IS 31-0' VIDE % 6'-8' HIGH 1 FOR OX C0151GURA[IDN, NAX. OVERALL UNI[ / / ® rg tgoo god SIZE IS N-3/16'VIOC X 82-1/32' NIGHgoo ao 000� 090 000 0 goo ®�® Bug a ® goo goo goo an n ®® go NDTE GRILLS AND PUNIINS SNOVII ARE fALSE AND FOR DECORATIVE PURPOSES air THERMA OTRU ` CORPORATION 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO cuti. n RF. 1 '-10- B NONE auvoa � um 80201 APPROVED AS COWPONO WMI nit SOUIN RORRM BUILDING Coo( _ .. PRODUCr RENEWLD u roroP4'Ir{ wph (hr PloNy BuWInA Cudr DAEf o,V.r,.✓ 12-11-a 9f _ - Aa PI �a No Oi'O .OS'.Ub- f intloa Dnh cGO11UC NfROE WV 5ON _ ADO' J� n.KO CODE COL'Pl Wif,( MICE ... .r - OWe Pioducl Coutryl - . DI, ir l IV ' ` M I A M:h0A0e �tl :�i1`=.l).xt7TrCO.LNTY., FLORiU t NIE11W-DADE, FL,kC.LER OIftLDtNG SGttllltiG£O1)E GOi►tPLt,11lC£ OFFtCE.(SCCOI' 310 3ti'F S" Y14,L.Ct.FR STREET, SUITE 160 - PIFODUE'T'CQYTROL t)IYISibI`I ,fit AMI, FLORMA 33 [30-1563 ('Tail 3,75 2901 FAN (305) 3)5-'_)t15 NOTICE OF ACCEPTANCE (tiOA) Therm.-Try Corporation 108 llutzfeld Road Butler, IN 4672:1\ SCOPE., This NO.! is: being. issued under the applccable rules and.regu.l.atiorts go.varningr thi: use of construction materials, The documentation submitted: has been reviewed by,Miatt i-Da& County Product Cb.ntrol Division and: accepted by the E3oard of Ruli .and Appcals (B.ORA) tabs used in Miami Dads County and other are;t vincere .flawed by the Authority Having Jurisdicti:on,('AN!). This ti0A shall not be valid after the expiration datestated below. The M'tamt -D.adr County Product. Control Division (1n Miami Dade County) a Wor the: AW (in arcai other than Miami Dade County) rescrvc. the .right to have this product. or material tested.for quality aa-surancc purposes Tf this product or material fails to ptrtorrn in the accepted manner, the manufacturer will incur the erpcnsc of such testtng. and the AIII may immediately revoke, modify; or suspen..d. the use ofsuch product or material within their jurisdiction. BOiZA reserves the right to revoke this acceptance, if it is determined by Miarmi-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product. is approved as described herein, and has .been designed to comply with the High Velocity Hurricanc Zone of the Florida Building Code. DESCRIPTION: "Fiber +Classic"F'Smooth Star".6'87 Inswing Op .quc. Insulated Fiberglass Door w/Sidelites APPROVAL D.O.C.U`IENT:.Drawing No, S-2-151;dated 01f31/02, with revision I dated 61/31102, titled "Fiber.. Class ic'T Smooth Star." up to 1.05" x 6-8 w & wLo 1:4" S>L, Inswing; s ects 1 through S. prepared by R. W. Building. Consultants, Inc -,.bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptancenumber and approval date by Ehc Miami -Dade County Product Control DiMi.on. MISSILE INWACT RATING: None LABELING:.Eac.h unit shall bear a permanent label with the ma-nufacturer's name orlogo. city..:s.tatc.nd following statement.. "Miami -Dade County Product Control. Approved%: unless otherwise noted herein. RENEWAL of this NOA.shall be considered after a rcnewalapplication has been filed and there has been no change in the applicable building code negatively affecting the perfoctnancc of this product. TER.Nn,NATiON ofthis NOA will occur after the expiration date or if there has been a revision or chanbc in the materials, use, and/or manufacture of thc.product or:p. roccss. 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. ADVERTISENIEINT: The NOA number preceded by the words. Miami -Dade County. Florida, and followed by the expiration date maybe 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 b.c available for inspection at the' ite at the request of the Building. -Official. This NOA consists of this page I as well as approval document mentioned. above. The submitted documentation was reviewed by Manuel Percc, P.E. 1S'0.k No 01-1127.02 E:xpiratfon Date: June6;,2007 AQprovaf Date: June 6,2002 Page 1 1.0 MAX. THERMA oTRU� OVERALL WIDTH J6' MAX, PANEL WIDTH FIBER CL1S5)7/SWOOTH STAR' INSYMM 6.9 SINGLE AND DOUBLE W/A WAOUTSIOELITE& INSULATED FIBERGLASS DOOR WITH'W000 FRAMES. , GFNERAL NOTES u U 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIGA i BUILDING CODE. W w 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY Z TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MA,E,RIAL 6 0 SHALL BE BEYOND WALL DRESSING OR STUCCO. q 4. DESIGNED PRESSURE RATING SEE TABLE PACE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REOUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINOBORN N DEBRIS PROTECTiCN, FFORICA BUILDING CODE APPROVED IMPACT RESISTANT SHUTTERS ARE REQUIRED. Cr n 7. SIOELrrES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. 15r5' MAX. FRAME WIDTH 13.75' MAX. WIDTH 7.125' MAX. .L.O. WIDTH dNGLF IN ING UNR DOVBLS I FT 5 INSWIN . UNff t:j1 �' RES DENTIAL INSULATED FIBERGLASS DOOR 1Cominon to all frame conditions) 74.5' MAX. OYERALL FRAME WIDTH Attu 66.5` MAX. OVERALL WIDTH, Door & Sidelile Leo/ Construction: 36.625' MAX. VIEWED 36' MAX. 15.5''MAX, Faced eets: Fiberglass pv , in, yield strength PANEL WIDTH - -{ - FROM INTERIOR ' r PANEL WIDTH FRAME WIDTH ' Fy(min,)-6,000 psi W ASTRAGAL I I Smooth5tor - 0.070' minimum akin thickness 13.75' MAX.. FiberClasaio - D.minimum skin thickness ® ® ® WIDTH dasidn: Polyuraturathone loom core, / withl.9 tbs. density by PASF. �The ppa el skin is constructed from a 0.0.70' thk. 7.125' MAX, carrQ. (SUC�. The interior cavity is titled with 1.9 lbs. (3 2 D.L.O. WIDTH ` density BASF polyurethane foam. The panel face sheetsare glued .to the w La rood slles and tarp ThS LA latch stile s «inforeedwith a wood lock block r G1 meoavriny Z375 s 14:0 long at the strike and deadbott location. The.hinge W 2 We is Finger Jbiriled Pina and the top and bottom roil are of a woad I / composts material. In Om double door, a plicob'an the Inoctivt door is find O , v1h an eArudd dumblum astrugol (Vnd Jomber 11) of 5063—T6 allay. W 6 p the frame is construct d from f n Ir jointed Dina. fie q 6 header n jaws o tlr We ambs with (3� 16go. 7JZ crown : 7' kng staples cl each side The mullions art secured together in a sidelile opplica'Jcn . using /A r 2' long PFH Wood Screws (6) screws per each mullion, The unity o usa an Inswing Soddk threshold measuring 5.75' s LUV. a Ip rT4211g 0+a s eils panels are sandwich glazed usin y two pine b / Ip I lrome. 'ey ore dry glazed on the exterior with an 1)8 thk crau)., � / lglaring tope (5b —i Tope) caulked with silicone. The file frames am held it lhar wi a �8 s 1 /2 long Ploscrew. TABLE OF. CONTENTS. DOUBLE 1SWINO UNIT $ING J W/SIO rtFS Ik¢'NfNG )NIT SHEET / DESCRIPTION I TYPICAL ELEVATIONS & GENERAL NOTES 2 VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS.'& NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS & GLAZINGAIL 7 UNIT COMPONENTS B 1 BILL OF MATERIALS & UNIT COMPONENTS 105.5" MAX. OVERALL FRAME WIDTH 36.625' MAX, PANEL WIDTH ii Fk_1 aim F11 F11 F11 F11 DESIGN PRESSURE RATING UNIT TYPE INHERE WATER NFIL RA ON R UIR NT IS NOT N EO SINGLE + 67.0 PSF — 67.0` PSF DOUBLE + 55.0 PSF —. 5.5.0 PSF SINGLE t &DowaCE WITH + 55.0 PSF - 55.0 PSF Appmry l n tamP7l u�, whb t►e o WU N. 1. Z. Js ma wet TJH U.l. fiOAe _ Cz cla. ar . Rw A16m1 OW. P-Jaa C aeAW" Ba.1 .. ,r ur u� S-2151 � m e .,a � � of • • �. p ice• W t6 16 00 1J iJ 17 17 CC Zo N 2 O 20 Z3 C)Edr. 3 IL f i^ 29 Nh <2 �cp 4 In �1L 8 ; a �: G; U o� p', !4il - O N �2 d � _ jai' ,' uvi 2 OTE T. 4 cd w Q•. O o w .5' MIN, a � 4 . o o CLASS THK. �O EYTFRIQ NTFRIOR .4 J =RtoB ANTERIOR .o 0 1,68' MIN. p '•: o: ^ N 2 PANEL THK• o• _ FOAM GASKET k a,o;. SIUCONE CAP BEAD Q•O,•Q o O t.d8' MIN. n z p .•° • n I 1 PANEL THK � 0 42 8 5 40 �. a .�. 1.9 11 15 a 14C6 19 14 I SEE NOTE 5 n cww Nw 29 SHT 4 •- .:.• •' Weuabwa � ,f NiUL ailwwj 08 10 01 ' •• .• • ` \' .. a Ilrhith amrn TJH ta oa m RW I NO'offno GROSS RTICAI SECTION 2 DOOR PANEL 2 SIOELlTE PANE ► Iw c 1 nt QVAM4 ho, ur 5-2151 24 FX ERIOR SEE NOTE 2 & i z W O SHT. 4 27 N �o INACTIVEOW fACITVE: p ca r\ 1 J J JO e ASTRAGAL RETAINER 7I 1 ^ a BOLT 9.0' LG, TOP do 807TOM BOLTS o�c� (2) INTERIOR 2w AT TOP & (2) AT BOTTOM ><z is SEE NOTE 6 3 �. h q SHT. 4 FOAM GASKET dr V C� > � V J O ASTRAGAL 43 SILICONE CAP BEAD ryn r �N SEE NOTE 5 SHT, 4 34 i ,1 y 8 4J JS 25 1.15' MIN. EXTE8C 10 3 EXTERIAR .25' U0. SHIM - _ •.. p, ' • ' .r ; ,. ° ii. l% o '4'' o - ' 15' MIN. FOAM GASKET & �: t: _.: •_°' :. "': s _ o •. . O •o:. O C-SINK SILICONE CAP BEAD e; ... a' .�' ,. a. EE NOTE 43 5 SHT. 4vi 34 INTERIOR . z 2 25 JJ 4 36 in in - 26 9 29 e d 41 q N I J.10 ^ 0. J7 S NOTE 1 SHT. 4 0 k` o.. Q • • `' r'J . a SEE NOTE )� 4 ° "' 2 7 SHT, 4 HORIZONTAL CROSS SECTION o 0 p .Q+. .0 �/. 0 HINGE JAMB TO S,DELITE ^ z .o• z �aultDlws 36 1- 6 n O1J,064 ]OJ1 ..16 29 W 17 °� 41 U NOTE I .. arF+ Call 0 O 1 4 J5 SHT: k _ a p1)i°(rkk* "L-1/2•_ 0 I. ICTER). B Wa°blc° iA'IOur� IrL._ irtr t ^e o.c m TJH t� HORIZONTAL CROSS SECTION .. „ �lilol aMt s" RW J O SIDELJTE TO BUCK oYle 14uJ°aG y, S-2I51 sm o JL ;• a �'.,� r ';�4 ':.+� 1.15' MIN. a EMBED. 15.' MIN. r r C-SINK i7 e J�S1flB 7 13 .16 ' 13 3 21 J1 25' MAX. SHIM SPACE I t R AL CROSS SECTION 4 LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) 15 AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5. 18.5', 27,5', 38.375, 49,375' & 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.1 IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (J!8 x 1' RANHEAO SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1', 3', 5', 18.25', 40.5', 59.25', 74:25', 76.25' do 78.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE .IAMBS WITH (3) 16CA. x 1/2' CROWN x 2' STAPLES AT BOTH SID 4, THE THRESHOLD IS ATTACHED TO THE 510E JAMBS WITH (2) 16GA. x 1/2' CROWN x 2.5' STAPLES AT BOTH SI 5. THE SIDEUTE IS DIRECT SET INTO THE JAMS WITH (12) NO, 43 (/8 x 2' PFH. WOOD SCREW). THERE ARE (4) EACH VERTICAL •IAMB, FROM THE TOP DOWN AT 13.5', 31', 48.5' 66', THERE ARE (2) AT THE HEADER AT 4' FROM THE OUTSIDE CORNERS OF THE FRAME, THERE A (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (J18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIM ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BU USE REM NO. 12 (/10 x 2' SCREW).; WHEN. ATTACHIN THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO_ 37 .(� 10 x 1' 3/4' SCREW), I.:' MIN. EMBED. a 15' MIN. Z Lv C-SINK 13 a . N Q�Oco I In 7 O 17 U �.4j 1r7 m = O W o m4 10EXURIO • o INITRIOR z? 1 , w �z 2 18 a 4 HINGE JAMB TO 8 21 FOAM GASKET do 35 SIUCONE CAP BEAD 34 SEE NOTE 5' 5 SHL 4 25 3J 4J 25' E. z� ITEM v� 3 AT c� 41 2 29 1J IN SEE NOTE 1 ^ 4 RE SHT, 4 HORIZONTAL CROSS SECTION SECTION ETER 4 0 STRIKE JAMB TO SIOEUTE 0, C. CX C cI Z 4 1 p SEE NOTE x N W 16 9 7 SHT. 4 ;n, h a p i SECTION •25' MAX. UCK, w SHIM SPACE O^ rri 2 NOTEIwJo SEE 6 SHT. 4 o ma3 $ ow =h 43 8 Z e...� .. .�• is S4 W G� rk ^a zY 1 1 b � �ew�nmD 1 4 coH{u�r..in, wC 1NTERIO. 18 08 tO 01 App;--y1.8...rAyl.y.I4 its `'1/2' .I. ouc. an TJH Uu< no►v our, ".. RW ML-1 Dud. P,udaci CAwCW D""K xd: Di ey 5-2151 9Q7 4 Of w SEE DETAIL 'F' SHT. 5^. q T J, 6• 6• .1 6' a 8• 6• a SEE NOTE p Lu J' I J �-- J' 1 J SHT. ♦ p W Q � �� 1 J iYP. _ ^. SEE NOTE SEE OETAIL TYP, �� I m 4 J SHT. 4 - SEE NOTE 'F' SHT. 5 - Lj _ a. 6 SHT. 4 ' SEE DETAIL of vi a SHT. 5 o'u n H 13 SEE DETAIL SEE NOTE _ TYP. + 9 TYP. c 1 J 'G' SHT. 5 4 SHT. SEE DETAIL 13 SEE NOTE - SEE DETAIL n i� _ _ "H" SHT. 5 -D. TYP. 4 SHT. 4 l -p• '.E' SHT. 5 _ TYP. � w o 14 •B' - 'D' _ 'B' SEE DETAIL .C. 1 J IN Pi �^ v� o �y 1 •G' SHT. 5 '0' 7YP.-D� filliYP,rilp TYP, -(14 TYP, a J- -i F- 3' 3' �-i J• . {- 3' i i --I �•- E' 6' —i h-� 6- SEE NOTE J• 3• J• O ° 4 SHT. 4 DOUBLE DOOR W/SIDFI RFS il(j(;LE DOOR N DRILL THRU FOR. z A 0.357' SOLT DEEP 13 ENOUGH FORA 2' 12 BOLT THROW �If%aunoe�a uA.rra, u+c IO o 1J 8ia.884.3bJ1 0 0 10 1 J ,. o+ay 08 10 -01 APPmr*d as puupl)i4Q wili j N. T.S. ►i—w. Uwi S e oro ei; TJH 10 DETAIL ATTACH ASTRAGAL THROW BOLT tteQud aruawc iq, OFTAII 'F' STRIKE !2 AT7.__70. FRAME ASTRAGALTHROWA BOLTS 1,O6J• I— n ZO 21 I \4 b/ WOOD FRAME 526� 22 J FINGER JOINTED PONDEROSA PINE 1,232' J3 _ " PI ASD . 11P LRF FReuf 1,92 EXTRUDED RTS 1.7J4• f"— 2.141-{ f---.49' ----1 1.691 • o �T INSWING DOOR ROTTOA! SWYFFP INSWfN . Smarr 15 ExTRunfn ufNY�, oeo eorroM Boor WAIL 1.(AX. ,015� WAS MIN. 0.09• EXTRUDED VINYL WALL Ll -^1 1-- .09 7' 4 x 4 STEEL ODOR HINCE O Po h �1,SJ1•� 42 SIDFIITE TOP & BOTTOM RAIf FINGER JOINTED PONDEROSA PINE E t �1.9J1•� N L. 11 SS, BOTTOM RLUI_ "I WOOD COMPOSITE h L FC, TOP RAIL W000 COMPOSIrE WOOD COMPOS ctj n .co p 2 u zdrl zi �4W^. {-- 1.531 • —^i t�--'t .526• . O O StDFLfTE RANK SIDE STILE. 36 2.71J• 3 co FINGER JOINTED PONDEROSA PINE. TC1A C MERVA-TRIPS POI YPROP FNF1 W 00 0. PLASTIC .. LIP fr FRAME EXTRUDED TCM �I Z v 1.264' QZ -TT Nam' 5 Q1--1.531•^t �^-1.5J1• � FC. LATCH SQF Sfll COMPOSITE FC_wo00 HINGF SfQF > O I �3 i { ' S.75 • a� rn SELF ADJUSTING SADDLE THR SHOI D ALUMINUMAINYL 045` WALL A Uu 19 2.375' 0130• THK. WALL VINYI TYP. a f Appnn.Jaa Npll'Iq wltL lEe L /lenJs yWl� w,. O t/UAJ M4r1 U." Pod.u, WOO() IOCK 41OCK U} FINGER. JOINTED PONDEROSA PINE a 1 J.aa4au I w N.T.S 0-0. rr. TJH OUL or: RW ' ORW7W M04 . 5-2151 am -L or -.jL I u SKIN .070 WMUUW V FIBERCIASSIC DOM SKIN .110' uIN. THK- F1600ASS 13Y THERA-TRU -0 field =Urn F min. =4,000 0 FIBERGLASS 2 FC. rOP RAIL I W I - _ .94' THERMU-iRU WO00 COUP051TE Roo COUFCISRE 2 fC UT01 m -TRU, WTX:O CDuPOSTTE 1.5)I = 1.209 NC?CO CGlFCSiE 4 /L HhGE Sill£ -TRU POM'TEROSA PINE 1.531 = I.T09 WOOD 5 Fr- -80,DM RAR I SJI x us' THow-TRU %COD. COI/P05i1E *= COuPOSTTE THANE FOAM SF, 1.91bs. OENSfTY FOAM 7 SHORT REACH COMPRESSION WEATHERSTRIP EI -TRU FOAM 8 ILUKU REACH COWRESS)ON WEATHERSTRIP ERAW-'TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRW STEEL 10 10 . 3 4 PFN WOOD SCREW Hine to Frome S EEL TT SS BOTiif R1L 19I i 94 iirf%i1-LRU couposImNOCO gVP05fTE 12 110 x 2 LG. PFH WOOD SCREW STEEL 13 18 x 1 1 2' LG. PFH WOOD SCREW,, STEEL 14 J 16' TAPCON ANCHOR ELC 2.0' MIN. LG. STEEL 15 SIDELiTE BOTTOM BOOT .090 EXTRUDED VINYL VINYL 16 1 2x INNER WOOD BUCK wC00 17 MAX, i 4 SHIM . MATERAAL WOOD 18 KWOCSET TiTAN 700 SERIES PASSAGE LOCK _ 19 SOJ ADw)c Vf*W SAW THRESHOLD ALUM. W000 20 4. = 1.25' ZOM (THERMA-TRU, PONDEROSA Pw WOOD 21 4ZCIJr I -TRU, SA N WOOD 22 4. r I,JD HIPja JAI!(jHtHW-jh WOOD 23 KWIKSET TITAN 700 SERIES OEAOBOLT 24 ASTRAGAL WINDJAMBER It WR687 .052 WALL ALUM. 6053-T6 25 GLAZING I 2 INSULATED TEMPERED CLASS CLASS 28 SS HW mr -TRu PCWOEROSA Pik.,E I'mir r uor,WOOD. 27 14B x 1 LIS. PANHEAD SHEET METAL SCREW STEEL 28 INSWING DOOR El7TTOM SWEEP VINYL 29 0 0 30 FCM W= LCOBLC X 2J15' = t.51i POND[AOSI PIKE WOOD J 1 SS. Ll TRII Ng00 I.Id1 = I.SII' X= COu J2 1 8 -W. CELLLAAR GLAZING TAPE ST1K-II APE - 33 P' FRAM B BTS 34. THERUA-TRU)M J5 4 r WOOD 36 "'OMI FJ -TRU' .1531 r .tiu POWDEROSA OD 37 10 x J 4 LG. PFH WOOD SCREW STEEL 38 SS TIP k1L f IJ31 =.94 TICR1ld-TRU`►1X0 cowP TE 1iCb0' 39 NOT USED _ 40 SILICONE CAULK SILICONE 41 6-10 x 1 1 2 PLASCREW FOR ITEM. 34 STEE 42 SCUff RP A V1W RAl -iFV, ISII =.L56 P(10FRIbl W0 43 118 x ? LG. PFH WOOD SCREW STEE .592' 2 W -1 .579' I.SJi' N Cc �NOclo Li Lo m Z) O1 Lu L I I a O :.o 2 Q 0 O —1 .179. COMPRESSION WEATHERSTRIP _ I.ONC REACH-COIAPRFScION WEATHER BY THERMA-TRU - W 00 FOAM CELL CORE W/VINYL JACKET FOAM CELL CORE .W/VINYL JACKET SS. WOOD HtNQF SIDIF 5711 F o T - v� J. o v ovir � u a. a m ASTRAGAL HAS IcnZ3e $ �m N t` (2) 8.0' F R . NCL . .BOLTS .o BOTTOM N ry' L (2) 8.0'. 0. BOOTS O TOP 0 H Iz DRILL TRU FOR 1.767- --{ 367' DIA. ASTRAGAL N GRILL TRU FOR A 18 REWNER BOLTS w PFH WOOD SCREW 2PLC5 WINDJAMBER II WR68T 24 WINDJAMRFR. 11 WR68T STRiKF PLATE ASTRAGAL (!ALUMINUM042' WALL TYP) a o a z 1.531' —�-�{ � 1.316' . � � �yT�y� 61xlLiNC COrreUlTMf17. ANC ~ m oxru 08 10 O1 I scxc N.T.S. ASTRAGAL RETAINER BO T —� h APMa�alnioioPlrlerwW Ve MATERIAL G/R R00 ZINC n°Hd■ fCoa Wa j_ TJH " o'SMux;Icxc V; RW 31 I k YELLOW CHROMATE H. 38 SS. TOP RAIL O i'— 1.531 ' ' MRu.ae I nayd.: 1 awry w, WOOD COMPOSITE SS. IA7�H SIDES 5TII F CO�POS�SIDEE 5TII F CO�POS� or 1f S-2151 sum � or e. Thm-marTm. Corp. lot M=Wd Reed ButIm,11N 46721. Phom 260.%3.5811 F=siimile 2641.363.5.190 1 e: Fits Ch-mc/ SX h fir, Senm F•. lase Door (Glazed) wish or. without Side-lites Mmzlmm Overmfl NembW SLM 1sp40:5 4 x S`8 UUM 12-awlg CQRfigor*dOBs: X, OXO, XO, 0�, mCa 4D'LK�D d bmd =W )iamb � woodm;=Adng 4.5" x l .25" with an caruded ahm iilmm 11c 'mod. The &or I Is and slim g lS am 1.6W' ° : A,-3-cnrt&im of two 9AC skis with a thidrnew of 0.065" for 1ha Filler Clasgc S riea of the Srt Lh Slay dies wily a skits thickpm of o.070". Sidns are glhed to wood sttTes and rails with a ua rnrs~. The gel sit W alz mW ed 10 re a 1/r te_ �- pemd or l!Y' iel=kdcd tempered lip slit insmis or integW Rwh &rA W.as- WFA$ 3 fEx .arl*nr As --motes 1707 4 S MuMODs DOOM Amemtrlies . ion TraiI= atem I2ne Mo. tzctit'+ Fa►r l crc si �sstae NCrV- hby 30, L997 210-1940-1234 Batty Portmwj, # 1525.8 a`?i d xa Air Vim, girl - €7c s NY hms 2001 EM-01-741-11009.0 kmA DWM P.B. N?2' 9_-- Nc ri -Oduoo Away 30.1997 210-1940-19 R-ny Nw n -ri, 8 16233 TA8 :tY2 - 1 xxzra E atry Fr-- _ g,c RAY ,*mw 22 =01 E C-01 741-11008.0 lkc3;lat F.L. imm NC7I.-wmaea May 30,1997 210.1940-1234 no" wrlaaay, �1�3tS ASTM E331 1rrC - 8.. NY b-A 2001 1rTC-01 741-11008.0 i220S ?. !W2929 2 ?Cl L - tlil�st�o play 30, 1997 21 D 19401234 ?3ert}' RoYmw # 16258 A. M B223 � Alt laillzxa� ETC - Ri rr NY 3bne A 2001 1 EPC-01 741-11008.0 Jmph DLIAV ?X . #4TIM) TAg 201/Et13 ffi� NJA WA N/A NIA k 0 3itWGIBt GSO txmsi�N6a Wmoxa P4� 11tC3 1�7b q luaa1Y012er+� rrssau�ovnv nwwaauaa as aw w. - ��,*%TA117t� 1� iR 9�110140� IV iRBi[i1Qi�(ffi10 G70�i'li �151..1 . Configuration Mammum Size Design Ptegmre ft ings Glwcd S' a X L To 3'0 x 6'8 + 4'7.00 - 47.00 ^ram.-9 - ' . will, S14chms X0 G�, O'NO L' To 5'4 x 6'8 + 47.00 - 47.00 Ahem AsynO Ahtm Askmaid (wed DoubSt xx Up To WO x 6'R + 40.00 - 40.00 + 47.00 - 47.017 L ecf ikrd with S:dsrlitea OXX0 To 8' 4 x 6' 8 + 40.00 - 40.00 + 47.00 - 47.