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225 Bella Rosa Cir 07-587 SFR
PERMIT ADDRESS 44;5Boek kA �C&A � r- CONTRACTOR L E-N tim RoAE: ADDRESS PHONE NUMBER 'w PROPERTY OWNER �� E ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE i r� SUBDIVISION JdA r:RQS PERMIT # V �• 8 DATE PERMIT DESCRIPTION EflEGT t s PERMIT VALUATION , aL 0 SQUARE FOOTAGE Q `� j RECEIVED CITY OF SANFORD PERMrF APPLICATION Permit #: . - Date: �i DEC 2006 Job Address: Description of Work:New Single Fan Historic District: Residence Zoning: Value of Work: Permit Type: Building X Electrical Mechanical Plumbing Fire Sprin1der/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/Ngw Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy,Type: Residential X Commercial Industrial Total Square Footage: Construction Type:& # of Stories: It of Dwelling Units: Flood Zone: K (FEMA form required for other than x) Parcel#: �` �v (Attach Proof of Ownership & Legal Description) Owners Name & . lddress/ennay4iomes 101 Southhall Lane Ste 450 Maitland, FL 32751 Phone: 407.682.7266 Contractor Name & Address: Michael J. O'Neill 101 South hall Lane Ste 450 Maitland, FL 32751 .......... State License Number: CRC0S7820 407.682.7266/407.682.6349 rAA ••'' ,,// Phone&yFa{:. Contact Person: L ci)64/V Phoae'7 6�' Y75- 6 Bonding Company: N/A Address: Mortgage Lender: N/A Address: Arehitect/Engineer. Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Fax. 3S2.242.0302 Application. -is hereby made to obtain permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pertnit and that all work will be perforated 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: 1n addition to the requirements of this permit, there maybe 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 rnanagement districts, state agencies, or federal agencies. Acceptance of p Ertit is veri n dt t 11 notify the owner of the. property of the requirements of Florida Lien Law, FS 713. �2 c r ¢—Lp��r 4 ^ N N,2 SignantreofOwned eat Date Si f r/ t Date p o 0 0 Willi Gra am Michael J. O'Neill ca s o m air z i izt� P ' O ed is N Print fiat / ent's t.:_?LLB i/ �Cf> �m /l� w ti w Stgnatttre of Notaty State FloridaDate tort f l otary- fate o orida Date �-� W c a c * k2. } 10 Owner/Agent is V Personally Known to Me or Contractor/Agent is ✓ Personally Known Me c Produced ID to or Produced ID .e 'APPLICATION APPROVED BY: Bldg. Utilities: Zoning. FD: (initia Date) (Initial & D (Initial & Date) (Initial & Date). Special Conditions: i ;ZAP 37-9 CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327121788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/19/07 Parcel Number . . . . . 29.19.31.501-0000-0180 Property Address . . . 225 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 07-00000587 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 . . . . . . Buirding 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. CERTIFICATION OF ELEVATION MAY31, 2007 ADDRESS OF JOB: 225 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 18, 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 18 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). J tJAM%ES. SCOTT R.L.S. #4801 STATE OF FLORIDA U.S�'IJEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660 0008 Expires February 28. 2009 Federal Emergency Management Agency y 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 225 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 18, 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' 10.3" Long. W 81' 14' 07.9" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 396 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1 . NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA 134. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X" N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: Z NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor)- b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 16.6 ® feet ❑ meters (Puerto Rico only) _.N/A ❑ feet ❑ meters (Puerto Rico only) _.N/A ❑ feet ❑ meters (Puerto Rico only) 16.0 ❑ feet ❑ meters (Puerto Rico only) 15.5 ® feet ❑ meters (Puerto Rico only) 15.5 ® feet ❑ meters (Puerto Rico only) 15.8 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. ® Check here if comments are provided on back of form Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 Signal e , ) ( Date 5/31/07 Telephone 407-277-3232 v l tT n- #Se1 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.u. Route and Box No. Policy Number 225 BELLA ROSA CIRCLE �. City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BULDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" 'A'' e�� tr , S 131 /17 Sig toe ate ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit #: 1 `r ✓ �I' 1,, /� I L' _I Datee: IO�� / c) Job Address: Z �6A-0_ CunGtz . ( Q,aa , A . F' �- C L Yw E r7 I S l(7t b Description of Work: // �!�%1VlXJ �✓� Nl rt�S Total Square Footage Historic District: ND Zoning: Value ol'Work S Permit Type: Building Electrical y Mechanical Plumbing Fire Sprinkler/Alarm _ __ Pool _ ___ Electrical: New Service - # of AMPS 0_ Addition/Alteration Change of Service Temporary Pole — --- Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential / Commercial Industrial Construction Type: /—\few # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name &Address: L_�� Ilr (r �l. t( VI(�,Y- =>a I �Q { Y1 iC( < _ «/)( t �;�U. Phone: -{) i I . '—A Contractor Name& Address: I-)I(In 1 11) L-k 14I I(i"Ci(/• aL.17J• L.LuWYCA F1V(i, vet HIVyu 32:1 �_ SI tle License Number Phone& Fax: 1.32i.-7 Contact Person: ___ YY 1_Phonc: Bonding Company — --__ — —,-- _ — ---_------ Address: Mortgage Lender. Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS- WELLS, POOLS, FURNACES. 1301LEiRS, I tEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe 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 YCR IR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions applic le o 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 �s to ma}�agement districts, state agencies. or federal ;,eencics. Acceptance of permit is verification that I will notily the owner of the property of the requirementsVI IVida Lien Law, FS 713 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 Date Signatu 4-11•b% Date -07 Datc Sign ire of v-State of Floridagw Chem t Smith My Commission DD243250 a pd� Expires August 20, 2007 Contractor/Agent is Personally Known to Me or _ Produced ID APPROVALS: ZONING: II1,1L: FD. Special Conditions: Rev 03/2006 ENG: 131.DG Permit`# : , ( Job Address: OZ 14 .= Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: LJ I Parr,l-P Permit Type: Building Electrical _V 1J Electrical: New Service # of SIPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential '�'/ Commercial Construction Type: # of Stories: Total Square Footage Value of Work: echanicay Plumbing Fire Sprinkler/Alarm Pool Addition/Alteration Chan a of Service Temporary Pole _ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial _ Industrial # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name & Address: 1 /�j i U!iZL /� S `<JO /%Qr Phone: Contractor Name &Address: A & 10VI&»/wta Ahld )� �j l� � �J�®hf) -State License Number: L ? Phone & Fax: '- Q —b73lContact Person: C—i �r ) Phone: 3A) Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all 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 applic 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 s s wafZN mjagged�stricts, state agencies, or federal agencies. Acceptance of permit is verification that I will -notify the owner of the property ofXrequiremtpt<bf f4brida Lien Law, FS Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Contractor/Agent is _ Produced ID ENG: S 3 �0 r� DEBBIE LYNN DIL A,RD MY COMMISSION O DD5196M EXPIRES: Feb.16,2010 Pq {;pown klb�&twmy Service com BLDG: May 7, 2007 I hereby name and appoint �LJE 04w-rc to be my lawful attorney in fact to sign my documents pertaining to permits for the City of Sanford. License number CACO42648 Charles Trier N f r ' i Contractor (Type or Print) Signature of Certified Contractor State of Florida City of Sanford The foregoing instrument was acknowledged before me this 2 day of JWy ,c?00 i by OA14rs J�J er- who is Perso lly knovVii to me or has produced as identification and who did or did not take an oath. Comm# DD0335196 Expires 7/6/2008 3 goaded On (800)A32-425 Florida Notary Assn., Inc Tri-Tech Air Conditioning, Inc. 1041 Seminola Boulevard, Casselberry, Florida 32707 Phone: (407) 673-1090 Fax: (407) 673-2866 Ernail: Stephen.J'TriTechAir.Com CITY OF SANFORD PERMIT APPLICATION �./ Application # : O -7 — � a 1 �^ Submittal Date: _ ( Z Job Address: 2.( Q- S l f-t.f Value of Work: $ 3 `! 1 6 O beitc- Parcel ID: Zoning: Historic District: Description of Work: S C v ! t gl e; r Square Footage: ........................................................................................................ Permit Type: Building ❑ Electrical Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential Q. Non -Residential 0. Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: __ (FEMA form required ) ......................... Property Owner: L� +'1 n, �C / �-o ^^ 4.P •�.... .... ,..,....... Contractor: (y C- s ', S C (_,�,��f�, Address: 9 ( 9 - v Address: '� t7 / IS n Y c) ..�Pg i`o t , �.1 �l• j 14 Phone: E-mail: Phone: (o2. PP Y6IS State License Number: 1F r _4, dd u �� Bonding Company: Mortgage Lender: - Address: Address: Architect/Engineer. Address: Plan Review Contact Person: Phone: Fax: Phone: Fax: E-mail: .Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 tMt�cti�.tl G-t��,Av�,ls Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Owner%Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 02/2007 Signature of Notary -State of Florida Date Contractor/Agent is _ Personally Known to Me or Produced ID ENG: BLDG: POWER OF ATTORNEY Date: l 2 7 v ,) T hereby name and appoint Dw/ of t V C d e-c-L) r t to be my lawful attorney in fact to act for me and apply to the Building Department for a -e- permit for work to be performed at a location described as: Section Township Range _ Loth Block (u Subdivision _ e (Address of Job) 2--e v► n e r (4-o /%-, -� Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Type or Print Ny e-ref-Certified Qon and ConuaL_tS)X's L-ii%e11�ie Number ture of Certified Contractor �Frs-1 The foregoing instrument was acknowledged before me this Gr� day of 20 byy � ✓ i f h" / who is personally known to r�e/who produced as identification and who did not take oath. State of Florida County of ,6: � blic, r, w JADES SHEPPARD '-, Notary PublIc - State of Florida My Corturbsfon E May 19, 2008 / Commission t DD 100212 Bonded By National Notary Assn. Permit # : 07-1612 Job Address: 1000 Berkman Cir CITY OF SANFORD PERMIT APPLICATION Date: 4/16/07 Description of work: Install 13 Seer HVAC Equipment Total Square Footage 1652 Historic District: Zoning: Value of Work: $ 5,099.00 Permit Type: Building Electrical Mechanical _ X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addidon/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential X Commercial Industrial Construction Type: # of Stories: 2 # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name & Address: Pulte Homes - 4901 Wineland Rd. Suite 500 Orlando FL 32811 Phone: Contractor Name & Address: Energy Air, Inc. 2114 S.Orange Blossom Tr. State License Number: CAC019270 Phone & Fax: 407-886 7580 ContactPerson:Mickie Yarnes Phone:407-886-3729, ext Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN Iv 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 requireme is of Florida Lien Law, FS 713. 4/16/07 Signature of Owner/Agent Date Signature of Contractor/Agent V Date CHARLES H. KULP Print Owner/Agent's Name Print Contra c r/Agent's Name AA_ 13; r / / 4/16/07 Signature of Notary -State of Florida Owner/Agent is - _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 Personally Known to Me or UTIL: Date Signatr{r of Notary -Slat of`IN d � N6tafy0 ir-tatoofFIOWa �ti// Mary Greene Swift c • P My Commission OD559705 or r�P Expires 06/04/2010 Contractor/Agent is Personally Known to Me or _Produced ID FD: ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION Application # :© 1 - 5-9 - Submittal Date: 4-`7 '01 Job Address: as S ACJ/, l e-QC I} c j f- Value of Work: $ IN1014la- Parcel ID: Zoning: Historic District: Description of Work: ILLW i-t, I r%k� N,�t� bIS.S l�rGlG�/tciY� Square Footage: .......................... ......... ............. ................................... 4............. 9..... ►.. 9.0....... Permit Type: Building ❑ Electrical ❑ Mechanical O Plumbing ❑/ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential O 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: LC K V4 A-P_ 4CW%<S Contractor:% N Ce- ICttic I,)Q Ztj L Address: Address: AC? 3a in K AK! E fL Q C, Phone: E-mail: Phone: -511l1Zi tate License Number: Bonding Company:,...... p .. ,.. _... __ _.. ,. n `_ Mortgage Lender: Address:.:. r , Arch itect/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. 1 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 regkirements of Florida Lien Law,, FS 7 Signature of Owner/Agent Date ignature of Contractor/Agent // Date Print Owner/Agent's Name C tr or gent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date DEBBIN MY COMMISSION # DD629096 EXPIRES: February 25, 2011 aF'o FI. Notary Discount Assoc. Co. 1-800-3-NOTARY Owner/Agent is _ Personally Known to Me or Contractor/ a or Produced ID Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: ENG: BLDG: 7 11111II111II111IIfit III oil 11111li111IIIII II111II111II1111IIII MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06520 Ag, 1574; Qpgl CLERKIS # 2006197742 RECORDED 12/15/2006 10;23148 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 # 71 PAGES #38-45 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AKA20QL— 1,,Cl 00,24 SANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STLI AITLAND, 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 �rr-r mn SEMINOLE r,'911 ITY, FLORIDA by,- PUTY CLERK ryn William Graham - Division President Lennar Homes, Inc. Sworn o and subscribed before me this day Of UL� _ , 200 Personal Knowledge Notary Public .?Ot�RY• P°Bci� EDWARD L DEAN, JR. * * MY COMMISSION A DD M07 EXPIRES: May 10, 2010 ���rpoF f`pP��e Bonded Thru Budget NotaryServes ORM 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: (n711MF[ Builder: LENNAR HOMES AN trod Address: 225 Bella Rosa Circle Lot 18 Permitting Office: 01- S87 City, State: Sanford, FL 32771 Phase 1� Permit Number: 5� Owner. Jurisdiction Number: Climate Zone:. c:entrai 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 (ft2) 2366 ft2 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 ft2 b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 8. Floortypes a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 826.7 fe b. Frame, Wood, Exterior R=11.0, 1026.8 ft2 c. Frame, Wood, Adjacent R=11.0, 133.0 ft2 d N/A e. N/A 10. Ceiling Types a. Under Attic R=30.0, 1320.0 ft2 b. N/A c. N/A 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 R b. N/A 12. Cooling systems a. Central Unit Cap: 41.5 kBtu/hr SEER: 14.00 b. N/A c. N/A 13. Heating systems rr�� a. Electric Heat Pump V 41.5-kBtu/hr _ HSPF: 8.30 -- c. N/A � , 14. Hot water syste� a. Electric Res" Cap: 50.0 gallons EF:0.90 -- b. N/A e. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated 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) Glass/Floor Area: 0.13 Total as -built points: 26706 PASS Total base points: 33907 I hereby certify that the plans and specifications covered by this calculation are in complianc ith the Florida Energy Code. PREPARED B DATE: I hereby certify that this building g is in compliance with the Florid od OWNER/AGENT• DATE: 11/21/06 1 Predonm 14FIL glass type. ror actual glass type ano areas, see Summe EnergyGauge® (Vi Review of the plans and 'THE sp specifications covered by this 1 _ calculation indicates compliance s` with the Florida Energy Code. Before construction is completed 4 a this building will be inspected for ;. compliance with Section 553.908 & Winter Glass output on pages 2&4. �rsion: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge®4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2366.0 25.78 10979.2 Single, Clear NW 10.0 6.0 46.6 40.72 0.57 1090.7 Single, Clear NE 1.0 15.0 23.3 47.10 1.00 1094.3 Single, Clear SE 1.0 13.0 9.8 61.07 1.00 598.2 Single, Clear SE 1.0 16.8 40.8 61.07 1.00 2490.8 Single, Clear SE 1.0 15.0 16.2 61.07 1.00 989.0 Single, Clear SW 1.0 15.0 16.2 56.99 1.00 921.8 Single, Clear NW 1.0 4.0 10.0 40.72 0.92 376.1 Single, Clear NE 1.0 6.0 16.2 47.10 0.97 740.9 Single, Clear SE 1.0 6.0 32.4 61.07 0.96 1906.4 Single, Clear SE 1.0 6.0 16.2 61.07 0.96 953.2 Single, Clear SW 1.0 6.0 23.3 56.99 0.96 1278.2 Single, Clear SE 1.0 6.0 23.3 61.07 0.96 1371.0 Single, Clear SW 1.0 6.0 16.2 56.99 0.96 888.7 Single, Clear NW 1.0 4.0 9.8 40.72 0.92 368.6 Single, Clear NW 1.0 4.0 9.8 40.72 0.92 368.6 As -Built Total: 310.1 15436.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 133.0 0.70 93.1 Concrete, Int Insul, Exterior 4.1 826.7 1.18 975.5 Exterior 1853.5 1.90 3521.6 Frame, Wood, Exterior 11.0 1026.8 1.90 1950.9 Frame, Wood, Adjacent 11.0 133.0 0.70 93.1 Base Total: 1986.5 3614.7 As -Built Total: 1986.5 3019.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 19.0 1.60 30.4 Exterior Insulated 20.4 4.80 97.9 Exterior 20.4 4.80 97.9 Adjacent Wood 19.0 2.40 45.6 Base Total: 39.4 128.3 As -Built Total: 39.4 143.5 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1320.0 2.13 2811.6 Under Attic 30.0 1320.0 2.13 X 1.00 2811.6 Base Total: 1320.0 2811.6 As -Built Total: 1320.0 2811.