('A i- Evah*U4 fir we in locatioti adhering to the Ron& Building Cale and when pressure rogaimmAs as derern lrj Awl 7 Mejmn BeAp .I-emb fo- and tO*jer Stmcftres do not exceed the design paes> m satix&-s lv=d a<vova 7.. For )&smu-y illstaflatioas wiwrz the sub4=k is I= than 1-1/2 indws (FBC section 1707.4.4 Attchm-;-p Methods Sled sr b-=6 007.4.4.1 and 1707.4.42) sauce r-mw3er Tam type concrete anchors must be substitutd and Oho lerglh mra be Such thzi a mirimutn 1-1/4" end dd w Tit Wo the masonry WaA is obtained. L ^'l ^- -a prof �iN4t9 May z2, 2tQ2 Ly�'ntF. uchilcdme�zaS. 19506 French Lace Drive Lutz, FL 33558 - --- 06/30/02 11t4own P. Zee I o�-- a rug 'ibe is sic / Snit Star In -swing Fiberglass Door Maximum Size Up To 8'4 x 8'8 t _ 3.0" 3.0' SEE w w OEi &A is a b^" c6 �- X _ When attaching Sidelite the above anchoring applies. SEA` SEE NOTE OL-Tri1L . "B" r 10 x 2" LG, _ PFw %S 4- _ _ 110 x 3/4' I.C. 110 x 1" LC. 1 PFH ws PFH WS SEE NOTE 8"!-- I10 x a'/4' LG. YF?i W5 Note. When attaching the virz'ce � deodbott plates to ffiv strike A SFr KCTF- AN perimeter screws are buck use 110 x 2' Lg. PFH WS. of £' When, attaching tho strika A, JB x 2-1/2" PFH WS. deadWR pWas to the astragal a n� use j8 x 2 1/2" Lg. PFH WS. 5' When attaching the rIr, jrsrnC 3' .a h sidtlite jamb use 110 x 1 3/4' '" g- PFH U35. (2)18 X 2 1/2" LG. 3 PFH WS (2)#'8 X 2 112" LG. AT �FH WS SEE �, SEE MAIL -1 cO�. a t:f7.9iL L`" 4 ALtMANtJ6/ ASTRAGAL ALUMINUM ASTRAGALL 0ETA1L E' `t ': _ ATTACH ASTRAGAL i}1ROW BOLT X dd i STRIKE P ST#�i0TO FPAK AS Ci h DRfU THRU FOR BRILL ►THRU :M •~ A .357"I BOLT DEEP A .357"1i SOLT CfEP ENOUGH FORA 1" Ehl& t FOR A 2' BOLT THROW T THROW S. b --1 3 g^ ALllMlNllll ASTRAGAL . rYs ALt;Mhltcist ASM�Q DETAIL 'F * ASTRAGAL THROW BOLTS T!F-206F SEE Ox7AIL "F"' AT THE THRESHOLD 06/20/02 11140nm P 003-- — " W Building Consultants, Inc. faking mid agmming Services for the Building Indusray P.O. B 73r)rlr.�, i G 33594 l�lwlle 813.659.9197 Facsimile $13.i'9.53 103 1Y��1utz"Css�l+�Row li9 e , IN 4672 1- - 1ai'�� 2�.8u11.3�i? 1'BS�iIRa i1C ?ri0_�d.51� Ow r—AXT Mwd aDwipsdi - Fiber Ce dS h smr. Scii-..,s 3tilezg!e3s.Dw (Opaque) with or without Site-Mas ilk s�a ,1 SQe: wp 11'4 x '� i1� Cen iguratioas: X, OXO, XO, OX, XX 4; OXXO C i 1i ls em cr1: i l i attcl lbs 4,5" .x L25" with an extruded aluminum thresl1t11d i'1M door Mmis mad mite gads are LW 636A anal ocwsa of two SMC skins with a thickness of 0.110" for the FA= Chmisic Sw ies; ` or tl graleazth u, sz Scsi with as thi 0.071D tls ¢Hied to woad stilts and rails with a uixtbwe care. z" 1 e g1m.d dMites ere Hawed io r odw lAV'tcwpcmd or M2" iasalzo w mpemd lip lite inserts or intepa1flush gwr-i tibm �y� 2'Pv�7 ;'�fai Axxv 61S '1'e, " (1707-4.3Ego:►-nr. iklr AsRsnlalit 1707_4-5 2cmIlions Drab As iblik) t ii 3 �t Lrp zl �a i]dlo; R No. 2 av toner 1 Uil±fnmm swic Maw^ 7� 3(101 01-741-10703.0 wouk"'}lsr+a_v, P. T. 05+153 R 37 bi 1+330 Air P+r E t C - Tool erJta by MW'18, 2001 01-741-10701.0 Wemkil Usney: P. E. $54151t od6b r 19 2001 01-741-10593.0 lu= t. Pnv ra, P.E 1l5377,5 may 1'l, 2001 01-743-10703.0 We a&Al}is wvl P. E. 054153 TA9 l2 Pormd I,rary E—. - - 3todeaa, NY May 11;, 2001 01-74140701.0 WaWall Fl= y, P. & #54153 Caober 19, 2001 01 741-10593.0 Marls Fa ma0. P.E. 053796 Wy 17,2W1 01-741-10703.0 Wc0de9111XM7,F. E. k54159 AMA E331 RM-1L�inz-Us, ;1y May is, 2w1 01-741-10701.0 Wendal111aaey, P. ii 95-:1 l58 Cuba 19 2001 01 741-10593.0 Mm_'c 1'AMM, Px.. 1537M May 17, 2W1 01-741-10703.0 Wexe&,g R n y, 3'. & #34 M AiAT'MLe M Air kPAvika ETC- 31ofsz_*r, NY May 1s, 2001 01-741-10701.0 Wmuldl11amiay, P. µ 054159 Odob% 19 2wi 01-741-10593.0 MwkPwzcfo, P.°'+. 1'_i7 TAS 01=3 "tjffMieu',a Nit N/A NIA MA - :, Ya :as a a wayaawr me w= i 3-^yr ?Mmom u=� V=ae ew aw Mmzaum ala". "'iteiapz&d aecst be sb ca=d to see! mnab ddais titan. Confl Sae Design Pressure R26W SR S' :� x >t'if+ 67.i = F.7.tY0 5i Willi Sidelites XO. OX UNIUMMmm x g'0 + 47.00 - 47.EAlum l Caattsi Ailarllldal e: . 3C x E'0+ 40,00 - 40.00 + 47.00 - 47.00 Opaque DoWe 4ith StWitz CXXO x 8'0 + 40.00 -40.00 + 47.00 -47.00 Lim I. Eve111alrld;ice in kmmnom 3dh. rind ?o the Florida Blpilt#iig Code and whore preasare rallriremcaas as ASCE 7 IM64m= imp °a.0nds for ftHdbW sad OsiuCr Stwwtares do nm exceed the design presswe ratings lia°,ad above. 2. For Mammy :whew ills is :ens Ibm 1-1,12 inches (FBC scc ion 1707.4.4 Ans.'larue NkLho& and - cifitl s 1707,4.4.1 awl 007.4.4.111 sm= diwv--r Twzou qpc concrete ancbors must be sulstimed and the lengii must to =a :,hot 5 Atiinimum 1-lW enza@== of the apwa ;Wo the masonry wall is obtained CCr1M , Frwda i'1wrr-all Eager - SePJ No. 43409 May 22, 2002 LyWm F. Sot,. " 19_NTt; ,Fse=h Lace Drive Lum FL 33559 05/30/02 0i : 48¢rn P . y03 --- ra Tr ul Fi#e i is / Smooth Star In -searing Fiberglass Door i� m.S p To 8'4 x 8'0 6.06.0 3.0' 3.0' &0' 3.0 3.0' � DETAIL O O 99 b b 1 When attaching Sidelite the above anchoring applies, SEE NOTE �1O2"Le. PF14 WS u Sew to r MERL 110 x 3/4 LG. � t LG. PFH WS Fti W's SEE NOTE F *A 110 x 3/4' LG P'F.4 WS t?£TR1t C" Note: 1 When ottochiieg tht strike & deodbolt pkdes to the srrAw rB; m NOTE: "MI perimeter screws are buck ux 110 x 2" L,g. Pt rf WS. Whon SEE 18 x 2-1/2" PFH WS. dsodboit platas to the mir t V:'AT. V use #8 x 2 1/2" Lj. PP'H . When attaching the strike jamb di uu ^� •� sidetlte jarreb use #10 x 1 3/4' Lq. PFH WS. (2)18 X 2 1PFH W5 (2)18 X 2 112" Ls;. PFH vs in �w SF— y$j an SEE r DEi.' L — in ALIJMINUM ASTRAGAL COASTAL STRSKE PLATE TO FRAME AS SHOWN. L? =1 DRILL THRU FOR DRILL TPRV FOR A M7'0 BOLT DEEP A .357'0 SOLT DUP ENOUGH 80Lfi THROW A I' E„LTHROW 1 A 2" -* "B' 1 6" ALUMINUM ASTRAGAL DETAIL 'F" -'5.5'r SEE M7AR 'F' ASTRAGAL THROW ROOTS AT THE THRESHCiLD R E\AEMD FOR COM COMPLIANCE- UNIVERSAL ENGiNEERING SCIENCES REVIEWED 4 3 2 1 1 ^) L REVISIONS SKINS (5) INTERMEDIATE FOR I6' WIDE DOOR, y L T.� ATTACHED W/ TOG-L-LOC (TOP s Bor REV. N0. ZONE: DATE: ECN NO. APPVO: DESCRIPTION URETHANE ADHESNE (ALONG GEM ) - onnoN.L sse cuss OR B2 11/00 MWW OTY (1) WAS (2) FOR TRACK BOLT I B' ACRYLIC UIES AVAILABLE (SEE SECTION GLASS ' HORIZONTAL IRA,G( SUPPORT BY 20 G MIN. ENO STILES ATTACHED TO DOOR (T ) DOOR INSTALLER 0 SUR -I SKIN WITH SYs1EMOP, GPATENTED -- NEW 'B' "1I� IJ G CaLV. STEEL FLAG BRACKET. EACH j yFASTENEDlWOOD LAG SCREWS. LISTEDTRACK •,CONFIGURATION HOIE: DOUBLE TRACK `TION LOW HEADROOM IS 1 AVAILABLE AS All OPTION C73t NEW 'G• C. MM 2' G.LV. STEEL TRACK.. - i . MIN. TRACK THICKNESS:.060' .. J t a -D ee ` LOCK POSn N QR TYP. 2-1/2'al2 GA,GALV. STEEL TRACK BRACKET. 1 2 (BOTH SIDES) (4) TRACK BRACKETS PER SIDE. ` TWO POINT tDCKINC n LJW TOP BRACKET ,e REPORT#9606CUS K H0R1Z0NTM C .� C -�� 3' a 20 G U-BONS. - DOUBLE TR:-N J U-BNS IN A 2-1-2-1 IOW HEADROOM OPTION PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BARS ON NEXT SECTION, ETC.)' SCREWS a I� LOCATION OF --� A OPTIONAL OUTSIDE KEYED LOCK POSITION LOCATION PENT$ MA%. DOOR @�::IAETAI, SELFINREWS. ' .�NG�ES IB ..�INTFRNFDOTF HINGE lipj}.-_l; 12 a] UG SCREWS ON 19 CE/(CERS. 1 0.0. WIN. DOORS UP 0 7'- 'GAR CONSIST OF i(4) SECTIONS ((SHOWNj. FRONT ON WITH U.V. WASHER REQUIRED. Wt SCREWS MAY BE COUNTERSUNK DOORS 0 - - H CONSIST OF (S) SECTIONS ("OT SHOWN). COATING ON OUTSIDE SURFACE (BUT NOT REWIRED) TO PpOV10E A RUSH MOUNTING STOP MOULDING BY DOOR INSTALLER E SUIT) SURFACE NOR".. J.WBS W NOT TRANSFER LOAD. 2.8 YELLOW PINE JAMB 20 G WN; GALV. STEEL END SINE 2' THICK S OR OPTIONAL FO SCREW 20 G CALLA. STEEL INTER. SIIIE [j F 1 I 1JTE WINDOW LI B MOLDED INSIDE �A�T/apl"ML SECTION R-B 12 G GALV, STEEL TRACK / LITE RETAINER VTRTICAI JAMB ATTACHMENT'fCSRO BRACKETS FASTENED TO WOOD JAAB '?23 GA MIN. STEEL �Ba]/4• PAI HEAD SCflEW 2000 PSI NIN CONCRFIE COLUMN WITH ONE S/16'.I-5/B' LAD SCREW SKIK_.44OAi(0 wIM G-40 MIN. (10 SCREWS PER RITE) J B a. SLEEVE NICHWTS °N 21 CENTERS (C-.. PER nUCK BRACKET. GALV 2UICBAKEO-ON PRINER. BLOCK) OR 24' CENTERS (2.000 PSI MIN. CONCRETE) OR 7NIB• I.O. ROUND PUSHN T AN Ff,"4 BATED -ON POLYESTER SNAP UTCH ENGAGES 1/414 TAPCON SCREWS ON 17-1/2' CENTERS (2,000 FASTENER (ONE PFA ROL1F/1) IB G GMV.-STEEL CENTER HINGE T ., 4O _EO TO BOTH P51 WIN, CONCRETE). WASHERS INCLUDED WITH I STEEL SKIN. 12 GA. GALV. STEEL TOP ONTO VERTICAL TRACK, SLEEVE ANCHORS, I' 0.0, MIN. WASHER REQUIRED 2' CALV. STEEL TRACK FASTENED TO 14 G GALV. STEEL ROLLER HINGES FA"5 8- TO INTER. STILES W/(1) R2 CA BRACKET. EACH ONE SNAP OTC" ON WIH iAPC0115. NCNOftS MAY BE COUNTERSUNK 12 G GALV. STEEL TRACK BPACNETS. FASTENED TO ENO STILES EACM W/(1) �I4x5A" SHEET NETAI SCREWS BRACKET ATTACHED W/(4) INTER SINE EACH SIDE OF DOOR. (BUT NOT FEOUIPED) TO PROVIDE A iLUSH / _ k1U TRACK ATTACHED TO EACH BRACKET 4IT [. SHEET METAL SCREWS 114a5/B• SHEET METAL MOUNTING SURFACE HORIZONTAL JMIBS DO NOT WIN ONE 1/4'.3/6' BOLT R NUT (4) 1/1 vJ/4 SELF TAPPING SCREWS PER END HINGE. IP LAP JOINTS. SCREWS. TRANSFER LOAD. - OR 7W0 1/4• DIA Po14.T5. OUTSIDE KEYED HNNDIE ENO 2• DIA SHORT STEM, 10 BAIL STEEL ROLLER. la G GMV. STEEL END SnIE END HINGE, EACH STILE JAMB CONFIGURATKIN MARK WESTERHELO, P.E. FASTENED TO END INTER. P$�'°ATATN IAv.Rs BY OMFRS SECTION C-C NORTHA P.E. job 4S5 STILES W/(4) j14.5/8• INSIDE HANDLE STILElAp NORM CARIXINA P.E 02]B32 SNEER. uETM SCREWS 3' TALL U-BAR k (4) 1/4'.3/4' SELF OUTSIDE KEYED LOCK LOCK BAR 20 GA. GALV. STEEL TAPPING SCREWS. SNP IAr��N LO -K ENGAGES IN DESIGN LOADS: +24.0 PSF k -24.5 PSF MIN. YEILO STRENGTH: 50 KSI TRACK ON NOTE 2: ME DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS OUTSIDE EACH SIDE SHALL BE ME RESPONSIBILITY OF ME PROFESSIO"AL OF TEST LOADS: +36.0 PSF k -37.0 PSF WHOLE OF DOOR. RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE - L 3' TALL a 20 G WLV. STEEL ULWS END SLIDE BOLT WITH CURRENT BUILDING CODES FOR ME LOADS LISTED ON pppK.r_ puWwGs ARE Mcnm w "' I IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS STILE LOCH ENGAGES THIS DRAWING, IKIN A IWSED WX (D160s5). PART NO.: - A /B• ON BOTTOM SECnON, ONE U-BAR ON NEXT INTO VERn^AL I SECTION, ETC.). EACH U-BAR ATTACHED TRACK. ONE HOTI URI.a. SI.l.d Oth.D.i.. 312 W*.A SL WIG 16W WITH 1/4- 3/4' SELF TAPPING SCREWS LOCK ON C.nne.nM.1/P..PH - —'CO. IDEAL Cincinnotii OH 45202 PER SnLE LOCATIO", EACH SIDE OCKIHG.1 CLOPAY BUILDING PROWCR CO. TOLERANCES of Tl1. R.. 1-513-38t-48M OF DOOR. 1...nt,m d F...a W1t 000l OOIvIfL Fax M. I-513-762-3519 IN JM.m..e, ...e, e.pmm.a, .0 f .03 )NdnF 51 OF ROIL mad. ov...El., « JHUW.IW ,OD - f.Dl$ /- [FTOH A -A (SIDE AD) ID oN daw,l D, v4w <.n..ni. F.Ib. 1. DESCRIPTION: MODEL 6RST W4 16-0 x B-0: 24 24.5 DESIGN LOAD ,/ an.—. W..°u.. °>r . wl m .000 > d:.005 . TIJ G GALV. STEEL BOTTOM BRACKET. - J/ u.wty m, mry a.mo... .Aa ,0000 > t.001 DRAWN BY: 8MM DATE: 4/18/00 SCALE: ARTS DWG. ATTACHED WITH (2) )14.3/B' SHEET METAL SCREWS, 7 low.. r.aulBnp U,...from, R ALUMINUM EXTRUSION / ��%�A% �- l� Degrees > t1/2' CHECKED BY: MWW GATE: 4/18/00 SHEET 1 OF 1 SIZE 1J h NNYL WEATHERSTRIP, y(/ / Af/' Third Mg"' ,4 - Unl.a. Stlt.d oEtherwia. / PFaJ.Ctiara DIMENSIONS ARE IN INCHES. DWG. NO.: 102138 REV. N0. 1 4 3 2dRAME COUNTY' BU]LDI DIV, 4 3 MODEL: 6RST (25 GA,: STEEL SKIN) REV. MODEL' 4RST (24 GA. STEEL SKIN) OPTIONAL DSO GLASS OR LISTED , I /8' ACRYUC LITES AVAILABLE (1) INTERMEDIATE STILE ($EE SECTION B-B) ATTACHED W/ TOG-L-LOG (TOP & BOT)c ZO CA. MIN. END STILES ATTACHED S DOOR AND URETHANE ADHESIVE (ALONG CENTER) I— SKIN WITH PATENTED TOG-L-LOG SYSTEM _I r r A TOP, BOTTOM & CENTER). RM r3— O C � x M it II -II -II I�1-il��' ImiI -If IImfI Im l I! -LOCATION OF L OPTIONAL .• . . POSITION ...• REPORT#9606C 25 GA. MIN. GALV.-/ STEEL SKIN COATED LOCK POSITION ( BOTH SIDES) WITH A BAKED -ON PRIMER, TWO POINT LOCKING AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. ONE 3" TALL z 20 GA. U-BAR (50 K51) PER DOOR SECTION. END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL TRACK. ONE LOCK ON EACH SIDE INSIDE OF DOOR. SLIDE BOLT L I I REVISIONS DATE: ECN N0. APPVD: DESCRIPTION 11/00 - I MWW I OTY (1) WAS (2) FOR TRACK BOLT 2' THICK 3" TALL U-BAR 20 GA. GALV. STEEL �- 1-7/8" HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) I 18 GA. CALV.BRAG STEEL TOP I ROLLER BRACKET. EACH 3 CA. CAW. STEEL FLAG BRACKET, .EACH FASTENED TO WOOD JAMB WITH (3) 5/ 16"x 1-5/8" WOOD LAG SCREWS. BRACKET ATTACHED W/0) ►14x5/8' SHEET METAL NOTE: DOUBLE TRACK SCREWS. LOW HEADROOM IS u SHIP LAP JOINTS. r-I.1 TRACK CONFIGURATION AVAILABLE AS AN OPTION � DOOR 14 CA. GALV. STEEL p0 END HINGE. EACH FASTENED TO END HEIGHT "L" 2" GALV. STEEL TRACK, STILES W/(4) j14x5/8' SCREWS MIN. TRACK THICKNESS: .060' 7 _6 SHEET METAL h (4) 1/4'.3/4' SELF I 6 -0 88 TAPPING SCREWS. U O TYP. 2-1 /2'x 12 GA. CALV. STEEL TRACK BRACKET. AL TALL x 20 GA,rrLv. i (4) TRACK BRACKETS 'PER SIDE. STEEL U-BAR. ONE BAR Z PER SECTION.- EACH U-BAR ATTACHED w [I' WITH 1W0 1/V.3/4' SELF TAPPING Q. SCREWS PER STILE LOCATION. 1}4R TOP BRACKET DOUBLE HORIZONTAL :TAPPING /8" SHEET METAL SCREWS LOCK OPTION TRACK NOTE 1' FRONT FRAME WITH U.V. DOORS UP TO 7'-0" RICH CONSIST OF 4) SECTIONS (SHOWN). COATING ON OUTSIDE SURFACE DOORS OVER 7'-0" HIGH CONSIST OF (5� SECTIONS ( OT SHOWN). DOUBLE TRACK 13 GA GALV. STEEL BOTTOM LOW HEADROOM OPTION OO O VERTICAL JAMB ATTACHMENT yWOOD FRAME BUILDINGSF BRACKET. ATTACHED WITH TWO n I� 1/4"z3/4" SELF I/2'x3" LAG SCREWS ON 24 CENTERS. 1" O.D. MIN. j74x5/B SHEET METAL SCREWS. I I OPTIONAL 10 SCREW WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK SSB CLASS OR O SCREWS. ALUMINUM EXTRUSION - 1/8' ACRYLIC LITE WINDOW LITE 14 GA. ENO MINCES 18 GA INTERMEOIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING & VINYL WEATHERSTRIP, SECTION 8- HORIZONTAL JAMBS DO NOT TRANSFER LOAD. SECTION A -A (SIDE VIEW) #8x3/4' PAN HEAD SCREW END VERTICAL JAMB ATTACHMENT (G-QQ_@1•QS.i9$ (10 SCREWS PER LITE) 2 000 PSI MIN CONCRETE COLUMN): MUTE ERETAINER NSIDE STILE STOP MOULDING BY DOOR INSTALLER (TO SUIT) 3/8 z4' SLEEVE ANCHORS ON 2,I CENTERS (BOTH - INTER. _ 20 GA. MIN. GALV. STEEL END STILE C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR SNAP LATCH ENGAGES STILE r_�_ 2x6 YELLOW PINE JAMB 1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 ONTO VERTICAL TRACK. 20 GA. GALV. STEEL INTER. STILE PSI MIN. CONCRETE), WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, 1" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH TAPCONS, ANCHORS MAY BE COUNTERSUNK INTER. STILE 12 GALV. STEEL TRACK (BUT NOT REQUIRED) PROVIDE A FLUSH OUTSIDE BRACKETS FASTST ENED TO WOOD JAMB MOUNTING SURFACE. HORIZONTAL .JAMBS DO NOT HANDLE WITH ONE 5/I6' 1-5/8" LAG SCREW TRANSFER LOAD. OUTSIDE KEYED - PER TRACK BRACKET. - WWDLE t 18 GA. GALV. STEEL CENTER HINGE END STILE FASTENED TO INTER. 4) OUTSIDE K #14x5/8" SHEET METAL STILES SCREW5- �` LOCK BAR EYED N GK 2" GALV. STEEL TRACK FASTENED TO 14 CA. GALV. STEEL ROLLER HINGES 12 GA. GALV. STEEL TRACK BRACKETS. FASTENED TO ENO STILES EACH W/(4) TRACK ATTACHED TO EACH BRACKET 14x5/8" SHEET METAL SCREWS AND WITH ONE 1/4"X5/8" BOLT & NUT 4) 1/4"x3/4" SELF TAPPING SCREWS PER END HINGE. OR TWO 1/4" CIA. RIVETS. PREPARATION OF JAMDS BY OTHERS. 2" CIA. SHORT STEM, 10 BALL STEEL ROLLER. JAMB CONFIGURATION SECTION C- NOTE 2 THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERF�IELD, P.E. /T BUILDING CODES FOR THE LOADS LISTED_ ON FLORIDA P.E. 48495 ✓l �A��fl � CURREDRAWINNT TWITH HIS NORTH CAROLINA P.E. /23832 4 I � LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. m INSIDE HANDLE DESIGN LOADS: +25.0 P.S.F. & -32.0 P.S.F. OUTSIDE NAP KEYED LOCK TEST LOADS: +37.5 P.S.F. & -48.0 P.S.F. LATCH LOCK OPTION p YIK OMMXG�9 M[ (. INsva (DlaL[ msst. PART NO.: -. A NOTKL U.l... Stated Oth—I.. 312 Wol.1 SL Sol. 1600 C.nfid.nea/Pr.pd.tory warm.e.n .1 CWPAY SUIUNNG PRoouCTS CO. TOLERANCES or. IDEAL Cincinnati, OH 45202 Tel. No, 1-513-381-48W n.r .M M ..t ...d, a.yl..t.d, .0 - t.03 W�0eQ 4pq� Fa. No. I-513-762-3519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD M.a....d.u., e, a.lra.t.a .00 t.015 uM.t It, piiar x.n..nt FWw. tp ,ae..rv• IN. noU.. M.. r.,w M nwit, I.r .y e.M..n ..4 .000 - d:.005 ooDO - t.00t DRAWN BY: BMM DATE: 4/18/00 SCALE: NTs DWG. Ion.. rn.lUn. m•r.h.M. Degree.00 i. 2' / ..I... Sl.t.d Olh.n6. DIMENSIONS ARE IN INCHES. CHECKED BY: MWW DATE: a/la/oo SHEET 1 OF I SIZE IJ Third Angle ♦ _ ProleCtion DWG. NO.: 102137 REV. NO. t 2 ^Dst: 4,r I r;f%aItrry 9 �oe�aafa�t� �a.�4,uaaa u Lb2J�;sJJi19`dl� `JJ'9. 0 Trussway, Ltd. Southeastern Division UNIVERSAL 8850 Trussway B1vINGINEERING SCIENCES Orlando, FL 32824 Ph. (407) 857-2777 REVIEWED Fax (407)857-7855 REVIEWED FOR CODE COMPLIANCE Project: Lennar Homes, Cozumel B Celery Estates lot 11, 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: Mitek2020 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. HR01, HR02, HR04, JO1403, J03A, J04, J05, J07, RO1-R07, R10, R11, R20, VO1, FO1-F03, F05, F06, F06A, F07-F10, F13, F15-F17, FRO1-FR07 —� October 16, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Orlando, FL 32824 Lennar -- Orlando Job Number: LE3159 one:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 1 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone: Salesperson: B & C Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-7-7 4 HRO1 9- 10 - 1 OUTRIGGER 3.54 1-5-0 0-0-0 44lbs. each 0.00 2 8 10 1 HR02 6-9-4 OUTRIGGER 3.54 1-5-0 0-0-0 .� 28 lbs. each 0.00 3-4-2 2 HR04 8-10-12 201 3.54 1-5-0 0-0-0 39 lbs. each 0.00 1-1-13 14 JOl 1-0-0 JACK 5.00 1-0-0 0-0-0 �+ 4lbs. each, 0.00 1-11-13 14 J02 3-0-0 JACK 5.00 1-0-0 0-0-0 .� 11 lbs. each 0.00 11 J03 5-0-0 JACK 2-9-13 5.00 1-0-0 0-0-0 17 lbs. each 0.00 2-5-1 1 J03A 5-0-0 JACK 5.00 0-0-0 0-0-0 14 lbs. each 0.00 s 1 - 0 - 0 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 .� 16 lbs. each 0.00 3-4-7 5 J07 6-4-0 JACK 5.00 1-0-0 0-0-0 21 lbs. each 0.00 (2) 2-Ply 3 - 7 - 13 4 ROl 35-0-0 RHIPGIR 5.00 1-0-0 1-0-0 399lbs. each 2X4/2X6 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 RHIP 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 1-0-0 165 lbs. 