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 144.0(p) -31.8 -4579.2 Slab -On -Grade Edge Insulation 0.0 144.0(p -31.90 -4593.6 Raised 0.0 0.00 0.0 Base Total: -4579.2 1 As -Built Total: 144.0 -4593.6 EnergyGaugeO DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2366.0 14.31 33857.5 2366.0 14.31 33857.5 Summer Base Points: 46812.1 Summer As -Built Points: 50674.9 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 41500 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),lnt(AH),R6.0(lNS) 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 EnergyGaugelrM DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #; BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2366.0 5.86 2495.7 Single, Clear NW 10.0 6.0 46.6 14.97 0.99 690.9 Single, Clear NE 1.0 15.0 23.3 14.70 1.00 342.6 Single, Clear SE 1.0 13.0 9.8 10.59 1.01 104.4 Single, Clear SE 1.0 16.8 40.8 10.59 1.00 434.1 Single, Clear SE 1.0 15.0 16.2 10.59 1.01 172.5 Single, Clear SW 1.0 15.0 16.2 11.59 1.00 188.0 Single, Clear NW 1.0 4.0 10.0 14.97 1.00 149.4 Single, Clear NE 1.0 6.0 16.2 14.70 1.00 238.3 Single, Clear SE 1.0 6.0 32.4 10.59 1.02 350.E Single, Clear SE 1.0 6.0 16:2 10.59 1.02 175.3 Single, Clear SW 1.0 6.0 23.3 11.59 1.01 273.0 Single, Clear SE 1.0 6.0 23.3 10.59 1.02 252.1 Single, Clear SW 1.0 6.0 16.2 11.59 1.01 189.8 Single, Clear NW 1.0 4.0 9.8 14.97 1.00 146.4 Single, Clear NW 1.0 4.0 9.8 14.97 1.00 146.4 As -Built Total: 310.1 3853.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 133.0 1.80 239.4 Concrete, Int Insul, Exterior 4.1 826.7 3.31 2732.2 Exterior 1853.5 2.00 3707.0 Frame, Wood, Exterior 11.0 1026.8 2.00 2053.6 Frame, Wood, Adjacent 11.0 133.0 1.60 239.4 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 1 As -Built Total: 144.0 360.0 EnergyGauge® DCA Form 600A-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 i FORM 60OA-2004 EnergyGaugeO 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: :1 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),lnt(AH),R6.0 1 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 EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:. , . PERMIT* BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling + Heating + Hot Water - Total Points Points Points Points 19970 4097 9840 33907 1 12632 4116 10059 26706 PASS EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge@/RaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE 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 comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences-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 Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"m DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 -N� L®� Must have a Fgnbxun clearance of 4 Inches 15 TON V/10KV 1240V SPH 10.13 pl— scale pintiarn by bldr i SO101wcd 1x6 lwc. 4 MA lO12 Iwcd P 115 - 125 IIV mrr�. I fit__ lOx6 Iwcd 85 !� Ll , r'aI r 3' loath duct to roof cop w/fan Nutone 696RNB 42X42 A/C S BY BLDR MIN 2' FROM WAL A/C PAD 1 1 YofWM .. wwo p.HOD. �'� 1 1 GOL. TYP, 1 I 1 FIRS7FLOOR -LAN AA NOTE SEE 544EET P1101 FOR PLUT V;E RISER DI�ICoRAM. UP olr handler per the State Energy code. All duct has on r=6 hsulatlon value. m V O N Cl S z m ,B O N 0/i Q x O L.L1 0 Uf Li Q o Z � I.,J C3 (U y _rU r-�—) z O } N m W > z J O 1:) Q IY m EL J U) 0 0 FIAilwR1. 10.6 lwcd 135 14x14 Id_ 4' __ do. __ A IOx10 rn 10 raB a Bx4 Iwcd rN 1 raB a �• 145 9' LOFT %V W 5' 190 6 Iwcd 10x10 r IWO uOF 3' bath duct "I �— to roof cap 4' dryer duct w/fan to raav `aP Nutone.696RNB 5P-COND FLOOR PLAN A; C V4w w P_iv. Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. V O 0 � / 1 na ,I- d O g � S m Z O N W UJ � F Q 0 W J Q� W ao z� wo N� i J U r Qting z O r N m W •• > Z Q F m 1 J O 5 Q� md.J(n00 R 1 J RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 19024 ft3 x 0.0167 = 222 cfm 2 Winter infiltration bad 1.1 x222 cfm x 32 °F WinterTD = 7813 Btuh a Winter infiltration HTM 7813 Btuh / 350 ft2 Total window = 22.4 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 19024 ft3 x 0.0167 = 127 cfm 2 Summer infiltration bad 1.1 x 127 cfm x 18 °F S�TD = 2511. Btuh a Summer infiltration HTM 2511 Btuh / 350 ft2 Total window = 7.2 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 127 cfm = 3740 Btuh t-1 VGCUU1w U - r-qu1l.1111C11L Jleilly Ludub 1. Sensible sting load Sensible ventilation bad 1.1 x 75 cfm vent x 18 °F S1mrT> rTD = 1485 Btuh Sensible load for structure (Line 19) + 28202 Btuh Sum of ventilation and structure loads = 29687 Btuh Rating and temperature swing multiplier x Equipment load = 0.98 29093 Btuh sizing - sensible 2 Latent sting load Latent ventilation load 0.68 x 75 cfm vent x 43 grAb moist.dfff. = 2212 Btuh Internal bads = 230 Btuh x 6 people + 1380 Ruh Infiltration load from Procedure C + 3740 Btuh Equipment sizing bad - latent = 7332 Bluh 'Construction Quality is: a No. of Fireplaces is: 0 Boldlitalic values have been manually overridden Printout oertified by ACCA to meet all requirements of Manual J 7th Ed. t wrightsoft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 ACE:\Files\Lennar0rlando2002\COZUMEL\COZUMEL.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Pr • forma• For. LBV\NR HCNES Notes: Weather. Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF DesignTD 32 OF DesignTD 18 or Daily range M Relative humidity 50 % Moisture difference 43 grAb Heating Summary Building heat loss 35476 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 35476 Btuh Infiltration Method Simplified Construction quality Fireplaces Average 0 Area ft2 Volume (P) Heating 199023246 Ca Zing 19024 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 222 127 Heating Equipment Summary Maka BRYANT Trade Model Efficiency a3 HSPF Heating input Heating output 0 Btuh @ 47°F Temperature rise 0 OF Actual airflow 1400 cfm Air flow factor 0.039 ctn/Btuh Static pressure 0.40 in H2O Space thermostat Sensible Cooling Equipment Load Sizing Structure 28202 Btuh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mfg. data n Rate/s Mng multiplier 0.98 Total sens. equip. load 29093 Btuh Latent Cooling Equipment Load Sizing Internal gains 1380 Btuh Ventilation 2212 Btuh Infiltration 3740 Btuh Total latent equip. bad 7332 Btuh Total eeqquipment bad 36425 Btuh Req. tafal capacity at 0.80 SHR 3.0 ton Cooling Equipment Summary Make BRYANT Trade Cond Coil Efficiency 14 EER Sensible cooling 33200 Btuh Latent cooling 8300 Btuh Total cooling 41500 Btuh Actual air flow 1400 cfm Airflowfactor 0.050 cfrrVBtuh Static pressure 0.40 in H2O Load sensible heat ratio 80 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. „ wrligt-itsoft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 AGCk E:\Files\LennarOrlando2002\COZUMEL\COZUMEL.rsr Page 1 RIGHT-J WINDOW DATA 61 DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVING a n nw 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 BED3 a n nw 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 M BATH MWIC ►TiT--T a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 32.4 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 1.0 5.0 47.4 23.3 2.9 „ wrighitsoft Right -Suite Residential5.5.17 RSR26017 2004-Jul-27 15:21:30 j CCA E:\Files\Lennar0riando2002\COZUMEL\COZUMEL.rsr 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 nw b c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 9.8 0.0 LAUNDRY a n nw b c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 9.8 0.0 BATH wraghtsoft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 ,4C.M E:1Files\LennarOrlando2002lCOZUMEL\COZUMEL.rsr Page 2 RIGHTd WORKSHEET Entire ouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 r r� rn 1Racmdmer�rs N3rmdmc n ErtireHouse UVING DINING 14TCFEN Jvuuu�w_ 2 Ler� olgmsedwal mo ft 49.0 ft 120 ft 25.0 ft 3 120 x 19.0 ft 19.0 x 120 ft 140 x 11.0 ft 4 Cekq. CmJt Cpbon 8.0 ft I he9mol d 8.0 ft he@Umd 8.0 It 1 8.0 ftl he tbod TYFECF I CST HTM Area load(F3hh) Arm Load(FW1) Area Load(BW1) Area Load(F3 h) E0,09FE NG Htg Clg (ft� Htg Clg (ft� Htg I Clg (ft� Htq Clg (ft') Htg I Clg 5 Gross a 143 4.6 21 1000 "" 240 96 E�Q7oeed b 12C 29 1.9 1184 `"" 0 "" " * 0 ""' "" wabard o 13C a2 1.2 IT 0 partitions d 0.0 0.0 0 0 `"' "" 0 e 0.0 0.0 0 "" 0 0 f 0.0 0.0 0 0 .... "" 0 6 VOTbnsad a 1C 37.0 " 25B 9BQ ""` 47 1722 23 661 "' IC 362 " classdoas b 8C 37.0 41 15C6 0 0 0 0 0 F-I�� c 9C 387 0 0 0 0 0 0 0 d 3C 23.2 0 0 0 0 "`* 0 0- 0 *' e 0.0 0 0 °"' 0 0 0 0- 0 f 0.0 0 0 0 0 '""' 0 0 '"° 0 7 VNibmad North 20.4 14 - 286 0 - 0 0 '"ih` 0 - 0 glass doors NEM 39.4 116 - 4559 47 - 1836 23 - 918 C - 0 Coolig ENV 0.0 0- 0 0 `°" 0 0- 0 0 SISGW 47.4 180 - 8549 0 - 0 0 '* " 0 ic 455 Sodh 0.0 0 *°" 0 0- 0 0 "" 0 C*" 0 Horz 0.0 0 '" 0 0- 0 0 "'" 0 C""` 0 8 Cl-doors a 11A 18.9 127 a) 395 2) 20 395 2M 0 0 0 0 0 b 10O 147 9.9 19 280 189 19 230 189 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 143 46 21 8Z7 39M 17M 173 797 356 73 335 150 191 8rT 362 ep sad b 12C 29 1.9 1G27 2957 1996 0 0 0 0 0 0 C 0 0 vr&ard c 13C a2 1.2 133 419 155 133 419 155 0 0 0 C 0 0 paititiors d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 CeUhgs a 16-3 1.1 1.4 13i0 1394 1830 0 0 0 0 0 0 C 0 0 b 16C 28 a5 0 0 0 0 0 0 0 0 0 C 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 144 3732 0 49 1270 0 12 311 0 2 643 0 (Note: room b 193 1.1 0.0 0 0 0 0 0 0 0 0 0 C 0 0 perimmler c 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 is dspl. d 0.0 0.0 0 0 0 0 0 A 0 0 0 C 0 0 kxslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 Ibas) f GO 0.0 0 0 0 0 0 0 0 0 0 C 0 0 12 Irfdration a 2Z4 7.2 350 7813 2511 86 1923 618 23 521 167 1 219 70 13 &Azlotalbss; + ...+11+12 - 32251 "" "'" bw """ "` 27ffi "' """ 2105 Less ederral heatilg - 0 - *"' 0 "" '�` 0 '� " "" 0 Lesstarsfer - 0 - 0 0 '� "" 0 Heatirg redistribrtion - 0 - 'd` 0 •"• 0 •••• •""" 0 •"'• 14 Dud loss 10'/ MM '"" 10'/ 690 "" 10" 203 "" 10° 211 15 Tdel loss=13+14 - 35476 '""" "" 7477 'd' """ m ""' '*" 2316 16 Int gams PIK* @ 300 6 - 1800 0 """ 0 1 - 300 C- 0 Appl. @ 1203 2 - 1800 0 "" 0 0 - 0 1 - 12D 17 &dd RSHg3iF7+8+12+16 - 25638 *"* °"' 3415 - - 1535 - - 2127 Less ederral doolig - - 0 - •"" 0 - - 0 - - 0 Lessbarder - - 0 `"*` """ 0 - - 0 - "*' 0 Coolirg redsbWbon - - 0 - "" 0 - - 0 - 0 18 Dud gain 101/ - 2554 10°/ - 342 100/. - 154 101j, 213 19 Total RSH gsirF(17+18)*PLF 1.00 - 2M 2 1.00 - 3757 1.' - 16E3 1.00 2339 2J Air required (dm) "" 1400 1407 - 235 185 "°° 813 84 "*" 911 116 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Iftwrightso-Ft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-2715:21:30 E:\Files\Lennar0rlando2002\COZUMEL\COZUMEL.rsr Page 1 RIGHT WORKSHEET Entire ouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 M[i1 1 Nareofmo�LnJ lfd4Sr FAMILY PNDR �3 T4I,m\tj 2 Ler'hofepoaedwal 10.0 ft 48.0 ft 0.0 ft 27.0 ft 3 Rucmdrnasiors 10.0 x 10.0 ft 16.0 x 2D.0 ft 7.0 x 40 ft 140. x 13.0 ft Ce4ncgs Card[ Option 8.0 fthaatbool 8.0 ft h3tAvd 8.0 ft haatbool 8.0 ftj heatdlod TYFECF I CSr HTM Arm Loadw) Area Loadw) Area Load(t314 Area Load(4 E*CSLfE ND. Htg Clg M Htg Clg M Htg Clg (ft� Htg Clg (ft) Htg Clg 5 Qrus a 143 46 21 60 ""' 0 "° "' Foad to1x 29 1.9 0 """ "a 0 0 °"' 21 vabard c 1M a2 1.2 0 """ "" 0 "" '"" 0 partitions d 0.0 0.0 0 "" 0 "'" "" 0 """ °"° e 0.0 0.0 0 m " ..e 0 `" '..` f 0.0 0.0 0 a.. ""' 0 "a" "." 0 6 VftloAsani a 1C 37.0 " 0 0 -32 11M "" 0 0 - gassdms b M 37.0 " 41 19M - 0 0 "' 0 0 - 0 - Hea➢rg c 9C 38.7 _ 0 0- 0 0 ""' 0 0- c 0 `M' d 3C 23.2 - 0 0 "" 0 0 "' 0 0-c 0- e 0.0 *' 0 0 0 0 0 0- 0- f 0.0 " 0 0 ""' 0 0 *"' 0 0- 0 " 7 VWrbAr ad North 20.4 0 0 0 a" 0 0 *" 0 C"°` 0 glass doors NEM 3a4 0 0 0 *"' 0 0 0 1032 Coolm ENV 0.0 0 0 0 "" 0 0 "" 0 0 SE6W 47.4 41 "" 1934 32 """ 1536 0 0 n°° 0 Soulh 0.0 0 "" 0 0 *'" 0 0 "" 0 "'" 0 Harz 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 0 to1M 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 9 Nat a 143 4.6 21 39 181 81 352 162) 724 0 0 0 c 0 0 e ssd to 12C 29 1.9 0 0 0 0 0 0 0 0 0 19C 547 389 vat ard c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 ao 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 10 Ceilings a 163 1.1 1.4 0 0 0 0 0 0 0 0 0 1 192 Mto16v - 28 3.5 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 (10 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 10 219 0 43 1244 0 0 0 0 1 0 0 (hbte: room to 193 1.1 0.0 0 0 0 0 0 0 0 0 0 c 0 0 fZrirn>der c 0.0 ao 0 0 0 0 0 0 0 0 0 c 0 0 isdispl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 noo+s) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Infiltration a 224 7.2 41 912 233 32 1 724 233 0 0 0 585 188 13 S&ctal bss=6+8_+11+12 "* 28H1 "' "" 47f - "' 0 - - 2293 - Less eclecrelheAM 0"" """ 0 - "" 0 - - 0 - Lessbarger 0 - 0 HeatQg red rtxbon "'" 0 "" "" 0 °" ""` 0 - ti.. 0 '* 14 Duct loss 10% 10'/ 479 `" 100 0 - 10' 223 15 Total loss =13+14 m° 3146 ""' ""' mm "" *"" 0 - "" 16 trdgans: P-101e@ 30D 0 - 0 4 "° 1200 0 °" 0 c0 Appt @. 120D 0 ""` 0 0 '"' 0 0 "' 0 0 17 SLbbtRSHgam7+8.+12+16 "" 2378 `"' "' 3m ""' '"" 0 "" ""' 1842 Less ebrral cmf g "" 0 "` 0 "" "" 0 " " '*" 0 Lesstiarsfer 0 *"" """ 0 0 0 C-Wiirg redlotritxdon ""* "'"" 0 "" 0 '"' d" 0 """ '"" 0 18 Out gain 10' ib1"' 231 10'/ - 359 100 "° 0 10' 19 Total RSH gairv(17+18)'PLF 1.OD d°' 25iB 1.00 "" 4762 1.00 0 1.00 " 3? Arregrired (drr� 1-1 125 """ 2T2 "" 0 0 *" 1m 101 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrtg1-'1tsOi9t Right -Suite Residential5.5.17 RSR26017 2004-Jul-2715:21:30 '&k E:\FileslLennarOrlando2002\COZUMEL\COZUMEL.rsr Page 2 RIGHT WORKSHEET 0 Enure ouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 ,,, nnta Narredrwn MEATH MVViC MEE) BEN jmwv�u LerPjlldegxs�Jwal 8.0 ft 2D.0 ft 17.0 ft 28.0 tt Rracmdrrgaors 120 x ad ft 6.0 x 140 ft 120 x 17.0 ft 16.0 x 120 ft Ce9rgs Ccndt Opbcn 8.0 fti heaYbod 8.0 ft haetind 8.0 It I hmfbod 8.0 ftj hedbod TYPE CF CST HTM Arm Load (Bdh) Arm Load w) Area Load (Ehh) Aim Load w) E)43o R ND Htg CIg Htg Clg (ft� Htg I Clg (ft� Htg Clg (W) Htg I Clg 5 Gross a 143 46 21 0 - - 0 - - 0 - "'" - Epased b 12C. 29 1.9 64 - - 160 - - 136 "'""` - 22 - wailsard c 13C 3.2 1.2 0 - 0 - - 0 - - - - pamors d 0.0 0.0 0 itleq 0 "" '"°"` 0 - - e 0.0 0.0 0 - - 0 ..» - 0 ,.. - c - - f 0.0 0.0 0 - - 0 "'* - D - - c - - 6 Vftbm d a 1C 37.0 " 0 0 `°'' 0 0 -22 1198 " ZC 149D - glass doors b 8C 37.0 " 0 0- 0 0- 0 0- c 0- F-Emrg c 90 38.7 " 0 0- 0 0- 0 0 '""c 0- d 3C 23.2 " 0 0- 0 0- 0 0 ""c 0 - e 0.0 " 0 0- 0 0- 0 0 ""c 0 '°""' f 0.0 " 0 0 `*" 0 0- 0 0 ""c 0- 7 Vlkdlnsari North 20.4 0 - 0 0 "°"°' 0 4 """ 83 E.- X2 lass doors ND WV 39.4 0 - 0 0 '"°"' 0 0 """ 0 c 0 rg ENV QO 0- 0 0- 0 0 """" 0 - 0 SE/SW 47A 0 - 0 0 - 0 28 *"' 1342 - 1636 South 0.0 0- 0 0- 0 0- 0 - 0 Hoe 0.0 0- 0 0 "" 1 0 0- 0 *`" 0 8 Ctherdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 b 10D 147 9.9 0 0 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 D 0 0 01 01 c 0 0 9 w a 143 4.6 21 0 0 0 0 0 0 0 0 0 c 0 0 e� b 12C 29 1.9 64 184 124 160 4;1 311 298 371 1 531 359 walsand c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 garb- d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 1,3 1.1 1A 96 101 133 81 89 116 231 215 213 1 7D 211 b 16C 28 3.5 0 0 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 (Note: room b 193 1.1 0.0 0 0 0 0 0 0 0 0 0 c 0 0 parirmler c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 fbors) f 6.6 do 0 0 0 0 0 0 0 0 0 c 0 0 12 Irfiltration a 224 7.2 0 0 0 0 0 0 32 724 233 q 833 13 Sulloalbss*t8.+11+12 2w "" ""cm - "" 2435 Less edw-dh� "�'. 0 "' - ."". 0 ... ."". 0 b. Lesstrarsfer 0 "" "" 0 - 0 0 Hea6rg redilan 0«• �'• 0 - •°° 0 ,•,• ••» 0 ••°• 14 Duct bss 10'/ 29 "` 1TI, 55 - 10° 244 """ 10j, aB 15 Total loss =13+14 °" 314 6A - ' "" �79 "" 3385 * " 16 A gaim Pe4k @ 300 0 - 0 0 - 0 1 3M C `.«` 0 Apo. @ 13D 0- 0 0- 0 0 " °' 0 c- 0 17 &JD(nt RSH gatF7+8 +12++16 ""` - 2/ `"" °"" 427 '"'* "' 2441 "* 2i46 Less a wofrg - 0 0 '"' '""' 0 °"' '"° 0 Lesstrarsfer - 0 - - 0 '" 0 "" - 0 Coolirgredstibrbon ""' - 0 '°"'' - 0 "' '"" 0 - 0 18 Duct gain 10°/ - 25 10°/ - 43 101 "" 10' """ 19 Total RSH Bair F(17+18)*P F 1.00 - 293 1.00 - 470 1.00 ' " 2�7 1.00 "" 2311 20 Air required (dm) 1 14 _1 2 23 """ 106 133 134 145 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wt tghtsoTC Right -Suite Residential5.5.17 RSR26017 2004-Jul-27 15:21:30 E:\Files\Lennar0riando2002\COZUMEL\COZUMEL.rsr Page 3 RIGJIT-J WORKSHEET Ent►re Mouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 rural f�trreofroom LCFT Es�2 LALMDRY BATH 1rvvruvr��. 2 Lerglhofeq edwdl 10.0 ft 27.0 ft 6.0 ft 5.0 ft 3 Rersixs ocmdm 27.0 x 10.0 ft 140 x 13.0 tt 10.0 x 6.0 ft TO x 5.0 ft 41 CeBrq. Ccndt Cption 8.0 It 1 8.0 fti heat(1od 8.0 ft I haatlood 8.0 ftj heaVood Tyma: I CST HTM Prey Lced(Biir) Area Lcadw) Prey Lrsti(Btih) Area. LoadW) EVCS-1 E ND Ht9 I Cig (ft� F4g Cig (ft� Htg Clg M Htg Cig M F-ftg I Cig 5 Gress a 143 4.6 21 0 - - 0 '"'°' - 0 - - c Eked b 12C 29 1.9 80 '"'"" - 216 - `"°" 43 - - <*'' * valsard o 13C 32 1.2 0 - - 0 - - 0 - "a° C partitions d 0.0 0.0 0 "'° - 0 - - 0 `""' - e 0.0 GO, 0 ..,. .,.. 0 - - 0 - .. , f 0.0 0.0 0 .,e. - 1 0 - 0 ti.* - 6 VNYbnsa-d a 1C 37.0 - 23 861 - 26 sm - 10 362 ' "'c 0 - gas, doors b 8C 37.0 " - 0 0 - 0 0 - 0 0 '°`"" c 0 - I-emrg c 9r 38.7 `" 0 0- 0 0 "" 0 0 "'"c 0- d 3✓ 23.2 0 0 "" 0 0 "*' 0 0 c 0 '"'"' e 0.0 0 0"°' 0 0m 0 0 c 0- f 0.0 0 0 "" 0 0 "" 0 0 '""c 0- 7 .V%-d3AGa-d North 20.4 3 '" 11 2 ""' 42 0- 0 C 0 glass doors NETNV 39.4 0 "" 0 10 386 10 - 386 0 Cbdig ENV 0.0 0 "" 0 0 """ 0 0- 0 0 SESW 47.4 20 '"" 965 14 671 0 - 0 1 "'* 0 SoUh 0.0 0 0 0 '" 0 0- 0 "" 0 Horz do 0 '"" 0 0 "" 0 0- 0 0 8 Ceierdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 b 10D 147 9.9 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0- 0 0 0c 0 0 9 NE a 143 46 21 0 0 0 0 0 0 0 0 0 c 0 0 eposed b 12C 29 1.9 57 163 110 190 547 369 38 110 74 It 115 78 wail and c 13C a2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 partitions 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 0.0 0 0 0 0 0 0 0 0 0 c 0 0 10 Ceilings a 163 1.1 1.4 270 374 182 192 252 60 63 83 51 53 69 to 18C 28 3.5 0 0 0 0 0 0 0 0 0 0 0 c a Q0 0 0 0 0 0 0 0 0 0 c 0 0 d 66 6.6 0 0 0 6 0 6 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 c 0 0 (Note: room b 193 1,1 0.0 0 0 0 0 0 0 0 0 0 0 0 perirneber c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Infiltration a 224 7.2 23 521 167 26 581 187 10 219 7-13 0 0 13 SLbo al bss=6+8..+11+12 ""' 1830 °" - 2281 - - 755 - "" 163 Less e(term h�&Q "' 0 - 0 - - 0 - 0 Lesstrarder 0 - 0 - - 0 - .,.. 