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 3-4-7 1 R10 20-4-0 314 5.00 1-0-0 0-0-0 97 lbs. each 0.00 s 1 -0-0 4-2-7 1 R11 20-4-0 314 5.00 1-0-0 0-0-0 88 lbs. each 0.00 s 1 - 0 - 0 2-8-15 1 R20 20-0-0 MHIPGIR 5.00 1-0-0 0-0-0 95 lbs. each 0.00 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List J)rlando, FL 32824 Lennar - Orlando Job Number: LE3159 Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 2 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: COZUMEL Phone: Salesperson: B & C Fax: Quote Number: Tentative Delive Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 1-8-4 1 Vol 4-0-0 MVAL 5.00 0-0-0 0-0-0 ® 12 lbs. each 0.00 8 FOl 19-5-8 BB 1-2-0 0-0-0 0-0-0 97 lbs. each 3 F02 19-2-12 BN 1-2-0 0-0-0 0-0-0 97 lbs. each 25 F03 2-1-8 BT 1-2-0 0-0-0 0-0-0 II lbs. each 6 F05 11-7-0 BB 1-2-0 0-0-0 0-0-0 R� 60 Ibs. each 2 F06 10-9-0 BB 1-2-0 0•0-0 0-0-0 �1 55 lbs. each 2 F06A 10-9-0 BB 1-2-0 0-0-0 0-0-0 55 Is. each 4 F07 12-1-8 BT 1-2-0 0-0-0 0-0-0 (g?t RSZSD= 621bs. each 1 F08 8-0-8 B N 1-2-0 0-0-0 0-0-0 R� 43 lbs. each 5 F09 19-5-4 FLOOR 1-2-0 0-0-0 0-0-0 R� 97 lbs. each 1 F10 19-5-4 FLOOR 1-0-8 0-0-0 0-0-0 95 Ibs. each 1 F13 19-2-12 BN 1-0-8 0-0-0 0-0-0 941bs. each 1 F15 10-9-0 BB 1-0-8 0-0-0 0-0-0 R=2mzszsl 53 Ibs. each c1-7-12 2 F16 21-1-0 FLOOR 1-2-0 0-0-0 0-0-0 107 lbs. each 3 F17 19-5-8 BN 1-2-0 0-0-0 0-0-0 2=272L2=2MU 991bs. each (1) 2-Ply 2-6-0 2 FRO1 19-9-8 301 0.00 0-0-0 0-0-0 NESSSM 149 Ibs. 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 69 Ibs, each 0.00 (1) 2-Ply 0-I1-0 2 FR03 6-8-0 FLOOR 0.00 0-0-0 0-0-0 30 lbs. each 0.00 (1) 2-Ply 1-2-0 2 FR04 9-8-0 FLOOR 0.00 0-0-0 0-0-0 52 lbs. each 2X4/2X6 0.00 1-2-0 10 FR05 10-0-0 FLAT TRUSS 10.00 0-0-0 0-0-0 MEMO 391bs. each 0.00 TRUSSWAY, Ltd. 8850 Trussway Blvd. To:Delive List ,Orlando, FL 32824 Lennar - Orlando .rob Number: LE3159 Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 3 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone: B & C Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 1-2-0 c 4 - 8 - 8 2 FR06 4-8-8 301 0.00 0-0-0 0-0-0 ® 18lbs.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 MISC. ITEMS Quantity: Description: 4 HU46 1 Job I rus: LE3159R HR01 Trussway, Orlando, FI -1-5-0 1-5-0 OUTRIGGER 5-8-4 5-8-4 ty Ply LE3159 - Lennar Orlando - COZUMEL H40156 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:00 2006 Page 1 9-10-1 4-1-14 2x3S"le = 1:19.8 E 3x3 = �^J II 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 B-G >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.06 B-G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 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 =-802/197 C-H = -8210 D-H = -81/43 D-E = -7/0 D-F =-231/209 BOT CHORD B-G =-365/746 F-G =-3651746 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. 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(1`=43, B=-43), D=-105(F=-43, B=-43)-to-E=-108(F=-44, B=-44), B=-O(F=10, B=1 0)-to-F=-49(F=-1 5, 13=15) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEB 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 on 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 BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 44 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRUSSW Orlando, FL 32824 (407) 857 2777 d Job Truss I fuss Type Qty Ply LE3159-Lennar Orlando - COZUMEL H40157 LE3159R HR02 OUTRIGGER 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:01 2006 Page 1 -1-5-0 5-0-8 6-9-4 1-5-0 5-0-8 1-8-12 2x3 Scale = 1:15.5 E D H 2x3 O 3.54 F12 C W1 T1 B G r� B1 F 3x3 = 3x4 = i 6-9-4 I 6-9-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.09 B-F >836 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.21 B-F >356 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 28 lb LUMBER bearing plate capable of withstanding 157 Ib uplift at TOP CHORD 2 X 4 SYP No.2ND joint B and 144 lb uplift at joint F. BOT CHORD 2 X 4 SYP No.2ND 6) "Fix heels only' Member end fixity model was used in WEBS 2 X 4 SYP No.3 the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the BRACING face of the truss are noted as front (F) or back (B). TOP CHORD 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Structural wood sheathing directly applied or 6-0-0 oc more information. pudins. 9) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering responsibility Rigid ceiling directly applied or 10-0-0 oc bracing. solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) B = 252/0-10-10 Standard F = 283/Mechanical Regular: Lumber Increase=1.25, Plate Increase=1.25 Max Horz 1) Uniform Loads (plf) B = 122(load case 3) Vert: A-G=-60 Max Uplift Trapezoidal Loads (plo B =-157(load case 5) Vert: G=-O(F=30, B=30)-to-D=-99(F=-20, B=-20), F =-144(load case 3) D=-59(F=-20, B=-20)-to-E=-63(F=-21, 13=21), B=-2(F=9, 6=9)-to-F=34(F=-7, 13=7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-G = 0/18 B-G = 0/18 B-C =-198/63 C-H = -28/0 = -22/8 D-E = 4/0 BO BOTCHORD n B-F =-126/167 WEBS D-F = -57/64 C-F =-2261172 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; Igbal H.AGagan, P.E. TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; Florida P.E. NO. 25389 MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 8850 TruSSway Boulevard 2) This truss has been designed for a 10.0 psf bottom Orlando, FL 32824 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. March 10,2006 4) Refer to girder(s) for truss to truss connections. ® WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Miilek 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 designer. Bracing shown Houston, 6977093 PP tY 9 P P P P P P tY 9 9 9 9 8850 691 6900 ^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify, of the 8850 Trussway Blvd. TRUSWerector. 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/rPll 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. H40158 LE3159R HR03 OUTRIGGER 1 1 Job Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 1-5-0 2-9-3 1:7.3 2-9-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 11 lb 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 puffins. BOT CHORD 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 61 B = -175(load case 4) Max Grav C = 45(load case 1) B = 222(load case 1) D = 49(load case 2) FORCES (lb) 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. 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 29lb 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 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ 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. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69 )o - PP 1Y 9 P P P P P P N 9 9 9 9 8850 Trussway 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss n155 ype ly y LE3159 - Lennar Orlando - COZUMEL H40159 LE3159R HR04 201 1 1 Job Reference (optional) TruSsway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:01 2006 Page 1 -1-5-0 5-10-10 8-10-12 1-5-0 5-10-10 3-0-2 20 $pale = 1:18.4 E D 3x4 % 3.54 F12 C W1 1 W3 2 B B1 Li G F 2.3 11 3x3 = 3x4 = 5-10-10 8-10-12 5-10-10 3-0-2 Plate Offsets X,Y : B:0-1-0,0-1-8 LOADING (psf) SPACING 2-0-0 cSl DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.04 B-G >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.09 B-G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) inspection Weight: 39 lb LUMBER 3) This truss requiw, plate per the Tooth 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) Provide mechanical connection (by others) of truss to WEBS 2 X 4 SYP No.3 bearing plate capable of withstanding 187 lb uplift at joint B and 269 lb uplift at joint F. BRACING 5) "Fix heels only" Member end fixity model was used in TOP CHORD the analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc 6) In the LOAD CASE(S) section, loads applied to the pudins, except end verticals. face of the truss are noted as front (F) or back (B). 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 B = 358/0-3-8 solely for the truss component design shown. F = 515/0-3-8 Max Horz LOAD CASE(S) B = 193(load case 3) Standard Max Uplift Regular: Lumber Increase=1.25, Plate Increase=1.25 B =-187(load case 3) 1) Uniform Loads (plf) F =-269(load case 3) Vert: A-B=-60 Trapezoidal Loads (plf) FORCES (lb) Vert: B=O(F=10, B=10)-to-F=45(F=12, B=-12), Maximum Compression/Maximum Tension B=-2(F=29, B=29)-to-D=-131(1`=35, B=-35), TOP CHORD D=-91(F=-35, B=-35)-to-E=-94(F=-37, B=37) A-B = 0/22 B-C =-575/122 C-D = -53/23 D-E = -6/0 n D-F =-138/125 BOTCHORD B-G =-250/527 F-G =-250/527 WEBS C-G = 0/249 C-F =-626/297 NOTES (7-8) Igbal KAGagan, P.E. 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; Florida P.E. No, 25389 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; 8850 TfG55Way Boulevard MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. Orlando, FL 32824 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 10,2006 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with Mirek 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 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) 691 6900 8850 Trussway Blvd. TRUSSW Orlando, FL 32824 (407) 857 2777 I LE3159R IHR05 IOUTRIGGER 1 Job Reference 6.200 s Jul 13 2005 4-10-10 1-5-0 4-10-10 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.19 TCDL 10.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 4-10-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = B = D = Max Horz B Max Uplift C = B = Max Grav C = B = D = 99/0-3-8 189/0-3-8 38/0-3-8 4-10-10 DEFL in (loc) I/deft Ud Vert(LL) -0.03 B-D >999 240 Vert(TL) -0.05 B-D >999 180 Horz(TL) -0.00 C n/a n/a 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 76 lb uplift atjoint C and 143 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) 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. 77(load case 3) LOAD CASE(S) -76(load case 3) Standard -143(load case 3) Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) 99(load case 1) Vert: A-13=60 189(load case 1) Trapezoidal Loads (plf) 84(load case 2) Vert: B=-2(F=29, 13=29)-to-C=74(F=-7, B=-7), B=O(F=10, B=10)-to-D=-25(F=-2, B=-2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C = -31/20 BOTCHORD B-D I= 0/0 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. H40160 ge 1 0.4 PLATES GRIP MT20 244/190 Weight: 17 lb lgbal KAGagan, P.E. Florida P.E. No. 25389 8860 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Ver{fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-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 St. Applicability of design arameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, Tx 77093 - PP >Y 9 P P P P P P tY 9 9 9 9 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 8850 8850 Tru Trussway Blvd.TRUSYW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824NZOOPP 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, W 153719. ,r o ru LE3159R J01 uty Ply LE3159 - Lennar Or 1 1 Job Reference (ol 6.200 s Jul 13 2005 Mi C 1-0-0 1-0-0 H40161, Scale = 1:5.5 3x3 = 1-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d 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 WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 5 lb 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 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 133/0-3-8 D = 9/0-3-8 C = -5/0-3-8 Max Horz B = 53(load case 6) 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 (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0121 B-C = -26/14 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. 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 123 lb uplift at joint B and 5 lb uplift at joint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 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 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 8850Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 8850 Trussway Blvd, TRLMWW Orlando, FL 32824 (407) 857 2777 LE3159R I J02 I JACK H40162 1-0-0 3-0-0 —3= 3-0-0 3-0-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.19 TCDL 10.0 Lumber Increase 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD 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 TOP CHORD 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 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. DEFL in (loc) I/defl Ud Vert(LL) -0.00 B-D >999 240 Vert(TL) -0.01 B-D >999 180 Horz(TL) -0.00 C n/a n/a 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 58 Ib uplift atjoint C and 127 Ib uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoirl C. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb 7 Scale = 1:9.2 lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Y WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M1ek connectors. This design a 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) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIt Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Dnve, Madison, WI 53719. ILE3159R 1-0-0 JACK 5-0-0 i 3x3 = 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 B-D >767 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD 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 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.0psf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard A WARNING - 7erih design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE MB-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 paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40163 -n Mar 10 07:19,02 2006 Page 1 C Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 17 lb -P� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 � Engineering Department 9411 Alcom St. dollil Houston, TX 77093 (713) 691 6900 i^ 8850 Tmssway Blvd. Orlando, FL 32824 (407) 857 2777 ILE3159R IJ03A I JACK H401641 4-0-0 i 2A — 4-0-0 4-0-0 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 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 111/0-3-8 E = 148/0-3-8 C = 37/0-3-8 Max Horz E = 85(load case 6) Max Uplift B = -101(load case 6) E _ -35(load case 6) Max Grav B = 111(load case 1) E = 148(load case 1) C = 74(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = -52/34 A-E =-111/21 BOTCHORD D-E = -85/0 C-D = 0/0 WEBS A-D = 0/96 CSI DEFL in (loc) I/deft L/d TC 0.21 Vert(LL) 0.01 C-D >999 240 BC 0.15 Vert(TL) -0.03 C-D >999 180 WB 0.03 Horz(TL) 0.01 B n/a n/a (Matrix) 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) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint B and 35 Ib uplift at joint E. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 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 Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 14 Ib ` tv= lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-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, on,AlcT St. 9 Y 9 Y P P 9 P Houston, 5g77093 69- Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 00 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. LISSW 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 BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LE3159R J04 JACK 1 1 Job Reference (optional) H40165 Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:02 2006 Page 1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 -1-0-0 7-0-0 1-0-0 7-0-0 r 3x3 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES 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. BOT CHORD 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 Horz B = 182(load case 6) Max Uplift C = -162(load case 6) B = -168(load case 6) Max Grav C = 195(loadcase 1) B = 343(load case 1) D = 134(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-E _ -88/0 C-E = -67/61 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) 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/defl Ud TC 0.64 Vert(LL) -0.12 B-D >663 240 BC 0.47 Vert(TL) -0.30 B-D >265 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 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 - VerVy design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:17.71 PLATES GRIP MT20 244/190 Weight: 23 lb Igbal KAGagan, P.E. Florida F.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRWSW Orlando, FL 32824 (407) 857 2777 ILE3159R 1-0-0 JACK 4-10-0 1 Job Reference 6.200 s Jul 13 2005 H40166 Fri Mar 10 07:19:03 2006 Page 1 C Scale = 1:12.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 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/TP12002 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 4-10-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 119/Mechanical B = 266/0-7-8 D = 44/Mechanical Max Horz 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(load case 1) D = 87(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -63/39 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. 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 109 lb uplift at joint C and 154 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 J � lgbal WAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 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. 9411 Alcorn St. A licabili of design aromeniers and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 - PP tY 9 P P P P P P tY 9 9 9 9 8850 Tnu 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Imiitute, 583 D'Onofrio Drive, Madison, WI 53719. H40167 LE3159R J06 JACK 1 1 Job Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 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 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 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 Horz B = 76(load case 6) Max Uplift B _ -113(load case 6) C = -33(load case 6) Max Grav B = 156(load case 1) D = 39(load case 2) C = 42(load case 1) FORCES (Ib) 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 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. 2-0-0 x — 2-0-0 CSI DEFL in (loc) I/deft Ud TC 0.16 Vert(LL) -0.00 B >999 240 BC 0.06 Vert(TL) -0.00 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint B and 33 lb uplift atjoint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - 9'eri jy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE AW-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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719. Scale = 1:7.3 PLATES GRIP MT20 244/190 Weight: 8 lb Jpt igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. IRUSSW Orlando, FL 32824 (407) 857 2777 ILE3159R IJ07 JACK H40168 1-0-0 3x3 = 6-4-0 C Scale = 1:16.4 6-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 B-D >907 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.20 B-D >363 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 21 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND SOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 175/Mechanical B = 317/0-3-8 D = 60/Mechanical Max Horz B = 173(load case 6) Max Uplift C = -158(load case 6) B = -159(load case 6) Max Grav C = 175(load case 1) B = 317(load case 1) D = 121(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -87/55 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 II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint C and 159 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 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 porameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector: Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcorn St. - Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 - (407) 857 2777 r Job Truss I fuss LE3159R JOB JACK Trussway, Orlando, FI -1-D-O 1-0-0 Qty Ply LE3159-1-ennarOr1ando- 1 - 1 Job Reference (optional 6.200 s Jul 13 2005 MiTek Ind 3-6-0 3-6-0 H401691 Scale = 1:10.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.02 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 13 lb 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 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 84/Mechanical B = 209/0-3-8 D = 32/Mechanical Max Horz B = 108(load case 6) Max Uplift C = -74(load case 6) B = -130(load case 6) Max Grav C = 84(load case 1) B = 209(load case 1) D = 64(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -44/26 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. 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 74 lb uplift atjoint C and 130 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED HITTER REFERENCE PAGE MD-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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. ------ ----- Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Tmssway Blvd. TRLWW Orlando, FL 32824 (407) 857 2777 Job I rust _ LE3159R J09 Trussway, Orlando, FI -1-0-C 1-0-0 i Qty Ply LE3159 - Lennar Orlando - C 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Indus 5-0-0 7-0-0 5-0-0 2-0-0 4x4 - 10 F H40170 d Mar 10 07:19:04 2006 Page 1 Scale = 1:16.7 2x3 II 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 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 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 262/Mechanical B = 343/0-3-8 Max Horz B = 146(load case 6) Max Uplift E _-115(load Case 6) B =-182(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-195/60 C-F = -0/0 D-F = -0/0 D-E = -56/42 BOT CHORD B-E =-103/122 WEBS C-E =-186/156 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 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 MVVFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in floc) I/defl TC 0.32 Vert(LL) -0.12 B-E >663. BC 0.48 Vert(TL) -0.30 B-E >265 WS 0.05 Horz(TL) 0.00 E n/a (Matrix) 4) This truss req,,i-2 plate inspection pm the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint E and 182 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 30 lb lgbal KAGagan, P.E. Florida RE. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED RHTEE REFERENCE PAGE MI[-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 individu9411 Alcorn St.al building component. Houston, TX 77093 Applicability of design poromeniers 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.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40171 LE3159R R01 RHIP GIR 1 2 Job Reference (optional) Trussway, Orlando, FI 6200 s Jul 13 2005 MiTek Industries. Inc. Fri Mar 10 07:19:04 2006 Paoe 1 1-0-q 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 2-0-0 4-3-0 1-0-0 Scale = 1:62.2 5.00 12 6x7 = 3x5 = 3x6 = 2x4 11 3x5 = 6x7 = 3x5 = 3x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = 6-10-4 12-2-2 17$0 22-9-14 28-1-12 35-0-0 6-10-4 5314 5-3-14 5-3-14 5-3-14 6-10-4 LOADING (psi) 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 TOP CHORD A-B = 0/26 B-C =-6969/3295 C-D =-6770/3244 D-E =-8780/4334 E-F =-9543/4701 F-G =-9543/4701 G-H =-9543/4701 H-1 =-8780/4335 1-J =-6770/3244 J-K =-6969/3295 K-L = 0/26 BOT CHORD B-S =-2987/6371 R-S =-2884/6185 Q-R =-4216/8780 P-Q =-4216/8780 O-P =-4209/8780 N-O =-4209/8780 M-N =-2873/6185 K-M =-2964/6371 WEBS D-S =-2781783 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 CSI DEFL in (loc) I/deft Ud PLATES GRIP TIC0.83 Vert(LL) 0.53 P - 780 240 MT20 244/190 BC 0.73 Vert(TL) -0.91 P >460 180 WB 0.48 Horz(TL) 0.14 K n/a n/a (Matrix) Weight: 400 lb WEBS D-S =-278/783 I-M =-279f783 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"x3" 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 (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 roof live loads have been considered for this design. 4) 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. 5) Provide adequate drainage to prevent water ponding. 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 Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to 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. 10) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. provided sufficient to support concentrated load(s) 513 Ib 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) 0 Igbal KAGagan, RE Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - 9erf(y design parameters and BEAD NOTES ON THIS AND JNCLUDED MUTTER REFERENCE PAGE MD-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. 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 ANSI7rP11 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. uq ray 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 It-0.Q 5-10-4 9-0-0 14-0-12 20-11-5 26-0-0 I 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 5-10-4 1-0-0 Scale = 1:62.3 5.00 12 5x6 - 3x5 = 3x6 = 3x5 = D E F G 5x6 = H 4x6 P O N M L 4x6 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 9-0-0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND `Except` T2 2 X 4 SYP No.1, T3 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-1-11 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B =-67(load case 7) Max Uplift B =-525(load case 4) J =-525(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2969/1069 C-Q =-2689/981 D-Q =-2636/991 D-E =-2464/941 E-F =-3144/1230 F-G =-3144/1230 G-H =-2464/941 H-R =-2636/991 I-R =-2689/981 I-J =-2970/1069 J-K = 0/22 BOT CHORD B-P =-921/2682 0-P =-1120/3075 N-O =-1120/3075 M-N =-1115/3075 L-M =-1115/3075 J-L =-896/2682 WEBS C-P =-308/263 D-P =-264/844 E-P =-847/426 E-N = 0/212 G-N = 0/212 G-L =-848/427 H-L =-265/844 8-6-0 8_6-0 CSI DEFL in (loc) I/deft TC 0.37 Vert(LL) 0.27 N >999 BC 0.61 Vert(TL) -0.58 N-P >724 WB 0.58 Horz(TL) 0.17 J n/a (Matrix) WEBS I-L =-308/263 NOTES (8-9) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint B and 525 lb uplift at joint J. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 9-0-0 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight 164lb lgbal 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 MITES REFERENCE PAGE MD-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. 9411 Alcom St. Applicability of design aromeniers and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 PP N 9 P P P P P P ty 9 9 9 9 8850 Tru 6900TRUSSW 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/rPll 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. Job Ttoss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40173 LE3159R R03 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 )1-0-9 5-6-0 11-0-0 17-6-0 24-0-0 - 29-6-0 35-0-0 36-0-0 { 1-0-0 5-6-0 5-6-0 6-6-0 6-6-0 5-6-0 5-6-0 1-0-0 Scale = 1:62.3 6x7 = 2x4 11 6x7 = 5.00 12 D E F 2x4 O p 2x4 C W W2 W2 3 G 4 W C 8 H I oTA Io 4x6 N M L K J 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = B-9-0 17-6-0 26-3-0 35-0-0 1 8-9-0 } B-9-0 8-9-0 8-9-0 Plate Offsets X,Y : B:0-1-10,0-0-2 , H:0-1-10,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.25 L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.60 L-N >695 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.18 H n/a n/a BCDL 10.0 Code FBC2004lrP12002 (Matrix) Weight: 166 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 or 2-7-2 oc for C-C for members and forces, and for MWFRS for pudins. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-3-5 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 H = 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 H. B =-494(load case 6) 7) "Fix heels only" Member end fixity model was used in H =-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-C =-3022/1010 solely for the truss component design shown. C-O =-2700/893 D-O =-2623/906 D-E =-2683/1037 E-F =-2683/1037 LOAD CASE(S) F-P =-2623/906 G-P =-2700/893 Standard G-H =-3022/1010 H-1 = 0/22 BOTCHORD B-N =-876/2738 M-N =-672/2226 L-M =-672/2226 K-L =-657/2226 J-K =-657/2226 H-J =-849/2738 lgbal KAGagan, P.E. WEBS Florida P.E. No. 25389 C-N =-386/313 D-N =-96/492 8850 Trussway Boulevard D-L =-246/677 E-L =-478/360 F-L =-246/677 F-J =-96/492 Orlando, FL 32824 G-J =-386/313 —� March 10,2006 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mii7ek 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) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 657 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job Truss Truss Type Qty 159-Lennar Orlando-COZUMELH40174 �1'17L LE3159R R04 RHIP 1 Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 20D6 Page 1 r1-0-9 6-6-0 13-0-0 17-6-0 22-0-0 28-6-0 35-0-0 36-O-Q 1-0-0 61r0 6-6-0 4-6-0 4-6-0 6-8-0 6-6-0 1-0-0 Scale = 1:62.3 6x7 2x4 11 6x7 = D E F 5.00 F12 2x4 2x4 C 0 W 2 W W 3 P G 4 N A B H 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 8-9-0 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 FBC2004/TP12002 (Matrix) Weight: 169 lb LUMBER 1) Unbalanced roof five 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 II; 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 Horz 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 atjoint 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 wEes lgbal KAGagan, P.E. C-N = 418/313 D-N =-194/640 Florida RE. No. 25389 D-L =-115/446 E-L =-327/248 8850 Trusswa Boulevard % F-L =-115/446 F-J =-194/640 G-J =-418/313 Orlando, FL 32824 March 10,2006 ®WARNING - Ver(fy design parameters and READ NOTES ON THIS AND LNCLUDED MITES REFERENCE PAGE MD.7473 BEFORE USE, Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, 9411 Alcom St. and is for an individual building component. A licabili of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 pp g p p p p p g �' g g g y (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, F fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPL 32824 II Quality Criteria, DSB-89 and BCSII Building Component (407) 857 L 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. JOD I rUSB I rUSS I ype Uty Ply LE3159 - Lerner Orlando - COZUMEL H40175 LE3159R R05 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 11-0-q 7-&0 15-0-0 20-0-0 27-6-0 35-0-0 1-0-0 7-6-0 7-6-0 5-0-0 7-6-0 7-&0 1-0-0 Scale = 1:62.3 �F 0 5.00 12 6x7 = 6x7 = E F Iq 0 4x6 O N M L K 4x6 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 9-8-5 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND'Except' T2 2 X 4 SYP No. 1, T2 2 X 4 SYP No.1 BOTCHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-8-9 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 1 = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B = 494(load case 6) 1 = 494fload case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-P =-2928/896 C-P =-2773/898 C-D =-2662/825 D-E =-2647/852 E-F =-1890/679 F-G =-2647/852 G-H =-2662/825 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 K-L =-394/1863 I-K =-711/2643 WEBS C-O =-485/338 E-O =-251/773 E-M =-63/210 F-M =-63/210 F-K =-2521773 H-K =-485/338 7-9-11 7-9-11 CSI DEFL in (loc) I/defl TC 0.89 Vert(LL) -0.23 B-O >999 BC 0.79 Vert(TL) -0.70 B-O >599 WB 0.31 Horz(TL) 0.16 1 n/a (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) 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 lb uplift at joint I. 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 9-8-5 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 165 lb Igbal KAGagan, P.B. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 AL WARNING - Ver{ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with ivLTek connectors. This design is based only upon parameters shown, and is for Alcom St. for an individual building component. 7093 7 TX Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Hots) Houston, on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 900 8850 Trussway Blvd. TRILISSW 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/TPI) 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. H40176 LE3159R R05A RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:06 2006 Page 1 7-6-0 L— 15-0-0 20-0-0 27-6-0 35-0-0 36 40 7-6-0 7-6-0 5-0-0 7-6-0 7-&0 1-0-0 Scale = 1:61.0 9-8-5 5.00 F12 6x7 = 6x7 zZ D E 14 m L N J 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 7-9-11 7-9-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.23 A-N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.70 A-N >591 180 BCLL 0.0 Rep Stress Incr YES WS 0.32 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except* T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-6-6 oc bracing REACTIONS (lb/size) A = 1387/0-3-8 H = 1458/0-3-8 Max Horz A =-79(load case 7) Max Uplift A =-416(load case 6) H =-495(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-O =-2940/915 B-O =-2785/916 B-C =-2674/842 C-D =-2658/869 D-E =-1894/684 E-F =-2651/857 F-G =-2667/830 G-P =-2777/903 H-P =-2932/901 H-1 = 0/22 BOTCHORD A-N =-731/2656 M-N =-407/1868 L-M =-407/1868 K-L =-397/1867 J-K =-397/1867 H-J =-716/2647 WEBS B-N = -489/343 D-N =-262/782 D-L =-65/210 E-L =-63/211 E-J =-252l774 G-J =-485/338 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 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 specked. 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 416 lb uplift at joint A and 495 lb 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 Iq 0 9-8-5 PLATES GRIP MT20 244/190 Weight: 164 Ib m Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 A WARNING - Ver((y design Parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MH 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 PP b 9 p P P P P P tY 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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, qualify control, storage, delivery, erection and bracing, consult ANSIAPH 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. H40177 Job ru: LE3159R R06 �F 0 REG 1 1 IJob Reference 6.200 s Jul 13 2005 T1-005-9-13 12-4-1 17-0-0 18-0-Q 22-8-0 29-2-3 35-0-0 36-0.Q 1-0-0 5-9-13 6-6-4 4-8-0 1-0-0 4-8-0 6-6-4 5-9-13 1-0-0 Scale: 3/16..=1' 47 = 5.00 F12 F 4x6 P O N M L 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = B-11-11 8-6-5 8-6-5 B-11-11 Plate Offsets X,Y : 13:0-1-6,0-0-2 , J:0-1-6,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.20 N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.53 L-N >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004fTP12002 (Matrix) Weight: 172 lb 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 3-1-9 oc pudins. 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 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 =-3002/891 C-Q =-2688/766 D-Q =-2631/773 D-E =-2612/789 E-F =-1871/635 F-G =-1868/635 G-H =-26111789 H-R =-26301773 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 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 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 --0 A�w 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 responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPH 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 RE. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRUSSW Orlando, FL 32824 (407) 857 2777 H40178 o rus: LE3159R REG 1 1 IJob 6.200 s 5-9-13 12-4-1 17-0-0 18-0- 22-8-0 29-2-3 35-0-0 360.0 5-9-13 6-0-4 4-8-0 1-0-0 4-8-0 6-6-4 5-9-13 1-0-0 Scale = 1:62.1 4x7 = 5.00 F12 E Id 4x6 0 N M L K 4x6 3x5 = 3x6 = 4xg = 3x6 = 3x5 = 8-6-5 8-6-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.20 K-M >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.54 K-M >776 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.17 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or2-11-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-6-0 oc bracing. REACTIONS (lb/size) A = 1387/0-3-8 1 = 1458/0-3-8 Max Horz A =-79(load case 7) Max Uplift A = 416(load case 6) 1 =-495(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-3016/914 B-P =-2698/783 C-P =-2641l790 C-D =-2622/806 D-E =-1873/640 E-F =-1870/639 F-G =-2614/794 G-0 =-2633/777 H-0 =-2691/770 H-1 =-3005/896 I-J = 0/22 BOTCHORD A-O =-776/2732 N-O =-491/2150 M-N =-491/2150 L-M =-487/2147 K-L = -487/2147 I-K =-723/2721 WEBS B-O =-394/312 D-O =-120/538 D-M =-694/314 F-M =-697/311 F-K =-110/535 H-K =-389/304 E-M =-360/1142 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint A and 495 lb uplift at joint I. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 170 Ib lgbal KAAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006I ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER 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. 