0 .... Heetirg recistnb tip1 0'°" - 0 - - 0 - "„ 0 14 Dud low 10°/ 183 `" * 10°/ 229 "" 100 75 - 101 17 - 15 Total loss =13+14 "" 2113 "" - 2510 `"° i°"°' 830 - - 1ffi - 16 Int gains People @ 300 0 0 0 - 0 0 ""' 0 c 0 Apo. @ 1200 0 `" 0 0 `�' 0 1 "` ffi0 "" 0 17 Slut RSH �7+8.+12r-16 ""° *`"* 1677 - - 1937 - 1214 _ *" 147 Less ederrel cmGg "" "'* 0 " * - 0 0 0 LBssbarder Codirgrecistrilou[m "" *"' 0 - 0 `.a 0 0 18 Du3gain 10°/ "" 168 10°/ - 191 10° 121 10° "" 15 19 TdalRSHcprn=(17+18)1 F 1.00 1845 1.00 - 2788 1.OJ 1335 1.OD 2D AirregAred (dm) - 79 92 --! 93 104 --1 33 ffi ' 7 8 Printout oeffi ed by ACCA to meet all requirements of Manual J 7th Ed. wrrghtsoi� Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 'A E:\Files\LennarOrlando2OO2\COZUMEL\COZUMEL.rsr Page 4 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.4 The higher the score, the more efficient the home. 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) 2366 ft2 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 ft2 b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 8. Floortypes a. Slab -On -Grade Edge Insulation R=0.0, 144.0(p) ft _ b. N/A c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft2 b. Frame, Wood, Exterior R=11.0, 1026.8 ft2 e. Frame, Wood, Adjacent R=11.0, 133.0 ft2 d. N/A e. N/A 10. Ceiling types a. Under Attic R=30.0, 1320.0 ft2 _ b. N/A _ c. N/A 11. Ducts a. Sup: Una. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. NIA 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above en vtng features which will be installed (or exceeded) in this home before final is ise, new EPL Display Card will be completed based on installed Co an; Builder Signature Date: 11/21/06 Address of New Home: 225 Bella Rosa Circle Sanford, FL 32771 Cap: 41.5 kBtu/hr SEER:14.00 Cap: 41.5 kBtu/hr HSPF: 8.30 Cap: 50.0 gallons EF: 0.90 PT, *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 orgreater (or 86 for a US EPAIDOE EnergyStar designation), your home may qualify for energy efficiency mortgage (HEM) 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 Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8S0/487-1824, 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2&4, EnergyGaugeO (Version: FLRCSpB v4.0) COUNTY OF SEMINOLE IMPACTrFEE STATEMENT .ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-75186 .. DATE: ! BUILDING PERMIT NUMBER- /,fF ,YS) COUNTY NUMBER: UNIT ADDRESS: Aw TRAFFIC ZONE: JURISIITC ION; 06 CITY OF SANFORD SEC: TWA NG: PARCEL: --�-- . SUBDIVISION; � i - TR CT;. _ PLAT BOOK: PLAN BOOK PAGE: , ) BLOCK: LOT: I OWNER NAME: ADDRESS: APPLICANT Ni ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached -- Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT_.. OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS FORTH O dwl unit $ 000.00 1 $ 000.00 LIBRARY CO --WIDE O dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT RECEIVED BY ... :' SIGNATURE: ' k (PLEASE PRINT, NAMg k 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: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT I5 VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** REVISIONS NOTES: 1) EXTERIOR Ist 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 0 56" A.FF NET SHOWER 0 64" A.F.F. WET TUB 0 46" A.F.F. OVER COUNTER TOP a 24" FROM COUNTER OVER ROMAN TUB ® 56' A.F.F. 5) TP - TOILET PAPER FIX. 0 24" A..F.F 6) ALL EXTERIOR WALL5, LE55 OPENINGS, ARE TO BE CONSIDERED SHEAR WALL5 UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO GON57RUCTION. 1) GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 120 M.P.H. B) ALL TUB d SHOWER UNIT5 WILL HAVE ANTI -SCALDING DEVICES INSTALLED. 9) ALL DOORS TO BE 6-8" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PAF- 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 LE55 THAN I/2" GYPSUM BOARD APPLIED TO THE GARAGE SIDE. 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8" TYPE X GYPSUM BOARD OR EQUIVALENT. 15) ENCL05ED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2' GYPSUM BOARDS. = - INDICATES WALL 5R3. HT. 0 9-4" ® - INDICATES BEARING WALL 39'-O" 10'-4" � in I I I I I I I I ELEVATION A FRONT 1 SHOWN. SEE SHEET A103� FOR ELEVATION B d C I I 1 I =I I f I I I I I I f I I I = 1 I I 20'-4" i O '7,-10„ 3 _3 m 3'_ ilk 4'-2" 3'-T" 15'-2" O v O O I =ttv ry 8" ;p TTT1 III11 I I11 m 1 11 LLL L -f° O 'T m i --- I I iv 1 O v cw II'-11U" 4'-2" 3'- I�" O a ry 0 -- ----------- - - - - - - - - - - ------------- co-------- - - - - i I 1 4'-O" 14'-4• I I m I _ • - I W-------------------Ff FIR5T FLOOR PLAN W/ DIMEN51ON5 1/5' 0 1'-0" ANY 12156REPANCY OR ERROR IN DIMENSIONS OR NOTES 5HALL BE BROUGHT TO THE ATTENTION OF THE DE516N PROFE55IONAL FOR CLARIFICATION PRIOR TO COMMENCEMENT OF GON5TRUCTION. D EIITtON ENGIMEEiING COM ANY. INC CGNSVLPrN EN INEF tamwrt. ELgllp s"nt rut r..t.n Lc owr .etxccom z u Z W m CwWlcot"'iq. EB-0006E)t 1M •W r gewA e 0'r'•'M —1 ler "trvctw� lNyn oNr. twrno:coE "I,cMMroE pumWnq "M <Nr A101-1 NOTES- 1) EXTERIOR Ist FLR WALLS 8' CMU U.N.O. 2) INTERIOR d 2nd STORY EXTERIOR WALLS 3 1/2' U.N.O. 3) ' • " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA ® 56' A.F.F WET 5HOWER ® 64' A.F.F. WET TUB ® 46" A.F.F. OVER COUNTER TOP ® 24" FROM COUNTER OVER ROMAN TUB A 56' A.F.F. 5) TP - TOILET PAPER FIX. ® 24" A.F.F b) ALL EXTERIOR WALLS, LESS OPENINGS, ARE TO BE CONSIDERED SHEAR WALLS UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. "I) GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 120 M_P.H. 8) ALL TUB d 5HOWER UNITS WILL HAVE ANTI -SCALDING DEVICES INSTALLED. q) ALL DOORS TO BE 6'-8" TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTE5 PICTURE WINDOW FLANGE (CMU) 11) THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LE55 THAN i/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LE55 THAN 5/8" TYPE X GYPSUM BOARD OR EQUIVALENT. 13) ENCLOSED ACCE551BLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR 5URFAGE AND ANY 5QFFIT5 PROTECTED ON THE ENCLOSED SIDE WITH 1/2' GYPSUM BOARDS. WALL LEGEND O- INDICATES WALL Bf;rs. FIT. 9 18'-6 3/4" INDICATES BEARING WALL 3q'-O' 1 II'-17 T'-O" 11'-84' q'-2' I — � I I I i I O I� I I I =Rv r in �I I1 = O L J ry N tY N v fV IP-521, 2' ( 5, = — I 2'-1' Iq'-I" 3q'-O' 15'-4' 2'-&" I N D BENnOM ENGueEAING Comp . CONSULTING ENGINEERS = Z--- so (JY1) 3t1—OtOp fN .13t) N]�-0112 r .Ibeci. Q Z � W Ot 5EGOND FLOOR PLAN WI DIMEN51ON5 SEAL —." o uz �..v.,m. — laaretaxat�f roc.a�arr: r,.=M-y .71 r..er Nt xa ce-aooee�l Tti «N r orcr an �W a,owq .N ro. Ni"ctvol a..pn � wr+�nKa Y«vknl N�q one ci+a ec:yn en «okay «cre.n ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTES SHALL SE BROUGHT TO THE ATTENTION OF THE DE5167N PROFE55IONAL FOR CLARIFICATION PRIOR TO COMMENCEMENT OF CONSTRUCTION. j 1 93MCode Administration, Plan Review & Inspection Services CAPRI BNGI N E P. A.IN.G Private Provider Plan Compliance Affidavit Private Provider Firm: Code Administration, Plan Review & Inspection Services Private Provider: Gary H. Elzweig, PE Address: 1079 Shoteun Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: gelzweig a capriengineerinj!.com I hereby certify that to the best of my knowledge and belief the plans submitted were reviewed for and are in compliance with the Florida Building Code and all local amendments to the Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and holds the appropriate license or certificate: Name: Wayne A. Vater Project: Lennar Homes — Celery Estates — Cozumel — R — Lot # 18 Plan Sheets: Review for pages- AOOOR, A101-1R, A101-2R, A102-1R, Al02-2R, Al03R, A201R, A202R, A203R, E101R, E102R, M101R, M102R, A301, A302, A303, S101R, S201R, S202R, S301, S301-OPT, S302, S303, S304, S601, S602, and all information / engineering packets provided. Plumbing approved as noted: need to provide a cleanout at the base of washing machine stack- per FRC P3005.2.6 and provide a thermal expansion tank or valve at water heater location per FRC P2903.4. Florida License / Registration / Certification #(s) and description: Florida Licensed Plans Examiner Number: PX 2206 and SPF 154 Signature of Reviewer: SWORN AND SUBSCRIBED before me by being personally known to me X or having produced as identification and who being fully sworn and cautioned, state that the foregoing is true and correct to the best of his/her knowledge or belief. I Signature of N tary Print Name Notary Public: NOTARY STAMP BELOW ` ` , LEILA YASMINJONES 'S t MY COMMISSION # DD505846 1 ��OiFl9 EXPIRES: Jan.10,2010 My commission expires: kf IDI� 10 (��39�1� "addaNW&y,��,am 111 CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 ■ Orlando, FL 32809 ® (407) 855-1860 s Fax: (407) 855-1868 www.capriengineering.com Print±Form Code Administration, Plan Review & Inspection Services .CAPRI E.N G I N f r R ING Notice to Building Official of Use of Private Provider Project Name: Celery Estates North Address / Parcel ID: 29/19/30 Services to be provided: Plan Review ❑Q 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 William Graham , the fee owner, affirm I have entered into a contract with