9411 Alcorn St. (/13) Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 77093 - 00 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilli}y of the 8850 Tru 69Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40179 LE3159R R07 REG 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:07 2006 Page 1 r1-0-0 6-2-7 1283 17-6-0 22-5-14 28-9-9 35-D-0 6-0-0 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 0 0 9-3-2 5x6 = 5.00 F12 P O N M L --- 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = B-2-14 B-2-14 LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.19 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.58 B-P >714 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING 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 =-26681765 D-Q =-26561767 E-Q =-2592/790 E-F =-1862/636 F-G =-1862/636 G-R =-2592/790 H-R =-2656/767 H-1 =-2668l765 1-J =-2975/881 J-K = 0/22 BOT CHORD 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 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 9-3-2 PLATES GRIP MT20 244/190 Weight: 172 lb LOAD CASE(S) Standard lgbal KAGagan,NP.E. Florida P.E. No. 25389 8850Trussway Boulevard Orlando, FL 32824 March 10,2006 1 A WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 (713) 691 6900 efor lateral support of individual web members only. Additional temporary bracing t h insure stability during construction is the re regarding of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility I/ the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult Madison, PI7 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 fuss FUSS ype city y LE3159 - Lennar Orlando - COZUMEL H40180 LE3159R R07A REG 1 1 Job Reference o tional Trussway, Orlando, Ft 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:07 2006 Page 1 6-2-7 12-6-3 1780 22-5-14 28-9-9 35-0-0 36-0-q 6-2-7 6-3-11 4-11-14 4-11-14 6-3-11 6-2-7 1-0-0 Scale = 1,59.9 5x6 = 5.00 12 E 3x5 I— 3x5 D F 2x4 2x4 34 3x6 B C P W W2 W 3 O G H 4 W A I J 5I 0 I 4x6 = O N M L K 4x6 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9-3-2 17-6-0 25-8-15 35-0-0 9-3-2 8-2-14 8-2-14 9-3-2 Plate Offsets X,Y : A:0-1-6 0-0-2 , 1:0-1-6 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 0.55 Vert(LL) 0.20 M >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.59 A-O >706 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.17 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 171 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 or 2-9-8 oc for C-C for members and forces, and for MWFRS for purlins. reactions specified. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-6-5 oc bracing. chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth REACTIONS (lb/size) Count Method when this truss is chosen for quality A = 1387/0-3-8 assurance inspection. 1 = 1458/0-3-8 5) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 416 lb uplift at A =-79(load case 7) joint A and 495 lb uplift atjoint 1. Max Uplift 6) "Fix heels only" Member end fixity model was used in A =-416(load case 6) the analysis and design of this truss. I =-495(load case 7) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (Ib) 8) 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-B =-2988/903 B-C =-2678/782 C-P =-2667l784 D-P =-2602/806 D-E =-1865/641 E-F =-1865/641 LOAD CASE(S) Standard F-Q =-2595/794 G-Q =-2659/772 's — G-H =-2670/770 H-1 =-2978/886 I-J = 0/22 BOTCHORD A-O =-755/2704 N-O =-481/2131 M-N =-481/2131 L-M =-478/2129 lgbal KAOiagarf, P.E.� K-L = 478/2129 I-K =-710/2693 Florida P.E. NO. 25389 8850 Trussway Boulevard B-0 -O =-395/306 D-O =-130/545 D-M = 695/311 E-M =-368/1154 Orlando, FL 32824 F-M =-692/305 F-K =-121/542 H-K =-389/299 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON TBTS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn 7 Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69770y3 --- PP �' 9 P P P P P P N 9 9 9 9 8850 Trussway 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 ANSI51`11 Quality Crlferia, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LE3159R I R08 I BOSTON HIP 1 1 1 1 H40181 1-0-0 6-3-12 10-2-0 14-0-4 20-4-0 121-4-0 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 - IQ 0 3x5 = Ar va AA z Y X W AF 3x5 = 2x3 11 3x5 = 4x8 = 3x5 = 2x3 I I 3x5 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.12 Z-AA >999 240 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 WB 0.19 Horz(TL) 0.07 U n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2ND `Except` 02 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-10-12 oc bracing. JOINTS 1 Brace at Jt(s): L, P, S, H, E REACTIONS (lb/size) B = 836/0-3-8-- U = 836/0-3-8 Max Horz B = -60(load case 6) Max Uplift B = -322(load case 5) U = -322(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-AG =-1626/445 C-AG =-1570/454 C-D =-754/152 D-AH =-733/175 G-AH =-714/181 G-1 =-833/249 I-K =-641/206 K-M =-641/206 M-0 =-833/247 O-AI =-714/183 R-AI =-733/178 R-T =-754/153 T-AJ =-1570/456 U-AJ =-1626/447 U-V = 0/22 C-E =-1310/492 E-F =-1311/493 F-H =-772/233 H-J =-772/233 J-L =-772/233 L-N =-772/233 N-P =-772/233 P-Q =-772/233 Q-S =-1311/499 S-T =-1310/498 BOTCHORD B-AE _-408/1453 BOTCHORD AB-AE =-408/1453 AA -AB =-415/1441 Z-AA =-558/1975 Y-Z =-502/1975 X-Y =-502/1975 W-X =-357/1441 W-AF =-350/1453 U-AF =-350/1453 WEBS C-AB = 0/132 T-W = 0/132 M-N =-122/424 1-1 =-123/424 O-P =-393/168 R-S = -79l75 G-H =-393/169 D-E = -86(75 C-AA =-150/560 F-AA =-118/90 F-Z =-646/277 L-Z =-90/396 Q-Z =-558/275 Q-X =-118/91 T-X =-152/560 NOTES (12-13) 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 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint B and 322 lb uplift at joint U. 7) Girder carries hip end with 2-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 7 lb up at 18-4-0, and 13 lb down and 7 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 140 lb LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-AE=-20, AE-AF=-19(F=1), U-AF=-20, A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4), K-T=-56(F=4),T-AJ=-56(F=4), V-AJ=-60 Concentrated Loads (lb) Vert: AE=-13(F) AF=-13(F) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-AE=-20, AE-AF=19(1`=1), U-AF=-20, A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4),. K-T=-56(F=4), T-AJ=-56(F=4), V-AJ=60 Concentrated Loads (lb) Vert: AE=-13(F) AF=-13(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 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 M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. 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 only. Additional temporary bracing to insure stability during construction is the res diof the (713) 691 6900 8850 Trussway Blvd.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regaregardingng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Orlan 857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - Job Trus5 Truss Type ty y LE3159-Lennar Orlando - COZUMEL H40182 LE3159R R09 REG 1 1 Job Reference (optional) Tmssway, 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 12 2x3 2x3 i C E 2 W 4x6 = F e WEli IIo 5x5 = J I H G 3x9 = 3x5 = 2x4 = 2x4 i 10-2-0 18-5-0 19 3-0 10-2-0 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) 1/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 at joint(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 lb 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. TOP CHORD A-B = 0/26 B-C =-1195/380 LOAD CASE(S) C-D =-875/279 D-K =-797/276 Standard 41; E-K =-863/261 E-F =-1128/392 -ft F-G =-1195/432 BOT CHORD B-J =-316/1022 1-1 =-284/971 H-1 =-284/971 G-H = 0/0 wEes lgbal KAGagan, P.E. C-J =-378/279 D-J =-152/534 Florida RE. No. 25389 E-J =-323/289 F-H =-331/1134 88550TrussWaj/Boulevard NOTES (8-9) Orlando, FL 32824 1) Unbalanced roof live loads have been considered for this design. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTTER REFERENCE PAGE MIL-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. - - - Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP Y 9 P P P P P P tY 9 9 9 9 (713) 691 6900 efor lateral support of individual web members only. Additional temporary bracing to h insure stability during construction is the responsibillityng 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/7PII Quality Criteria, DSB-89 and BCSII Building Component Orlando, 857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40183 LE3159R R10 314 1 i 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 3-8-4 6-4-0 10-2-0 14-0-0 16-7-12 19-4-0 1-0-0 3-84 2-7-12 3-10-0 3-10-0 2-7-12 2-8-4 5x5 = 2x3 II 3x4 = 3x5 = 3x9 = 5x5 O F 3x4 = Scale = 1:35.0 3x5 = 6-2-4 10-2-0 14-1-12 19-4-0 6-2-4 3-11-12 3-11-12 5-2-4 Plate Offsets (X,Y): [B:0-2-0 0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.12 K-M >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.22 K-M >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.08 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 102 lb 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 3-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. REACTIONS (lb/size) B = 1516/0-3-8 1 = 1518/0-3-8 Max Horz B = 110(load case 5) Max Uplift B =-743(load case 5) 1 =-709(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-2789/1296 C-N =-2635/1234 D-N =-2569/1238 D-E =-2622/1292 E-O =-2621/1292 F-O =-2622/1292 F-G =-2409/1162 G-H = -24/37 H-1 = -68/58 BOT CHORD B-M =-1155/2419 L-M = K-L =-1064/2289 J-K = I-J =-886/1866 WEBS D-M =-256/627 F-J = E-K =-553/486 C-M = D-K =-303/495 F-K = G-J =-183/392 G-1 = -1064/2289 -945/2107 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; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 lb uplift at joint B and 709 lb uplift at joint I. 7) Girder carries hip end with 6-4-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 408 lb down and 248 lb up at 14-0-0, and 408 Ito down and 248 Ib up at 6-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) -146/379 Standard -125/147 Regular: Lumber Increase=1.25, Plate Increase=1.25 -396f715 1) Uniform Loads (plf) -2338/1110 Vert: A-D=-60, D-F=-121(F=-61), F-H=-60, B-M=-20, J-M=-40(F=-20), I-J=-20 Concentrated Loads (lb) Vert: M=408(F) J=-408(F) V Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 k WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 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. 9411 Alcom St. Applicability of design aromeniers and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP h' 9 P P P P P P N 9 9 9 9 (713) 691 6900 e for lateral support of individual web members only. Additional temporary bracing the 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 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Job Truss fuss ype Qty Ply LE3159 - Lennar Orlando - COZUMEL H40184 LE3159R R11 314 1 1 Job Reference (optional Trus—ay, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07*19*08 2006 Page 1 1 -1-0-0 6-0-4 8-0-0 12-0-0 14-3-12 19-4-0 1-0-0 6-0-4 F 2-3-12 3-8-0 2-3-12 5-04 Scale = 1:35.0 4x4 4x4 ; D E 2x3 J L 2x3 i 6.00 12 F C 1 1 2 W M o 4x6 = G B W im Yco Bi Eli? 6 K J 12x4 i 5x5 = 5x8 = 3x5 = 2x4 = 10-2-0 18-5-8 19-4-0 10-2-0 8-3-8 0-10-8 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) 0.21 B-K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.67 B-K >343 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 921b LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category II; 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.2ND *Except` zone; cantilever left and right exposed ; Lumber B2 2 X 4 SYP No.1 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) Provide adequate drainage to prevent water ponding. TOP CHORD 4) This truss has been designed for a 10.0 psf bottom Structural wood sheathing directly applied or 4-7-1 oc chord live load nonconcurrent with any other live loads. purlins, except end verticals. 5) This truss requires plate inspection per the Tooth BOT CHORD Count Method when this truss is chosen for quality Rigid ceiling directly applied or 9-11-10 oc bracing. assurance inspection. 6) Bearing atjoint(s) H considers parallel to grain value REACTIONS (lb/size) using ANSI/TPI 1 angle to grain formula. Building H = 760/0-3-8 designer should verify capacity of bearing surface. B = 832/0-3-8 7) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 250 lb uplift at B = 109(load case 6) joint H and 330 lb uplift at joint B. Max Uplift 8) "Fix heels only" Member end fixity model was used in H =-250(load case 7) the analysis and design of this truss. B =-330(load case 6) 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 10) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering TOP CHORD responsibility solely for the truss component design A-B = B-C =-843/297 shown. -884 C-D =-884/298 D-E _-843/297 E-L =-840/297 F-L =-881/289 LOAD CASE(S) F-G =-1116/387 G-H =-1222/439 Standard /gay BOTCHORD B-K =-314/1019 J-K =-284/957 I-J =-284/957 H-1 = 0/0 -- wEBs lgbal KAGagan, P.E. D-K =-78/306 E-K =-61/268 Florida P.E. No. 25389 C-K =-353/263 F-K =-260/258 $$50 TrUS$Wa Boulevard G-1 =-337/1136 % Orlando, FL 32824 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. March 10,2006 WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFOPE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 PP tY 9 P P P P P P tY 9 9 9 9 8850 Tru sway " is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40185 LE3159R R12 RHIP GIR 1 2 1 Job Reference (optional) I Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries. Inc. Fri Mar 10 07:19:09 2006 Pace 1 3-0-0 7-10-15 12-11-10 18-0-6 23-1-1 28-0-0 30-11-0 35-0-0 36-0-Q 3-0-0 4-10-15 5-0-11 5-0-11 5-0-11 4-10-15 2-11-0 4-1-0 1-0-0 Scale = 1:61.3 5.00 F12 2x4 11 6x7 = 3x5 = 3x5 = 3x6 = 3x5 = 6x7 = B U C D E F G H I a K U Y U N M L 2x4 11 3x6 = 4x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = 3x5 = 3-0-0 f 7-10-15 12-11-10 18-0-6 23-1-1 28-0-0 30-11-0 35-0-0 3-0-0 4-10-15 5-0-11 5-0-11 5-0-11 1 4-10-15 2-11-0 4-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.51 O >813 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.86 O >486 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.12 J n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 420 lb 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 3-6-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-2-14 oc bracing. REACTIONS (lb/size) T = 3058/Mechanical J = 2928/0-3-8 Max Horz T =-57(load case 6) Max Uplift T =-1472(load case 3) J =-1385(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B =-3035/1477 B-U =-6503/3308 C-U =-6502/3308 C-D =-8700/4382 D-E =-9322/4670 E-F =-9322/4670 F-G =-9322/4670 G-H =-8530/4263 H-1 =-6672/3230 I-J =-6871/3282 J-K = 0/26 A-T =-3039/1497 BOTCHORD S-T = -51/57 R-S =-1349/2820 Q-R =-3190/6502 P-Q =-4260/8700 O-P = -4260/8700 N-O =-4133/8529 M-N =-4133/8529 L-M =-2858/6094 J-L =-2950/6280 WEBS B-S =-1460/863 B-R =-2138/4275 C-R =-1974/1216 C-Q =-1237/2538 D-Q =-1011/706 D-O =-332/726 F-O =-639/535 G-O =-474/966 G-M =-1196/839 WEBS H-M =-1477/2871 H-L =-2781772 I-L =-170/190 A-S =-1511/3231 NOTES (13-14) 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 (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 roof live loads have been considered for this design. 4) 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. 5) Provide adequate drainage to prevent water ponding. 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 Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1472 lb uplift at joint T and 1385 lb uplift at joint J. 10) Girder carries hip end with 7-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 285 lb up at 28-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=131(1`=-71), B-H=-131(F=-71), H-K=60, L-T=-44(F=-24), J-L=-20 Concentrated Loads (lb) Vert: L=-513(F) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-131(F=71), B-H=-131(F=-71), H-K=60, L-T=-44(F=-24),J-L=-20 Concentrated Loads (lb) Vert: L=-513(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MM7473 BEFORE USE. Design valid for use only vAth 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 shovsn 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. _7 lgbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 9411 Alcom St. Houston, TX 77093 6900 8850 Trussway 8850 Trussway Blvd. TRLMOW Orlando, FL 32824 (407) 857 2777 Job Trw LE3159R R13 RHIP 1 1 1 H40186 s 5-0-0 12-0-0 19-0-0 26-0-0 29-1-12 35-0-0 36-0-0 5-0-0 7-0-0 7-0-0 7-0-0 3-1-12 5-104 1-0-0 Scale = 1:61.3 5.00 r12 5x6 - 3x5 = 3x6 = 3x5 = B P C D E 5x6 = F Iq 0 O N M L K J 46 2x4 II 49 = 4x6 = 3x5 = 3x10 M1120H= 4x9 = 5-0-0 10-6-0 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 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt C-N, E-J REACTIONS (lb/size) O = 1387/Mechanical H = 1458/0-3-8 Max Horz O = -146(load case 7) Max Uplift O = -516(load case 4) H = -538(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-1758/668 B-P =-1594/651 C-P =-1594/651 C-D =-3147/1278 D-E =-3147/1278 E-F =-24711968 F-Q =-2646/1022 G-Q =-2699/1011 G-H =-2979/1100 H-1 = 0/22 A-O =-1363/527 BOTCHORD N-O = 0/146 M-N =-1123/2902 L-M =-1123/2902 K-L =-1223/3198 J-K =-1223/3198 H-J =-924/2690 WEBS B-N =-61/406 C-N =-1523/720 C-L = -6/458 E-L =-93/155 E-J =-925/485 10-6-0 CSI DEFL in floc) I/deft TC 0.93 Vert(LL) 0.30 J-L >999 BC 0.98 Vert(TL) -0.82 L-N >505 WB 0.54 Horz(TL) 0.18 H n/a (Matrix) WEBS F-J =-2321789 G-J =-305/265 A-N =-603/1676 NOTES (10-11) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint O and 538 lb uplift at joint H. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 9-0-0 Ud PLATES GRIP 240 MT20 244/190 180 M1120H 187/143 n/a Weight: 171 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 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. 9411 Alcom St. Applicability of design parameniers 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 during construction is the res onsibilli of the (713) 691 6900 TRUSSW Pp N p �' g �' g P h 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. - o tossTruss Type ty y LE3159 - Lennar Orlando - COZUMEL H40187 LE3159R R14 RHIP 1 1 Job Reference o tional Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19,09 2006 Page 1 7-0-0 11-4-12 19-7-4 24-0-0 28-0-7 35-0-06-0-0 7-0-0 4-4-12 + B-2-8 4-4-12 4-0-7 6-11-9 1-0-0 Scale = 1:61.3 5.00 12 5x6 : 3x5 = 3x6 = 3x5 = 5x6 Zz B C D E F 2x4 i 3x6 G H 4x4 W 1 W 1 A W v W3 Wk J Iq 0 P O N M L K 4x6 2x4 II 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 7-0-0 15-6-0 24-0-0 35-0-0 7-0-0 8-6-0 8-6-0 1 11-0-0 Plate Offsets X Y : 1:0-1-14,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.32 I-K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.92 I-K >453 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.13 1 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 176 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND *Except* A-O =-586/1738 T1 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND'ExcepY NOTES (9-10) B3 2 X 4 SYP No.1 1) Unbalanced roof live loads have been considered for WEBS 2 X 4 SYP No.3 this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BRACING TCDL=5.Opsf; BCDL=5.Opsf, Category 11; Exp B; TOP CHORD enclosed; MWFRS gable end zone and C-C Interior(1) Structural wood sheathing directly applied, except end zone; cantilever left and right exposed ; Lumber verticals. DOL=1.33 plate grip DOL=1.33. This truss is designed BOT CHORD for C-C for members and forces, and for MWFRS for Rigid ceiling directly applied or 6-2-4 oc bracing. reactions specified. 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom P = 1387/Mechanical chord live load nonconcurrent with any other live loads. 1 = 1458/0-3-8 5) This truss requires plate inspection per the Tooth Max Horz Count Method when this truss is chosen for quality P =-145(load case 7) assurance inspection. Max Uplift 6) Refer to girder(s) for truss to truss connections. P =-479(load case 4) 7) Provide mechanical connection (by others) of truss to I =-510(load case 5) bearing plate capable of withstanding 479 lb uplift at joint P and 510 Ib uplift at joint I. FORCES (lb) 8) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 9) NOTE: Refer to yellow bracing and/or T-1 sheet for A-B =-1890/688 B-C =-1699/685 more information. C-D =-2532/1009 D-E =-2532/1009 10) NOTE: The seal on this drawing indicates E-F =-2292/879 F-G =-2511/922 acceptance of professional engineering G-H =-2525/909 H-1 =-2897/1031 responsibility solely for the truss component design 1-J = 0/22 A-P =-1334/505 shown. BOTCHORD O-P = -0/145 N-O =-816/2321 LOAD CASE(S) Igbal H.AGagan, i?. M-N =-816/2321 L-M =-901/2611 Standard Florida RE. IVO.253$9 K-L =-901/2611 I-K =-852/2613 $$50TfU55WdJf Boulevard WEBS B-O =-117/496 C-O =-956/471 Orlando, FL 32824 C-M =-23/374 E-M =-156/128 "v E-K =-567/329 F-K =-260/803 H-K =-417/305 March 10,2006 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department TX Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6977093 00 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 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. H40188 I LE3159R R 15 I sP 1 Job Reference 6.200 s Jul 13 2005 L_ 3-11-4 _ i 7-10-8 11-10-8 13-0-9 17-6-0 22-0-0 27-3-9 35-0-0 $6- i � 3-11-4 3-11-4 4-0-0 1-1-8 4-6-0 4-6-0 5-3-9 7-8-7 1-0-0 Scale = 1:62.5 5x6 - 5x6 = 3x5 = 5x6 - 6x7 - R O P O N M L 4x6 4x5 = 4x9 = 3x6 = 4x9 = 2x4 11 4x9 = 3x6 = 7-10-8 11i 10-8 F3-0-9 22-0-0 27-3-9 35-0-0 7-10-8 4-0-0 1-1-8 9-0-0 5-3-9 7-8-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.21 N-P >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.64 N-P >651 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 J n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND G-N =-180/647 I-N =-668/324 BOTCHORD 2 X 4 SYP No.2ND I-L = 0/260 B-Q =-53/388 WEBS 2 X 4 SYP No.3 D-Q =-750/294 B-R =-1862/641 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-7-11 oc bracing. REACTIONS (lb/size) J = R = Max Horz R = Max Uplift J = R = 1458/0-3-8 1387/Mechanical -146(load case 7) -493(load case 7) -444(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -26/53 B-S =-1890/676 C-S =-1819/681 C-D =-1708/653 D-E =-2242/858 E-F =-2079/806 F-G =-2079/765 G-H =-2234/798 H-1 =-2315/782 I-T =-2766/897 J-T =-2945/895 J-K = 0/22 A-R = -89(78 BOTCHORD Q-R = 418/1397 P-Q =-642/2166 O-P =-675/2208 N-O =-675/2208 M-N =-731/2631 L-M =-731/2631 J-L =-731/2631 WEBS C-Q =-130/494 D-P =-434/210 E-P =-2351717 F-P =-330/177, F-N =-329/191 NOTES (9-10) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint J and 444 lb uplift at joint R. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with M-rek 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 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/11`11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 197 lb r lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRILIMUff Orlando, FL 32824 (407) 857 2777 LE3159R IR16 ISP I I 1 I H40189 5-10-8 9-10-8 15-0-0 20-0-0 27-6-0 35-0-0 �6-0O-f1 5-10-8 4-0-0 5-1-8 5-0-0 7-6-0 7-6-0 1-0-0 Scale = 1:62.5 5x6 = 6x7 = D E Iq 0 O N M L K J 4xe 2x4 11 4x9 = 3x6 = 3x6 = 3x5 = 4x9 = 5-10-8 9-10-8 15-0-0 25-0-0 35-0-0 5-10-8 4-0-0 5-1-8 10-0-0 10-0-0 LOADING(psf) SPACING 2-0-0 CS' DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0,23 H-J >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.69 H-J >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 H n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T5 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-10-11 oc bracing. REACTIONS (lb/size) O = 1387/Mechanical H = 1458/0-3-8 Max Horz O = -146(load case 7) Max Uplift O = -417(load case 6) H = -493(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-1826/559 B-P =-1649/560 C-P =-1649/560 C-D =-2090/703 D-E =-1897/690 E-F =-2527/841 F-G =-2633/817 G-Q =-2775/908 H-Q =-2930/906 H-1 = 0/22 A-O =-1346/443 BOTCHORD N-O = -0/146 M-N =-638/2317 L-M =-638/2317 K-L =-429/1859 J-K =-429/1859 H-J =-721/2645 WEBS B-N =-47/429 C-L =-552/270 D-L =-89/501 E-L =-99/223 G-J =-493/343 A-N =-479/1708 C-N =-981/358 WEBS E-J =-219/764 NOTES (9-10) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed , Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint O and 493 lb uplift at joint H. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 181 lb LOAD CASE(S) lgbal KAGagan, P.E. Standard Florida P.E. No. 25389 8M Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 61127-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 - - Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. 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/TPlt 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. H40190 I LE3159R cf 0 R17 IROOFTRUSS 1 Job Reference 6.200 s Jul 13 2005 3-10-8 7-10-8 12-4-1 17-0-0 18-01 22-8-0 29-2-3 35-0-0 36-0-Q 3-10-8 4-0-0 4-5-9 4-8-0 1-0-0 4-8-0 B-6-4 5-9-13 1-0-0 Scale: 3/16"=1' 4x7 = E I00 P O N M L K 4x6 4x5 = 4x9 = 3x6 = 4x9 = 3x6 = 3x5 = 3-10-8 7-10-8 17.6-0 26-0-5 35-0-0 3-10-8 4-0-0 9-7-8 B-6-5 8-11-11 Plate Offsets (X,Y): [1:0-1-6,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.22 M-O >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.67 M-O >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.15 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 186 Ib 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 3-1-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-10-12 oc bracing. REACTIONS (lb/size) I = P = Max Horz P = Max Uplift I = P = 1458/0-3-8 1387/Mechanical -146(load case 7) -493(load case 7) -418(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -35/52 B-Q =-25121760 C-Q =-2512/760 C-D =-2807/886 D-E =-1875/638 E-F =-1875/640 F-R =-26121797 G-R =-2673f774 G-H =-26881771 H-1 =-3003/899 I-J = 0122 A-P =-112/102 BOTCHORD O-P =-333/1367 N-O =-493/2134 M-N = -493/2134 L-M =-489/2149 K-L = -489/2149 I-K =-726/2719 WEBS B-O =-372/1510 C-O =-1283/463 D-O =-184/661 D-M =-664/316 F-M =-693/313 F-K =-113/524 H-K =-390/304 E-M =-355/1138 B-P =-1831/549 WEBS B-O =-372/1510 C-O =-1283/463 D-O =-184/661 D-M =-664/316 F-M =-693/313 F-K =-113/524 H-K =-390/304 E-M =-355/1138 B-P =-1831/549 NOTES (9-10) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint I and 418 lb uplift at joint P. 8) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 11, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 -- PP tY 9 P P P P P P b 9 9 9 9 (713) 691 6900 TRILISSW 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. H40191 LE3159R R18 RHIP GIR 1 4 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 1 -1-0-0 3-6-0 6-5-7 10-5-13 14-6-3 18-819 21$0 25-0-0 1-0-0 3-6-0 2-11-7 4-0-6 4-0-6 4-0-6 2-11-7 3-6-0 Scale = 1:44.4 6x8 = 6x8 5.00 12 4x8 = 3x9 = 3x5 = 2x3 4x8 = C S D E F G H T I B J m Io R Q P U V O N M L K 5x8 = 2x4 It 6x6 = 6x8 = 4x8 = 4x12 = 6x8 = 6x6 = 2x4 11 n lgbal KAGagan, P.E. .�( Florida RE. No. 25389 �-� 8850 Trussway Boulevard Orlando, FL 32824 3-6-0 6-5-7 10-5-13 14-6-3 18-6-9 - 0-( 3-6-0 2-11-7 4-0-6 4-0-6 4-0-6 2-11-7 3-6-0 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.49 N-O >603 240 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) 1.39 N-O >213 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except` T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOTCHORD 2 X 6 SYP No.2 `Except` B22X6SYP SS WEBS 2 X 4 SYP No.3 'Except` W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 8618/0-3-8 B = 6749/0-3-8 Max Horz B = 30(load case 5) Max Uplift J =-853(load case 4) B = 1471(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/13 B-C =-16494/3516 C-S = -28776/6016 D-S =-28775/6016 D-E = -36806/5960 E-F =-36806/5960 F-G = -35988/4774 G-H =-35988/4774 H-T = -28729/3402 I-T =-28729/3402 I-J = -19216/2082 BOTCHORD B-R = -3223/15192 Q-R =-3231/15231 P-Q = -3231/15231 P-U =-5988/28775 U-V = -5988128775 O-V =-5988/28775 N-0 = -5932/36806 M-N =-3374/28729 L-M = -1901/17525 2 BOTCHORD K-L = -1901/17525 J-K =-1902/1770 WEBS 9 C-R = -381/81 C-P =-3058/1502 D-P = -2942/170 D-O = Z33/8526 F-O = -232/610 F-N =-2150/1269 G-N = -178/204 H-N =-145617709 H-M = -2721/680 I-M =-1635/1243 I-K = -29/1797 6 NOTES (13-14) 1) 4-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 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. 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 roof live loads have been considered for this design. 4) 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. 5) Provide adequate drainage to prevent water ponding. 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 Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint J and 1471 Ib uplift at joint B. PLATES GRIP MT20 244/190 Weight: 536 lb Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Girder carries hip end with 3-6-0 end setback. 11) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 71 lb up at 21-6-0, and 128 lb down and 71 lb up at 3-6-0, and 3059 lb down and 1334 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-30, C-1=-63(F=-33), I-J=-30, B-R=-10, R-V=-21(F=-11), K-V=-628(F=-618), J-K=-617(F=-607) Concentrated Loads (lb) Vert: R=-128(F) K=-128(F) U=-3059(F) 1st unbalanced Regular: Lumber Increase=1.25, 9) Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-30, C-1=-63(F=-33), I-J=-10, B-R=-10, R-V=-21(F=-11), K-V=-628(F=-618), J-K=-617(F=-607) Concentrated Loads (lb) Vert: R=128(F) K=-128(F) U=-3059(F) 2nd unbalanced Regular: Lumber Increase=1.25, 10) Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-10, C-1=-63(F=-33), I-J=-30, B-R=-10, R-V=-21(F=-11), K-V=-628(F=-61$),rch 10,2006 J-K=-617(F=-607) M8 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE% 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 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 Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 9411 Alcom St. Houston, TX 77093 (713) 691 5900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 o russfuss ype ty, y LE3159 - Lennar Orlando - COZUMEL H40191 LE3159R R18 ',HIP GIR 1 4 Job Reference (optional) Tmssway, Orlando, FI 6.200 is Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: R=128(F) K=-128(F) U=-3059(F) WARNING - Ver4(y design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AID 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 - Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. 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 Truns Type QtY Ply LE3159-Lennar Orlando - COZUMEL H40192 LE3159R R20 MHIP GIR 1 1 Job Reference (optional) Trussway, Orlando, A 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 1 -1-0-0 1 4-10-0 9-6-13 14-11-11 20-0-0 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 C L D M E F 2 4 W B 4x6 = K J I H 2x3 11 3x4 = 3x10 M1120H= 5x12 = 2x4 11 4-8-4 9-6-13 14-11-11 20-0-0 4-8-4 - 4-10-9 5-4-14 I 5-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 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 FBC2004ITP12002 (Matrix) Weight: 95 Ib 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 Ib uplift at pudins, except end verticals. joint G and 590 Ib 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 Ib down and 119 Ib 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 (Ib) ` Igbal H.AGagan, P.E. E-H =-557/452 C-J =-510/979 Vert: K=-215(F) D-H =-867/413 F-H =-1291/2702 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (11-12) Orlando, FL 32824 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Dpsf; 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. 11 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-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/1PI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Dfive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 denh6 (713) 691 6900 8850 Trussway Blvd. TRLMWW Orlando, FL 32824 (407) 857 2777 I LE3159R IV01 IIAVAL H40193 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 FBC2004fTP12002 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. BOTCHORD 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 BOT CHORD 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 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 fora 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. 4-0-0 CSI DEFL in (loc) I/defl L/d TC 0.15 Vert(LL) n/a n/a 999 BC 0.17 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) bearing plate capable of withstanding 40 Ib uplift atjoint A and 71 lb uplift at joint 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 i WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM--7473 BEFORE USE. Design valid for use only with Mil ek 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 Crlieria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 2x3 11 Scale = 1:9.6 1 PLATES GRIP MT20 244/190 Weight: 13 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006I Engineering Department 9411 Alcorn St.. Houston, TX 77093 - - (713) 691 6900 ' 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type aty Ply LE3159-Lennar Orlando-COZUMEL H126497 LE3159F FO1 B B 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:17 2006 Page 1 0-1-8 H ' 1�� 1-2-8 � Sca'IA 0�.i8 = 1:32.9 W/2x6 SP 3x3 = 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 Flo = 3x5 = 4x6 = 1.54 11 A B C D E F G H I J K 1 W U T S R Q P O N M 3x6 = 4x6 = US FP= 3x5 = 3x3 = 1.54 11 1.54 II 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 19-5-8 19-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.41 P-Q >563 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.72 P-Q >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 98 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.2 'Except' 2) Attach ribbon block to truss with 3-10d nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-8-2 oc about its center. purlins, except end verticals. 5) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1152/0-3-8 restrained by other means. L = 1146/0-3-8 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) - Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates acceptance TOP CHORD of professional engineering responsibility solely for the A-V = -46/0 L-W = -41/0 truss component design shown. K-W = -41/0 A-B = 0/0 B-C =-2468/0 C-D =-4117/0 LOAD CASE(S) D-E =-5028/0 E-F =-5300/0 Standard F-G =-5028/0 G-H =-4117/0 H-I =-4117/0 1-1 =-2467/0 J-K = -2/0 BOT CHORD U-V = 0/1443 T-U = 0/3459 S-T = 0/5300 R-S = 0/4746 Q-R = 0/5300 P-Q = 0/53005300 O-P = 0/5300 N-O = 0/4746 M-N = 0/3459 L-M = 0/1442 WEBS B-V =-1811/0 B-U = 0/1334 I(I[jal Ii.AGagan P.E. C-U =-1290/0 C-S = 0/856 D-S = -819/0 D-R = 0/500 Florida P.E. No. 25389 J-L =-1806/0 J-M = 0/1334 8850 TrUsSWay Boulevard I-M =-1291/0 I-N = o/sss Orlando, FL 32824 G-N = -818/0 G-O = 0/500 ---- -.____ ._ E-Q =-188/210 F-P =-188/210 E-R =-614/70 F-O =-614f70 July 18,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU--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 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. Job Truss Truss Type aty Ply LE3159 - Lerner Orlando - COZUMEL H726498 LE3159F F02 B N 1 1 Job Reference o tional Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:18 2006 Page 1 0-1-8 H1 1-3-0 011 t12I Scale = 1:32.5 W/2x6 SP 3x6 FP= 1.54 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 34 = 3x5 = 4x6 = 30 11 A B C D E F G H I J K 1 N U T S R 0 P O N M 3x6 = 4X6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 9-6-0 19-2-12 9-8-0 I 9-6-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.39 P-Q >581 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.69 P-Q >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 97 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 No.2ND *Except* 2) Attach ribbon block to truss with 3-10d nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-9-8 oc about its center. purlins, except end verticals. 5) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1132/0-3-8 restrained by other means. L = 1139/0-3-8 7) CAUTION, Do not erect truss backwards. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) - Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates acceptance V-W = -42/0 A-W = -42/0 of professional engineering responsibility solely for the K-L = -46/0 A-B = -2/0 truss component design shown. B-C =-2433/0 C-D =-4049/0 D-E =-4928/0 E-F =-5183/0 LOAD CASE(S) F-G =-4928/0 G-H =-4050/0 Standard H-1 =-4050/0 1-1 =-243310 J-K = 0/0 BOTCHORD U-V = 0/1424 T-U = 0/3408 ^ S-T = 0/3408 R-S = 0/4662 Q-R = 0/5183 P-Q = 0/5183 O-P = 0/5183 N-O = 0/4662 M-N = 0/3408 L-M = 0/1425 WEBS B-V =-1784/0 B-U = 0/1314 ( bat H.AGa an, P. C-U =-1269/0 C-S = 01834 g D-S = -798/0 D-R = 0/477 Florida P.E. No. 25389 J-L =-1788/0 J-M = 0/1312 8850 Trussway Boulevard I-M =-1269/0 I-N = 0/835 Orlando, FL 32824 G-N = -797/0 G-O = 0/477 E-Q =-186/205 E-R =-573/76 F-P =-186/205 F-O =-573/75 July 18,2006 A WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P tY 9 9 9 9 is for lateral support of individual web members any. (713) 691 6900. 