the Private Provider indicated below to conduct the services indicated above. Private Provider Firm: CAPRI Engineering, LLC Private Provider: Gary H. Elzweia. PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando FL 32809 Telephone: 407-855-1860. Fax: 407-855-1868 Email Address (Optional): gelzweiaPcaprienaineering.com Florida License, Registration or Certificate #: 00034163 I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit application, as authorized by s. 553.791, Florida Statutes. I understand that the local building official may not review the plans submitted or perform the required building inspections to determine compliance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building, inspections will be performed by licensed or certified personnel identified in the application. The law requires minimum insurance requirements for such personnel, but I understand that I may require more insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold harmless the local government, thelocal building official, and their building code enforcement, personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit. application. I understand the Building Official retains authority to review plans, make required inspections, and .enforce the applicable codes within his or her charge pursuant to the standards established by s. 553.791, Florida Statutes_ If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance and does not include review for fire code, land use, environmental or other codes. CAPRI Engineering LLC 6925 Lake Ellenor Drive Ste #200 ■ Orlando, Florida 32809 ! (407) 855-1860 ■ Fax: (407) 855-1868 www. caprien gineering. com COUNTY OF Orange STATE OF Florida Corporation Lennar Homes Print Corporation Name By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 082.72 Phone in Signature of Notary Edward L. Dean, Jr. Print Name r Before me, this?--/;P� day of personally appeared William Graham Of Lennar Homes, a corporation, on behalf of the state corporation, who executed the foregoing instrument and . acknowledged before me that same was executed for the purposes therein expressed. NOTARY STAMP BELOW _ OSp,RY P�aO EDWARD L DEAN, JR. * * My COMMISSION # DD &M7 EXPIRES: May 10, 2010 �frF0F f��P\OP Bonded Thor Budget Notary Servkes City of Sanford wa-+.vr.�:s,Fx mxzstte>ce�,�Hait+��T+�Y„cka^xtF Application for Engineering Permit -'The Friendly City" This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: L Check_ One: ❑ Right -of -Way Utilization L^J Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT- Applicant Name: Le n na r Homes Finn: Address: 101 Southhall Lane Ste 4S0 Maitland, Florida 32751 Pnone: (407) 682.7266 Fax: (407) 682.4396 - Date: 1. PROJECT LOCATION OR ADDRESS: ZS V 2. TITLE OF APPROVED DEVELOPMENT PLANS: APPROVAL DATE: -7 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY: ,XI Driveway Installation ❑ Aerial Installation ❑ Underground Utilities ❑ Bore and Jack El Open Cutting of Roadway ❑ Sidewalk Installation ❑ Other 5. SPECIFIC DESCRIPTION: Driveway Installation For A Single Family Home 6. EXCAVATION INFORMATION:' Total Length (Feet) Number of Open Roadway Cuts 7. AERIAL INFORMATION: Length — (Feet) Number of Poles. — (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE_ THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY, OF SANFORD FROM AND AGAINST ALL LOSS, COST, DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ' CALL THE PBLIC PT. 7) -5681 TO SCHEDULE A PRE -POUR INSPECTION ' BEF U IG CALL SUNSHINE 1-800-432-4770 Applicant Signatu Date: Engpr t.pdf I "o CITY OF SANFORD P.O. BOX 2847 SANFORD, FL 32772-2847 x,< (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. PROP RTY rg STREET ADDRESS: �` J ,yo LEGAL DESCRIPTION: Has the site plan been approved by the Planning Board ? If yes, when? 3. PROPOSED DEVELOPMENT New Sin le Famil Residence What is the property to be used for? 9- 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 informatio%,7up6li9fl v/tt,Ois/iffpplication is true. Michael J. O'Neill (Print Name) jjj norfurel 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) (DATE) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) City Manager' City of Sanford 3GO N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) Celery Estates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: - Construction of new sinqle family residences - (1 fie 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 developmenC 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 Iosses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennar.com DATE Page 2 The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document_ WITNE Signature. Alice Hardway Printed/Typed Name e Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA COUNTY OF SEMINOLE ) (OWNER). Sign e William Graham Printed/Typed Name _ Division President - Title The foregoing instrument was acknowledged before me this 3rd day of June 2006 by William Graham as Division President for Lennar Homes who is personally known to me or o who produced their Florida Driver's License as identification. Notary Public, State of Florid Print Name: L�I- e 11 qoL My Commission Expires: °1�ar v�e�c EDWARD L DEAN, JR. FI.SHA_ENGCDept fomLs\Estoppel letter.doc # * MY COMMISSION i DD 550907 EXPIRES: May 10, 2D10 a'+,ram �r`Oe Bonded ft BudgetNotery S MD" L E N�NA R: Quality. Val—bategif .,_ City Of Sanford Sanford, FL Good Day: This letter will serve as authorization to allow Michelle Berger, Alice Hardway, Edward Dean and Angelo Santiago to obtain permits on behalf of Lennar Homes. Community: Celery Estates S2O/T19/R30 Lot: The qualifying agent is Michael J. O'Neilland his license is CRC057820 Thank you for your cooperation. Very Truly Yours, i Mich 1 . O'Nei I SWORN TO AND SUBSCRIBED before me this' day of �� 7�C 2004-- at Altamonte Springs, FL This person known to me by Personal Knowledge_ (Notary Public) EDWARD L DEAN, JP MY COMMISSION # DD 550907 * * EXPIRES: May 10, 2010 sgT�oF ��\Ot. Bonded Thru Budget Notary S0*0 Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland', Florida 32751 Teleohone: 407-682-7266 • Fax: 407-682-439.6 • CGC# 057320 • wwwJennArmm Ilk A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, FOR BOTH INTERIOR AND EXTERIOR USE Vol and DECAY FUNGI For use in and around Homes, Apartments, Garages, Museums, Public and Private Institutions, Schools, Hotels, Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact Surfaces i Edible d blelProduct Areas of nspecoPrograms. Off cial Establishments Operating under the Meat, Poultry, Shell Egg Grading and Egg ACTIVE INGREDIENT: EPA Reg. No.64405-1 Disodium Octaborate Tetrahydrate (NazBBO„ • 4F IZO..........60.0% U.S. Paten Nos.A Est. o ,104.664 5.296,240 INERT INGREDIENTS: .......:............................................ Density: 11.51 pounds per gallon WiflQ017 REACH OF CHILDREN WRIUMIMPLME PRECAUTIONARY STATEME RI ENGINt Id be removed or covered during treatment. All food g surfaces should be covered during treatment or Hazards To Humans & Domestic Animals thoroughly cleaned before using. After treatment in food processing CAUTION: Harmful if absorbed through skin. Avoid contact with skin, plants, thoroughly wash all equipment, benches, shelving, etc. where eyes or clothing. Wash thoroughly with soap and water after handling• and�snseed food will be with potable watlerd with an effective, cleaning compound When spraying overhead interior areas of'homes, apartment buildings, Statement of Practical Treatment etc. cover or protect all surfaces below the area being sprayed with It Inhaled: Remove .victim to fresh air. Apply artificial respiration .if plastic sheeting or other material which can be disposed of it indicated. Contact a physician if warranted. 