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 BCSN Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H401961 LE3159F F02A B N 1 1 Job Reference (optional) Trussway, Orlando, FI _ 6.200 s Jul 13 2005 MiTek Industri 0-1-8 H 1 11� a�1� 1.5x3 11 4x7 = 3x6 = 3x3 = 3x3 = 3x3 = 3x3 = US FP= 3x5 = A B C D E F G H I Z Scale = 1:33.81 4x9 = 3x3 II J AA K 5x7 = 6x7 = 3x6 FP= 6x6 = 6x6 = 2x6 11 2x6 11 6x6 = 6x6 = 3x6 FP= 6x8 = 6x7 = US FP= 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 4 X 2 SYP No.1 BOT CHORD 4 X 2 SYP No.2ND 'Except' B34X2SYP SS WEBS 4 X 2 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-8-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) X = 1201/0-3-8 L = 1757/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD X-Y = -33/0 A-Y = -33/0 K-L = -62/0 A-B = -2/0 B-C =-3169/0 C-D =-5336/0 D-E =-6596/0 E-F =-7073/0 F-G =-6898/0 G-H =-6075/0 H-1 =-6075/0 I-Z =-4065/0 J-Z =-4065/0 J-AA = 0/0 K-AA = 0/0 BOT CHORD W-X = 0/1768 V-W = 0/4459 U-V = 0/4459 T-U = 0/6173 S-T = 0/6173 R-S = 0/7073 Q-R = 0/7073 P-Q = 0/7073 O-P = 0/6672 N-O = 0/5447 M-N = 0/5447 L-M = 0/2569 WEBS J-L =-3068/0 B-X =-2109/0 J-M = 0/1783 B-W = 0/1670 I-M =-1674/0 C-W =-1562/0 1-O = on60 19-2-8 CSI DEFL in (loc) I/d TC 0.95 Vert(LL) -0.46 Q >4 BC 0.91 Vert(TL) -0.80 Q >2 WB 0.72 Horz(TL) 0.08 L (Matrix) WEBS C-U = 0/1062 G-O = -723/0 D-U =-1013/0 G-P = 0/274 D-S = 0/513 F-P = -210/0 E-S = -569/0 E-R = 0/102 F-Q = -67/0 NOTES (9-10) 1) Attach ribbon block to truss with 3-1 Od nails applied to flat face. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Required 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. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down at 16-1-12, and 345 lb down at 18-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: L-X=-10, A-K=-110 efl L/d n/a PLATES GRIP 96 360 MT20 244/190 83 240 n/a Weight: 125 lb Standard Concentrated Loads (lb) Vert: Z=-345(F) AA=-345(F) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED OUTER 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. 9411 Alcom St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown Houston, TX 77093 PP tY 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (713) 691 69008850 Trussway Blvd. TRLSSW 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 SCSI] Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onono Drive, Madison, WI 53719. H40197 LE3159F F03 B T 1 1 IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 A 1.5x3 = B 3x3 = i 1 -B 0— LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2004/TP12002 CSI TC 0.20 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/dell Vert(LL) 0.00 D "" Vert(TL) -0.00 C-D >999 Horz(TL) 0.00 n/a Ud 360 240 n/a LUMBER 7) NeTE! Refer to -yellow bracing and/or T-1 sheet for 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 purlins, 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 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. 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) 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. 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 Mil ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 N 4 i Scale = 1:7.3 PLATES GRIP MT20 244/190 Weight: 11 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006I Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Uty Ply LE3159 - Lerner Orlando - COZUMEL H40198 LE3159F F05 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 H �r— 1-�0 ' D�—i 08 Scale = 1:19.e 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x3 = 1.5x3 11 A 8 C D E F G H P L L 4 M L K3x3 = J I 3x3 = 3x3 = 3x3 = 3x5 = 3x5 = 11-7-0 11-7-0 Plate Offsets X Y : 1:0-2-0,Ed e , N:0-2-0,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 0.28 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 Horz(TL) 0.03 1 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 60 lb LUMBER 3) This truss iequirL- plate inspection ver the Toot'. 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 (lb) 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 n M-N = 0/826 L-M = 0/1699 1 K-L = 0/1833 J-K = 0/1699 �f I-J = 0/826 WEBS G-1 =-1033/0 B-N =-1033/0 G-J = 0/591 B-M = 0/591 - F-J = -545/0 C-M = -545/0 lgbal KAGagan, RE. F-K =-34/337 C-L =-34/337 ! Florida P.E. NO. 25389 D-L = -149/0 E-K = -149J0 8850 Trussway Boulevard NOTES (7-8) Orlando, FL 32824 1) Unbalanced floor live loads have been considered forthis 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 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. 9411 Alcom St. 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 during construction is the res onsibilli of the 8850 Trussway 6900 Pp N P ry g �' 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 Odando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 557 2777 Sale ty Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty 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. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 H am; 11r-0 nI S I = 1:18.4 1.5x3 11 3x3 = 3x3 = 1.5x3 H 3x3 = 3x3 = 1.54 A 8 C D E F G N O L L N L K J 3x3 = I3x3 = 3x3 = 1.54 3x5 = 3x5 = 10-9-0 10-9-0 i Plate Offsets X,Y : 1-1:0-2-0 Ed e , M:0-2-0,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 0.35 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 FBC2004/TP12002 (Matrix) inspection Weight: 55 lb LUMBER 3) This truss requ plate per 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. 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 BOTCHORD L-M = 0/756 K-L = 0/1555 J-K = 0/1555 1-1 = 0/1513 H-1 = 0/760 ci 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 --- E-J =-99/258 C-K = 47/111 Igbal KAGagan, P.E. D-J = -100/1 Florida 1? E. No. 25389 NOTES (7-e) 8850 Trussway Boulevard 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 THIS AND INCLUDED XITEE 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. 9411 Alcorn St. - Applicability of design aramenters and proper incorporation of component is responsibility of buildin designer not truss designer, Bracing shown Houston, bgTX 77093 PP tY 9 P P P P P P tY 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 - Safety Information available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719. Job Truss I russ I ype Qty Ply 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 20D6 Page 1 0.1-8 H 1-3-0 -� 1t1— S le = 1:18.7 2x3 11 1.5x3 11 3x3 = 3x3 = 3x3 = 2x3 11 5x5 = A B C D 3x3 = E F G L q 0 N M L K J 13x5 = H 3x3 = 1.5x3 11 1.5x3 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/deft 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 3) This truss requi er 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. 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 = 0/7 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 = 0/739 L-M = 0/1508 K-L = 01108 J-K = 0/ 20 WEBS G-I = 0/806 B-N = -924/0 E-I = -723/0 B-M = 0/492 E-J = 0/263 C-M = -501/0 D-J = -273/0 C-L =-52/152 lgbai KAGagan, P.E. D-K =-137/69 Fiorida P.E. No. 25389 NOTES (9-10) 8850 Trussway Boulevard 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 THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with M79411 Alcom St.ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters 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 (713900 Trussway Blvd. TRLMWW 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'Onofno Drive, Madison, WI 53719. - 0 toss pe ty y LE3159 - Lerner Orlando - COZUMEL H40201 LE3159F F07 7"T 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 i 130 i 1i 28 3 5 ale=1:21.1 2x3 11 1.54 11 3x4 = 3x3 = 1.54 3x3 = 3x3 = 2x3 11 5x5 = A B C D E F G H L W o 0 N M L K J I 3x5 = 3x4 = 3x3 = 1.5x3 11 34 = - 3x5 = 1.5x3 11 11-10-0 12-1-$ 11-10-0 0-3-8 Plate Offsets X,Y : H:0-1-8,Ed e , 0:0-2-0,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 0.40 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) Weight: 62 lb LUMBER 3) This truss requi er 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. 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-1 = 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-O =-1063/0 F-J = -842/0 B-N = 0/618 F-K = 0/386 C-N = -580/0 E-K = 416/0 C-M = -5/396 lgbal KAGagan, P.E. D-M = -150/0 E-L = -94/81 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 - Verf jy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11W 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 Twssway Blvd. TRUSVW 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 russ pe tyLE3159F y LE3159 - Lennar Orlando - COZUMEL H40202 F08 7.0iss 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 i 1-3-0 0.�0.� Sl ' Sc51e = 1:13.8 1.5x3 I 1.5x3 11 1.5x3 11 2x3 II 5x5 = 2x3 11 A B 3x3 = C D E 3x3 = F G 1 W o L o O 3x3 = 3x3 = K J I H 3x3 = 1.5x3 11 3x5 = 7-9-0 8=8 7-9-0 0-3-8 Plate Offsets X,Y : G:0-1-8,Ed e , L:0-2-0,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 0.32 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) Plate. checker a plus or minus 0 degree iotation 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 2x5 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 BOT CHORD K-L = 0/501 J-K = 0/794 I-J = 0/783 H-1 = 0/0 WEBS G-1 = 0/541 B-L = -624/0 E-1 = -454/0 B-K = 0/390 E-J =-72/159 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 $$50 TfUSSWay Boulevard this design. 2) Attach ribbon block to truss with 3-10d nails applied to Orlando, FL 32824 flat face.-- _.......... 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED LHTEE REFERENCE PAGE Af77-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 - PP tYP P P P P P fY 9 9 9 9 (713) 691 6900 regard is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the re iof the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingng TRUSSW Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSI7 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 - Lennar Orlando - COZUMEL H161721 LE3159F F09 FLOOR 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Sep 07 11:53:12 2006 Page 1 0-1-8 H i 1-3-0 ti —. 4 Scale = 1:32.9 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 3x3 A B C D E F G Ti H 1 J K T9 1 N U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1_5x3 11 1.54 11 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 19-5-4 19-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.41 P-Q >563 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.72 P-Q >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (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 No.2ND *Except* 2) Attach ribbon block to truss with 3-10d nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-1-9 oc about its center. purlins, except end verticals. 5) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1144/0-3-8 restrained by other means. L = 1151/0-3-8 7) CAUTION, Do not erect truss backwards. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) - Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates acceptance V-W = -42/0 A-W = -42/0 of professional engineering responsibility solely for the K-L = -46/0 A-B = -2/0 truss component design shown. B-C =-2465/0 C-D =-4111/0 D-E =-5019/0 E-F =-5290/0 LOAD CASE(S) F-G =-5019/0 G-H =-4111/0 Standard H-1 = -4111/0 1-1 =-2465/0 J-K = 0/0 BOTCHORD U-V = 0/1441 T-U = 0/3455 S-T = 0/3455 R-S = 0/4738 Q-R = 0/5290 P-Q = 0/5290 O-P = 0/5290 N-O = 0/4738 Q M-N = 0/3455 L-M = 0/1442 WEBS J-L =-1809/0 B-V =-1804/0 _.,. Igba) KAGagart, P.E. J-M = 0/1332 I-M =-1289/0 B-U = 0/1333 C-U =-1288/0 Florida P.E. NO. 25389 I-N = 0/855 C-S = 0/854 8850 Tru55Way Boulevard G-N = -817J0 D-S = -817l0 Orlando, FL 32824 G-O = 0/498 D-R = 0/498 F-O =-611171 E-R =-611/71 E-Q =-187/209 F-P =-187/209 September 7,2006 WARNING - veHfy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department dillb Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT St. - 9 Y 9 Y P P 9 P Houston, 77093 69 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. Job Truss Truss Type Qty ly LE3159 - Lerner Orlando - COZUMEL H161722 LE3159F F10 FLOOR 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Sep 07 11:53:12 2006 Page 1 0-1-8 H' 1-3-0 3-0 1 1-2-4 Scale = 1:32.9 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 3x3 11 A B C D E F G H I J K U T S R O P O N M 3x6 = 4x6 = 3x6 FP = 3x5 = 3x3 = 1.54 11 1.5x3 11 34 = 3x5 = 4x6 = 3x6 = 2x5 SP= 19-5-4 19-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.50 P-Q >460 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.88 P-Q >263 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 95 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND F-P =-193/217 BOT CHORD 4 X 2 SYP No.2ND *Except` B2 4 X 2 SYP DSS NOTES (8-9) WEBS 4 X 2 SYP No.3 1) Unbalanced floor live loads have been considered for this design. BRACING 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flat face. Structural wood sheathing directly applied or 2-2-0 oc 3) 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 10-0-0 oc bracing, Except: 4) Plates checked for a plus or minus 0 degree rotation 2-2-0 oc bracing: S-U. about its center. 5) "Fix heels only' Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. V = 1144/0-3-8 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 L = 1151/0-3-8 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or FORCES (lb) - Maximum Compression/Maximum Tension restrained by other means. TOP CHORD 7) CAUTION, Do not erect truss backwards. V-W = 43/0 A-W = -43/0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L = -46/0 A-B = -3/0 more information. B-C =-2797/0 C-D =-4664/0 9) NOTE: The seal on this drawing indicates acceptance D-E =-5694/0 E-F =-6003/0 of professional engineering responsibility solely for the F-G =-5694/0 G-H =-4665/0 truss component design shown. H-1 = 4665/0 1-1 =-2796/0 J-K = 0/0 LOAD CASE(S) BOT CHORD Standard U-V = 0/1635 T-U = 0/3920 S-T = 0/3920 R-S = 0/5376 �--� Q-R = 0/6003 P-Q = 0/6003 O-P = 0/6003 N-O = 0/5376 M-N = 0/3920 L-M = 0/1635 WEBS I bat KAGa an P.E. J-L =-1966/0 B-V =-1961/0 Q 9 � J-M = 0/1439 B-U = 0/1441 Florida P.E. No. 23389 I-M =-1394/0 C-U =-1392/0 8850 Trussway Boulevard I-N = 0/924 C-S = 0/922 Orlando, FL 32824 G-N = -882/0 D-S = -883/0 G-O = 0/535 D-R = 0/535 F-O =-666/77 E-R =-666/77 E-Q =-194/217 September 7,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department - Design valid for use only with fvLTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. 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 TRLMWW 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 Dnve, Madison, WI 53719. NZOOR Job russ ype ty y LE3159-Lennar Orlando-COZUMELH126501 LE3159F =11,:s B N 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:18 2006 Page 1 G-1-8 H r 1-3-0 0-1111-12 Scale = 1:32.5 W/2x6 SP 3x6 FP= 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 11 A B C D E F G H I J K 1 Ri IQ U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 34 = 2x6 SP= 9.8-0 19-2-12 9-8-0 F 9-6-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.48 P-Q >475 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.84 P-Q >271 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 95 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND F-O =-625/81 BOT CHORD 4 X 2 SYP No.2ND *Except` B2 4 X 2 SYP DSS NOTES (8-9) WEBS 4 X 2 SYP No.3 1) Unbalanced floor live loads have been considered for this design. BRACING 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flatface. Structural wood sheathing directly applied or 3-11-2 oc 3) This truss requires plate inspection per the Tooth pudins, except end verticals. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4) Plates checked for a plus or minus 0 degree rotation 2-2-0 oc bracing: S-U. about its center. 5) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. V = 1132/0-3-8 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 L = 1139/0-3-8 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or FORCES (lb) - Maximum Compression/Maximum Tension restrained by other means. TOP CHORD 7) CAUTION, Do not erect truss backwards. V-W = -43/0 A-W = -43/0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L = -46/0 A-B = -3/0 more information. B-C =-2761/0 C-D =-4594/0 9) NOTE: The seal on this drawing indicates acceptance D-E =-5591/0 E-F =-5882/0 of professional engineering responsibility solely for the F-G =-5590/0 G-H =-4595/0 truss component design shown. H-1 =-4595/0 1-1 =-2760/0 J-K= 0/0 LOAD CASE(S) ^ BO BOT CHORD Standard U-V = 0/1616 T-U = 0/3867 S-T = 0/3867 R-S = 0/5289 r Q-R = 0/5882 P-Q = 0/5882 • O-P = 0/5882 N-O = 0/5290 M-N = 0/3867 L-M = 0/1617 WEBS -_ I bal KAGa an, RE. B-V =-1939/0 B-U = 0/1420 q g C-U =-1371/0 C-S = 0/901 Florida P.E. No. 25389 D-s = -862/0 D-R = 0/513 8850 Trussway Boulevard J-L =-1943/0 J-M = 0/1418 Orlando, FL 32824 I-M =-1373/0 I-N = 0/903 G-N = -861/0 G-O = 0/513 E-Q =-192/213 E-R =-625/82 F-P =-192/213 July 18,2006 ® WARNING - VerVy design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MIL--7473 BEFORE USE. Engineering Department Design valid for use only with lv6Tek connectors. This design is based on9411 Alcom St.ly upon parameters shown, and is for an individual building component. Houston, TX 77093 - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd.TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850 Tn, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Orlando, 857 L 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job I russ Truss Type Oty Ply LE3159 - Lennar Orlando - COZUMEL H40204 LE3159F F15 86 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 sc�I = 1,18.4 1.5x3 11 3x3 = 3x3 = 1.5x3 11 3x3 = 3x3 = 1.5x3 A B C D E F G 0 L L q L K J 3x3 = I3x3 = 3x3 = 1.5x3 11 3x5 = 3x5 = 10-9-0 10-9-0 i 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 Ud 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 0.56 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/TP12002 (Matrix) Weight: 54 lb LUMBER 3) This truss requiret plate inspect of i per 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. 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-0 = -40/0 G-0 = -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 = 0/559 E-1 = -500/0 C-L = -561/0 -•--••• E-J =-107/279 C-K = 47/111 Igbal KAGagan, P.E. D-J = -100/0 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (7-8) 1) Unbalanced floor live Toads 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 - Verl(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP Y 9 P P P P P P fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (713) 691 69008850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply LE3159-Lerner Orlando-COZUMEL H40205 LE3159F F16 FLOOR 1 1 Job Reference o tional Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2005 Page 1 DO NOT TURN TRUSS END FOR END H 13�00 4 1i 312 i 0&18 S 1e=1:36.5 3x3 = 3x3 = 3x3 11 4x6 = 3x5 = 3x5 = 1.54 11 1.54 11 3x3 = 3x6 FP= 3x5 = 46 = 1.5x3 11 A B C D E F G H I J K L M X V U T S R O P O 3x6 11 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 e , W:0-3-0,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 HOR(TL) -0.10 W n/a n/a BCDL 5.0 Code FBC2004ITP12002 (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 = 1146/0-3-8 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. /J C-D =-2460/0 D-E =-4102/0 Strongbacks to be attached to walls at their outer ends 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. IgbBI H.AGdgaft, 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 $$5I3 TfU55W3Y 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 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 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. Engineering Department 9411 Alcom St. Houston, TX 77093 Agnss (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 0-1-8 H1 1-3-0 1.5x3 II 4x6 = A B 1 F17 IBN 3x5 = 3x3 = C D Qty Ply LE3159 - L, 1 1 Job Refer( 6.200 s Jul 13 ate° I 3x3 = 1.54 11 3x3 = 30 = E F G H 1 H126502 03 3- 'SCale = 1:33.5 U15 FP= 2x3 II 4x5 = 2x6 11 6x6 = I J K L M W W V U T S R Q P 0 N 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 4x10 = 1.54 11 2x6 SP= 9-8-0 9-6-0 LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2004/TP12002 CSI TC 0.65 BC 0.97 WB 0.71 (Matrix) DEFL in (loc) I/deft Vert(LL) -0.39 S >581 Vert(TL) 0.68 S >333 Horz(TL) 0.01 M n/a Ud 360 240 n/a LUMBER WEBS TOP CHORD 4 X 2 SYP DSS *Except* D-T = 0/481 J-0 =-1398/0 T1 4 X 2 SYP No.2ND J-P = 0/1075 H-P =-1033/0 BOT CHORD 4 X 2 SYP No.1 'Except` H-Q = 0/571 G-Q = -542/0 B1 4 X 2 SYP No.2ND E-S =-174/143 E-T =-546179 WEBS 4 X 2 SYP No.3 *Except* F-R =-161/26 G-R =-184/521 W4 4 X 2 SYP No.1 L-0 = -140/0 M-0 = 0/1775 BRACING NOTES (9-10) TOP CHORD 1) Unbalanced floor live loads have been considered for Structural wood sheathing directly applied or 4-9-6 oc this design. purlins, except end verticals. 2) Attach ribbon block to truss with 3-10d nails applied to BOT CHORD flat face. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3) This truss requires plate inspection per the Tooth 2-2-0 oc bracing: S-T,R-S. Count Method when this truss is chosen for quality assurance inspection. REACTIONS (lb/size) 4) Plates checked for a plus or minus 0 degree rotation X = 1132/0-3-8 about its center. M = 1139/0-3-0 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) - Maximum Compression/Maximum Tension 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-16d nails. X-Y = -42/0 A-Y = -42/0 Strongbacks to be attached to walls at their outer ends or M-N = 0/7 A-B = -2/0 restrained by other means. B-C =-2434/0 C-D = 404910 7) Gap between inside of top chord bearing and first D-E = 4930/0 E-F =-5168/0 diagonal or vertical web shall not exceed 0.500in. F-G =-5168/0 G-H =-4599/0 8) CAUTION, Do not erect truss backwards. H-I =-3367/0 1-1 =-3367/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for J-K =-1446/0 K-L =-1429/0 more information. L-M =-1446/0 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering responsibility W-X = 0/1424 V-W = 0/3408 solely for the truss component design shown. U-V = 0/3408 T-U = 0/4663 S-T = 0/5168 R-S = 0/5168 LOAD CASE(S) Q-R = 015015 P-Q = 0/4160 Standard O-P = 0/2541 N-0 = 0/0 WEBS B-X =-1784/0 B-W = 0/1314 C-W =-1268/0 C-U = 0/834 D-U = -800/0 0-3-8 PLATES GRIP MT20 244/190 Weight: 100 lb �z� lgbal KAGagan, P.E. µ Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 I�14O N July 18,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AUT-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6900 77093 - PP tY 9 P P P P P P H 9 9 9 9 (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 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'Onotrio Drive, Madison, WI 53719. H40207 LE3159F FR01 301 1 n L Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries. Inc. Fri Mar 10 07*19:28 2006 Paoe 1 2.5-7 4-9-1 7-0-12 9-1 D-12 12-8-12 15-0-7 i 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 II A U B V C D W X E Y F G Z H 15x8 = J 3x9 11 6x7 = 6x7 = 6x7 = 4x4 = 4x4 = 5x12 M1120H= 6x7 = 7x10 II 6x7 = 2-5-7� 4-9-1 7-0-12 I 9-10-12 12-8-12 15-0-7 I 174-1 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 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) 1/defl 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/TPI2002 (Matrix) Weight: 300 lb LUMBER TOP CHORD 2 X 6 SYP SS BOTCHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except` W1 2 X 6 SYP No.2 W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND W1 2 X 6 SYP No.2 W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-6-8 oc bracing. REACTIONS (lb/size) T = 5976/0-7-8 K = 8160/0-7-8 Max Uplift T =-2308(load case 3) K =-3260(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-T =-5973/2317 A-U =-6583/2569 B-U =-6583/2569 B-V =-12322/4867 C-V =-12322/4867 C-D =-12322/4867 D-W =-17537/7002 W-X =-17537/7002 E-X =-17537/7002 E-Y =-19264/7695 F-Y =-19264/7695 F-G =-17655/7053 G-Z =-13833/5527 H-Z =-13833/5527 H-1 =-8335/3330 W = 0/0 J-K =-726/299 BOTCHORD S-T = -0/0 R-S =-2569/6583 Q-R =-4867/12322 BOTCHORD P-Q = -7002/17537 O-P =-7695/1926 N-0 = -7053/17655 M-N = 45527/1383 L-M = -5527/13833 K-L = 23330/8335 WEBS B-S = -5684/2240 E-Q =-4696/1949 F-P = -1243/525 G-O =-457/1202 H-N = -1298/3298 A-S =-3431/8793 B-R = -307Of7666 E-P =-855/2128 F-0 = -1983/792 G-N =-510412039 I-K = -11133/4448 D-R =-5070/2046 D-Q = -2851/6967 I-L =-1962/4971 H-L = -7344/2934 NOTES (12-13) 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 0-9-0 oc, 2 X 6 - 2 rows at 0-4-0 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 X 6 - 2 rows 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) Wind: ASCE 7-02; 120mph (3-second gust); h=15111; 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. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. bearing plate capable of withstanding 2308 lb uplift at joint T and 3260 lb uplift at joint K. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 58 lb up at 1-0-12, 189 Ib down and 82 lb up at 3-0-12, and 262 lb down and 114 lb up at 5-0-12, and 2963 lb down and 1292 lb up at 7-0-12 on top 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: Lumberincrease=1.25, Platelncrease=1.25 1) Uniform Loads (plf) Vert: K-T=-10, A-Y=-100(F=-70), J-Y=-829(F=-799) Concentrated Loads (lb) Vert: E=-2963(F) U=133(F) V=-189(F) W=-262(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard March 10,2006 Orlando, FL 32824 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. 941 Engineering Department Design valid for use only vvith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. HoustonAlc, T St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 pP g p p p p p p ty 9 g 9 9 8850 Trussway 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during consiruciion is the responsibility of the 8850 Trussway Bivd.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 conirol, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o �F.S�S russ ype ty y LE3 LE3159F FLAT 1 Job Trussway, Orlando, FI 6.200 s 1-7-2 6-5-14 1-7-2 4-10-11 A 6x6 = 6 3x6 = C2x3 11 D 3x6 = H40208 mall Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 8-1-0 172 Scale = 1:13.6 3x5 = E 4x6 = F 3x5 = 6x6 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud TCLL 40.0 Plates Increase 1.00 TC 0.59 Verll -0.08 I-J >999 360 TCDL 15.0 Lumber Increase 1.00 BC 0.53 Vert(TL) 0.13 I-J >705 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.03 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) 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. BOTCHORD 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 TOP CHORD 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 = 0/732 D-H =-2534/0 C-J = -933/0 D-I = -30/48 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 0-4-0 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) 1-7-2 PLATES GRIP MT20 244/190 Weight: 69 lb 4.1 lxz�� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 k WARNING - 9erVy design parameters and READ NOTES ON TBIS AND INCLUDED WTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 PP tY 9 P P P P P P Y 9 9 9 9 8850 Tru 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job I russ Truss Type Q typly LE3159 - Lerner Orlando - COZUMEL H40209 LE3159F FR03 FLOOR 1 e� L Job Reference (optional) Trussway, Odando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 2-3-4 44-12 6-8-0 2-34 2-1-8 2-3-4 Scale = 1:11.4 A 5x8 = B 3x5 = C 5x7 = I D 2x3 II T1 W1 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/defl 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 FBC2001/ANSI95 (Matrix) loads Weight: 60lb LUMBER 2) All are comidered 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 -CASES) 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 = 014927 1) Uniform Loads (plf) E-FWE = 0/5047 Vert: A E-H=-10 WEBS traced Loads (lb) Concentrated Loads (lb) A-G = 0/5136 C-E =-5261/0 Vert:l=-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"x3" Nails as follows: lgbal KAGagan, P.E. Top chords connected as follows: 2 X 4 - 2 rows at 0-7-0 Florida RE. No. 25389 Oo 8850Trussway Boulevard oBottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 Orlando, FL 32824 Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. L..._.__..-- —.... March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP ty 9 P P P P P P Y 9 9 9 9 (713) 691 6900 TRUSSW 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 Nzowpp Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719, o toss russ ype ty y LE3159-Lennar Orlando - COZUMEL H40210 LE3159F FR04 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 2-4-2 4-10-0 7-3-14 9-8-0 24-2 2-5-14 2-5-14 2-4-2 Scale = 1:16.7 2x3 11 A 4x9 = B 3x6 = O 3x5 = D 4x5 — E T1 W1 W1 1 W1 Lvjl I H G 4x9 = 3x6 = 3x6 = 2x4 11 4x6 = 1 2-4-2 4-10-0 7-3-14 9-8-0 24-2 1 2-5-14 2-5-14 24-2 Plate Offsets X,Y : 1:0-3-8,0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.14 H >801 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.21 H >534 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 F n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 105lb LUMBER 2) All loads are com dered 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 6 SYP DSS 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 3-8-1 oc puriins, 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) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 6) NOTE: The seal on this drawing indicates J = 3258/0-4-0 acceptance of professional engineering responsibility F = 3258/0-6-0 solely for the truss component design shown. FORCES (Ib) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 A-J =-2440/0 A-B =-6347/0 1) Uniform Loads (plf) B-C =-8674/0 C-D =-6320/0 Vert: A-E=-110,F-J=-585(F=-575) 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-1 = -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"x3" Igbal H.AGagan, P.E. Nails as follows: Florida P.E. No. 25389 Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 8850 TfU55Way Boulevard oc. Bottom chords connected as follows: 2 X 6 - 2 rows at Orlando, FL 32824 0-7-0 oc. _�. _............. ....... _....... ---- Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED ffiTEK 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. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer truss designer. Bracing shown Houston, TX 77093 -- PP tY 9 P P P P P p b 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRLMWW 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 Criieria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss ru55 ype ty y LE3159 - Lennar Orlando - COZUMEL H40211 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-M 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 11 T1 1 Li B1 Li Li Li Li MEN= NEEMI 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 II 2x3 11 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 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 n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 39 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.3 E-0 = 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 pudins, 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 0 = 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-I = 0/0 1-1 = -9/0 BOT CHORD Q-R = o/o P-Q = o/° lgbal KAGagan, P.E. O-P = 0/0 N-0 = -0/0 M-N = 0/0 L-M = 0/0 Florida P.E. No. 25389 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 = -147/0 E-N = -147/0 F-M = -145/0 G-L = -153/0 H-K = -117/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MZT-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. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type aty Ply LE3159 - Lennar Orando- COZUMEL H40212 LE3159F FRO6 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 2,3 II B 2,3 II 4-8-8 C 2x3 II D 2x3 II E 2x3 II 4-8-8 Scale: 1.5"=1' T1 W1 ST1 ST1 ST1 W1 B1 2x3 11 2x3 11 4-8-8 2x3 11 2x3 11 2x3 11 i 4-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d 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 F n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 181b LUMBER 4) NOTE. Refer to more information. i T-1 sheet for 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 = 0/7 H-I = 0/7 G-H = 0/7 F-G = 0/7 WEBS B-I = -1/0 C-H = -154/0 D-G = -11111/0 (JJ NOTES (4-5) 1) Gable requires continuous bottom chord bearing. "Fix lgbal H.QGagarl, P.E. 2) heels only' Member end fixity model was used in Florida P.E. No. 25389 the analysis and design of this truss. 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 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE DDI-7473 BEFORE USE. Engineering Department Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Holt on,AlcT St. 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilky of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For genera; 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'Onofno Dnve, Madison, WI 53719. Job Truss I russ I ype Qty Ply LE3159 - Lennar Orlando - COZUMEL H40213 LE3159F FR07 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 8-8-8 8-8-8 Scale = 1:15.0 2x3 11 2x3 11 2x3 11 2x3 11 A2x3 11 62x3 II C D E2x3 11 F2x3 II G H T1 81 L-j Li Li Li 2x3 11 2x3 11 2x3 11 24 11 2x3 11 2x3 11 24 11 2x3 11 8.8-8 8-8-8 LOADING (psf) SPACING 2-0-0 CS] 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 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 1 n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (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 14-0 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 pudins, 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 = 167/8-8-8 J = 119/8-8-8 FORCES (Ib) 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-I = -18/18/D ,/ BOTCHORD U O-P = 0/6 N-O = 0/6 M-N = 0/6 L-M = 0/6 K-L = 0/6 J-K = 0/6 Igbal KAGagan, P.E. I-J = o/s 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 - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with NuTek connectors. This design is based only upon parameters shown, and is for an individu9411 Ncom St. al building component. Houston, TX 77093 - Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION *Center Failure to Follow Could Cause Property 14-1 3/4' plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths u or DamagePersonal In Injury Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never _ 1 2 3 TOP CHORDS c1-2 c2-3 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o c�4 all other interested parties. 0 For 4 x 2 orientation, locate c p U VX 4. Cut members to bear tightly against each other. plates 0-'ab' from outside edge of truss. pb _ a 41 u U O 5. Place plates on each face of truss at each , C7.8 c6-7 c5-6 O joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/ PI1. *Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel c amber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at BEARING SBCCI 9667, 9730, 96046, 9511, 9432A spacing shown on design. Indicates location where bearings 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but reaction section indicates joint 14. Connections not shown are the responsibility of others. a number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ANSI/TPI1: National Design Specification for Metal MiTek® 16. Install and load vertically unless indicated otherwise. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, w Guide to Good Practice for Handling, VR\R/\i v,4v\ Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 © 2004 MiTek® r , t 2. 24' OC O� le y� LLL V/ 1 , , V/ V o� o� J01 J02 J03 J03 J02 J01 O� FLOOR HANGER SCHEDULE MARK DESCR/P770N SIMPSON USP FH1 LUS410 ✓US410 FH2 HU46 HD46 FH3 HHUS48 THD48 fH4 HGUS410 7HDH410 fH5 7H4222-2 MSH222-2 fH6 TM422 MSH422 W7 7714422-2 MSH422-2 FH ------- USH179 FH9 I 7HV222 MSH222 FH10 I THA413 MSH413 ALL MARKS MAY NOT BE USED. ROOF HANGER SCHEDULE MARK DESCRIP7701V SIMPSON USP RH1 LUS24 ✓US24 RH2 LUS26 ✓US26 RH3 HUS26 7HD26 RH4 TH429 USH29 RH5 TH4222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SUR26 SKH26R RH8 HUS2f0 7ND210 RH9 HGUS26-2 7HOH26-2 RH1 H✓C26 I ALL MARKS MAY NOT B£ USED. J01 J02 J03 (0.148 x J 1, 4" P-noi/ 7D£-NVLS O 70P d B077t7{/ giDRD LYAVN (AWLS THROUGH 84CK SIOE OF GIRDER INTO END GRAN OF Mp�yp� MONO TRUSS ARE NOT ALLOWED) 3- (0.148 xJ 1 4 P-nd TOE-AN/LS O TOW d 77OM CHORD CONNEC7M RJR 7/R' GIRDER AND (12 AWLS ALONG VERTICAL END WEB OF -HR' C/ IN7T7 7TI£ HIP GIRDER TRUSS JACK // )) I urr 7t7P d (80TTOM48 J 1 4' PC-�n A .AWLS O Z \A GIRDER ✓DRIES TYPICAL HIP SET NAILING OPEN FACE FBH80=FLUSH BEAM & HANGER BY DBBO=DROP BEAM BY OTHERS I FRRO=RUSH BEAM BY OTHERS 1 1RUSSWAY, LTD_ Orlan 8860 >�xiy Bt„d do. FL 3Y8Y4 (107) 867-27" 867-7866 FAX zt REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DATE : 1107103 DRAWN BY: ES CHECK BY: ✓T JOB NO. : LE3159 REVISIONS :. s In& ^c — T- >