11 In, Eyes: Flush with contamination from dripping occurs: Do"not apply in food serving areas plenty of water. Get medical attention it irritation persists. Ii On Skin: while food is exposed Wash with plenty of soap and water. Get medical attention. BORA-CARE- is NOT a soil termdfcide and should not be used directly IN CASE OF A MEDICAL EMERGENCY involving this product to treat the soil call (800) 424-9300 or your local Poison Control Center. =STORAGE AND DISPOSAL Do not te"water, food or feed by storage or disposal con " Environmental Hazards r BORA-CARE solutions carelessly spilled or.applied to cropland or PESTICIDE STORAGE: Store in a dry place. Do not sto"re where growing plants including trees and shrubs may kill, or seriously retard child -an I I or animals may gain access. Do not freeze. plant growth. Cover plants and nearby soil with plastic td".avoidsing of contamination. Do not apply directly to water. Do. not contaminate PESTICIDE nt a hwaters- Wastes result ng f om theo not contaminate water use of this product water when disposing of equipment washwaters. :may be disposed of on site or at an approved waste disposal facility. a manner DIRECTIONS FOR USE CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for It is a violation of Federal law to use this product inrecycling or reconditioning, or puncture and dispose of in a sanitary landfill, or incineration, or it allowed by state and local authorities; by inconsistent with its labeling. burning. If bumed, stay out.ot smoke. NOTICE Read and understand the entire label before using. Use only according to label directions. -^• Before buying or using this product, read -WARRANTY LIMITATIONS AND DISCLAIMER" statement found elsewhere on this label. If terms are unacceptable, return unopened package to seller for full refund of purchase price. Otherwise, use by the buyer or any other user constitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER. BORA-CARE® should be applied only to bare wood, plywood, particle board and other cellulosic materials where an intact water repellent barrier such as paint, stain, or a sealer is not present. The use of this product in food processing establishments should be confined to time periods when the plant is not in operation. r- MADE IN THE U.S.A. CLEANUP. Use soap and water to clean up too s. SAFE HANDLING PROCEDURES Applicators and other handlers must wear long-sleeved shirt and long pants, socks, shoes, chemical -resistant gloves, and protective eyewear. When applying BORA-CARED in confined spaces, it is recommended that ventilation or an exhaust system be provided. It this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHA/NIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARE" Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 (800) 264-0870 vwww.nrsuscorp.com o=, I. MIXING INSTRUCTIONS BORA-CARE" is a concentrate which must be diluted with clean water before use. The use of warm or hot water, if available, and an impeller type mixer which can be used with an electric drill aids the dilution process. A. Hand Sprayers: Mix in a clean container and stir the solution. until completely uniform. Always mix in a separate container, then add the solution to a spray tank. Mixing BORA-CARE° directly in a spray tank can block hoses and nozzles. B. High Volume Pumping Systems: Add all of the dilution water to tank, start recirculator, then slowly add BORA-CARE® concentrate. Allow to mix until uniform. Use 1:1 and 2:1 BORA-CARE°' solutions within 24 hours after mixing. 5:1 solutions will remain stable for up to 30 days. Do not leave unused solution under pressure or in tank overnight. Clean and/or flush equipment and lines with water after use. BORA-CARE® may be tank -mixed with an approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. 11. DILUTION RATIOS by volume. TABLE A. Dilution Ratios Water to Target Pests BORA-CARE® Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 used tore n ratnoio may be ' Termites Drywood Termites 1:1 or 2:1. Anobiid and Lyctid 1:1 or 2:1 Use a 2:1 dilution ratio for treating hardwood floors. Powderpost Beetles Logs require a 1:1 ratio. All other beetle species 1:1 Carpenter Ants 1:1 or 2:1 Decay Fungi 1:1 or 2:1 Use a 1.1 dilution ratio on wood members 2- thick or greater. Drywood Termites, 5:1 Two (2) applications required for surface spray. Powderpost Beetles and For prevention only. Decay Fungi TABLE B. Dilution Ratios Application Water to BORA-CARE° Application Notes Logs, Large Beams and 1:1 All Insects and Decay Fungi. Dimensional Lumber Preventative Treatment of 2:1 Useers la Decking, Fences and a thickness or s. Plywood Prevention of Powderpost 5.1 For prevention only. Beetles and Drywood Termites Logs, Large Beams and 5.1 Dip treatment only. Dimensional Lumber . GENERAL INFORMATION BORA-CARE" is an innovative termiticide, insecticide and fungicide that eliminates existing infestations and provides long term protection against: Subterranean Termites: Reticulitermes, Heterotermes Formosan Termites: •Coptotermes Dampwood Termites: Zootermopsis,.Neotermes Drywood Termites: Kalotermes, Incisitermes Powderpost Beetles: Lyctidae, Bostnchidae Anobiid Beetles: Anobiidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CARED can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components. . In areas where a soil treatment/barrier termiticide treatment is required by law, BORA-CARE® should be applied as a supplemental pretreatment to protect wood from subterrane.ap termites that may penetrate chemical gaps occurring in termiticide-treated soil. As a remedial treatment, BORA-CARE® will both eliminate and prevent infestations of Formosan, subterranean and drywood termites, wood boringbeetles, carpenter ants and decay fungi. It may also be used as a supplement or alternative to fumigation in order to provide long term residual control. Since BORA-CARE' is applied directly to the wood, it can be used in areas where environmental contamination is of concem (nearby wells, cisterns, etc.). The active ingredient in BORA-CARE" is an inorganic salt and once in place, it will not decompose or volatilize out of the wood. Treatment is long lasting as long as the treated material is not exposed to rain, continuous water or ground contact. Older wood boring beetle larvae (particularly Old House Borers) already present in the wood at the time of treatment may occasionally emerge sometime after treatment. This will not occur frequently enough to cause structural damage to any wooden member.. _ F IV. REMEDIAL TREATMENT FOR THE CONTROL OF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI A. Infested wood can be treated by spraying and/or injecting BORA-CARE® solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat of BORA-CARE* solution to the point of wetness Wall infested and susceptible wood, paying particular attention to infested areas. Two (2) coats of BORA CARE° solution need only be applied to those wood members with only one (1) or two (2) exposed sides. For quicker control, apply an additional coat onto Heavily infested areas waiting at least 20 minutes between applications. In cases where the infestation is not accessible from the surface, small holes may be drilled into the wood in order to gain access to the infested area. Inject enough diluted solution to completely flood galleries or voids. Adjacent intact wood may be treated by pressure injecting BORA-CARE® into holes drilled into the wood at eight(B)to ten (10) inch intervals. Inject at 40 psi for four. (4) to six (6) seconds per hole. For treating infested wall voids, refer to Sections IV. E. and F. 2 B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CARE' solution to the point of wetness to all infested and susceptible wood surfaces including sill plates, piers, girders, subfloors, floor joists and any wood exposed to vertical access from the soil. On wood where access is limited to one (1) or two (2) sides of wood members, such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE'solution. Wait at least 20 miutes between applications. Apply at a rate of approximately one (1) gallon of BORA-CARE' solution per 200 square feet of floor area (400 square feet of wood surface area). C. Buildings on slabs may be treated by applying BORA-CARE© solution into wall voids by locating each stud and drilling a small hole through the wall covering to gain access to the infested area. Drill .holes adjacent to the side of each stud every 18-24 inches along its length and inject at least 1/3 fluid ounce of BORA-CARE' solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void. Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment zone. D. Wood flooring can be treated by spray, brush or roller application. It will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply a two (2) parts water to one (1) part BORA-CARE® (2:1) solution at a rate of. approximately one (1) gallon of -Solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats maybe required, waiting at least one ( een applications. Allow floor to completely dry (typically 8 to 72 hours). I final finish. Moisture content must be 10 ! or less before applying 9 BORA-CARE' applicationsmay raise the grain of the wood and an additional tight sanding may be necessary before applying a new finish. Although BORA-CARE' is compatible with most floor coatings, always test a. small section of treated floor with the new finish and check for appropriate adhesion prior to coating the entire floor. NOTE: if surface is tacky or residue is evident after72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final light sanding and application of finish coat. E. For treating voids, wall studs and wood members not accessible by conventional application methods, spray or mist solution into voids and channels in damaged and suspected infested wood and/or through small holes drille4.into walls, and baseboard areas. Holes should be spaced no more than 24' apart along each member to be treated and at least one (1) hole must be drilled between each wall stud when treating base'plates. Uses . uffic,ient amount of material to cover all areas to the point of wetness. NOTE: Existing insulation may interfere with distnbutfon of the BORA-CARE' solution. If necessary, remove or displace insulation prior to treatment. F. Foam applications: BORA-CARE® can be applied to bare wood surfaces and void areas as a foam by mixing two (2) parts water with one (1) part_BORA-CARE® (2:1) and adding 3 to 8 'ounces of foaming agent per gallon of mixed solution. Apply foam being sure to completely fill the void. Foam will take approximately one (1) hour.to return to liquid state and soak into bare wood. Apply foamed BORA-CARE' to void spaces at a 1:20 to 1:30 foam ratio (one [1].gallon'of mixed solution expanded with foaming agent to produce 20 to 30 gallons of foam). Apply enough foam to completely fill void and contact all wood surfaces in the void space. G. Foam insulation may be treated by injecting a two (2) parts water to one (1) part BORA-CARE' (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as polyisocyanu rate and extruded polystyrene, have closed cell structures which do not allow significant penetration from surface application. These types of foam should be injected, as well as surface sprayed, to achieve proper control' or prevention of infestations. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSA:N, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the.control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction process when the greatest access to all wood members is available. Normally this is at the "dried -in stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. Apply one (1) coat of.a one (1) gallon water to one (1) gallon BORA-CARES (1:1) solution to all wood surfaces to the point of wetness. Concentrate application in areas susceptible to attack, to include all sills, plates, floor joists, piers, girders and subfloors. Treat wood in all plumbing, electrical, and ductwork areas where they penetrate walls or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists,* trusses, top plates, rafters and roof decking. Be sure that all sill plates and wood contacting garages and porches are treated. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE'solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all exterior wood including siding, facias, soffits, eaves, roofing, porches, decks and railings (refer to Sections VIII and IX for complete exterior application information). 3 AND REATMENTS VI. PREVENTATJVET (CRAWL SPAC,OE SUBTERRANEAN TERMITES BASEMENT AND SLAB) NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® (1:1) solution when treating for subterranean termites. .Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE° (1:1) solution to point of wetness in a 24-inch wide uninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills, plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil. Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat any wood adjacent to plumbing, electrical conduit and ducts where they penetrate subfloors or plates, and all wood next to porches, garages, and fireplaces in order to provide a two (2) foot wide barrier of BORA-CARE" treatment against termite penetration. On wood where access is limited to one (1) or two (2) sides of wood members such as sills and plates on foundation walls, apply two (2) coats of BORA-CARED solution. Wait at least 20 minutes between applications. If accessible, treat the exterior of sill areas around the entire perimeter of the structure with a 24-inch wide band of BORA-GAREB solution beginning with the sill area and extending upwards onto the sheathing material_ On multiple story structures, treat only the first story above the masonry foundation level. Coated or painted wood may be treated by pressure injecting BORA-CARE® into holes drilled into the wood at eight (8) to ten (10) inch intervals. Inject at 40 psi for four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE® (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE® solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in bath traps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier of treatment between the soil and the balance of the structure. V111. TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES V1I. PREVENTATIVE TREATMENT FOR DRYWOOD TERMITES AND POWDERPOST BEETLES Apply two (2) coats of a five (5) gallons water to one (1) gallon BORA-CAREm (5:1) solution to all wood surfaces to the point of wetness using a brush, spray or mist. Wait at least 20 minutes between applications. Apply only to bare wood or to wood surfaces where an intact water repellent or finish is not present. If necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE"' solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARE® solution to heavily infested areas and to those surfaces where access is limited to one (1) or two (2) sides of wood members. Do not apply in rain or snow. Exterior wood surfaces must not be exposed to rain or snow for at least 48 hours after treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in contact with the ground or soil, see Section XI. A. Finishing and Maintaining Treated Surfaces: For long- term protection, exterior wood surfaces which have been treated with BORA-CARED will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application_ IX. TREATMENT OF LOG STRUCTURES, TIMBERS, BEAMS, PILINGS AND EXTERIOR WOOD MEMBERS TWO OR MORE INCHES THICK Apply only to bare wood or to wood surfaces where an intact water repellent or other finish is not present. If necessary, remove paint or finish prior to application. Interior, unfinished surfaces which have accumulated dirt or cooking oils should be cleaned with a strong detergent prior to treatment. Apply a one (1) part water to one (1) part BORA-CARE° solution to the point of wetness to all.interfor and exterior wood surfaces. Refer to. application chart for minimum amount of BORA-CAREm to treat various size logs or beams_ Typically, two (2) coats of solution will be required to treat round logs 10' or greater in diameter and rectangular logs larger than 6" x 12'. Wait at least one (1) hour. between applications. Two (2) coats..ot BORA-CARE® solution should also be applied to log ends, notches, comers and sill logs. Actual number of coats necessary to meet the minimum requirements will depend upon actual wood size, surface porosity and number of sides accessible for treatment. Do not apply in rain or snow. Exterior wood surfaces should not be exposed to rain or snow for at least 48 hours after. treatment. If inclement weather is expected, protect exterior treated surfaces with a p tarp. A. Finishing and Maintaining Treated Surfaces: For long term protection, exterior wood surfaces which have been treated with BORA-CARE® will require a topcoating with a water resistant finish, paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 0 r X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing five (5) pans water to one (1) part BORA-CARE® (5:1) . This will result.in a stable solution containing 9 active ingredient. Bundled wood must be stickered in order to allow the solution to cover all wood surfaces. Logs and/or lumber should be submerged in the solution for at least one (1) minute or until all entrapped air has escaped. Protect treated wood from rain or snow for at least 24 hours after treatment. XI. TREATMENT OF WOOD IN CONTACT WITH THE GROUND A BORA-CAREm treatment to wood in contact with the ground or soil has a limited lifespan and will require periodic reapplication. Protection may be extended with the use of products such as JECTA. X11. APPLICATION RATES TABLE A. Dimensional Lumber 1 Gallon of Diluted Minimum Amount of Lumber Size Will Treat 1000. Lineal Feet (inches) Treat Up To: p 1 x 4 1,200 Lineal Fee 0.8.Gallons x 12 400 2.6 x4 600 1.6 r2.x 6 400 2.6 x 8 308 3.2 2 x 10 240 4.2 2 x 12 200 5.0 4 x 4 300 3.4 4 x 6 200 5.0 4 x 8 150 6.8 4 x 12 100 10.0 6 x 6 133 7.6 6 x 8 100 10.0 6 x 10 80 `•3... 12.6 6 x 12 68 ,• 15.0 X1I I. WARRANTY LIMITATIONS AND DISCLAIMER Because of varying conditions affecting use and application, manufacturer warns buyer that these may impair or vary the results or effects of the use of this product. in any event, complete prevention of decay or insect infestation is not guaranteed. Neither the manufacturer nor seller shall be liable in respect to any injury or damage suffered by reason of the use of this product for a purpose not indicated by the label or when used contrary to the directions or instructions hereon nor with respect to breach of any warranty not. expressly specified herein. Buyer accepts this material subject to these terms and assumes all risk of usage and handling except when used or handled in accordance with this label. It is not intended that this product be used to practice any applicable h patent, whether mentioned or not, without procurement of a license, if necessary, from the owner, following investigation by the user. BORA-CAREm and JECTA® are Registered Trademarks of NISUS Corporation. MADE IN THE U.S.A. TABLE B. Panels, Siding and Plywood (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount.of Thickness BORA-CARE® Diluted BORA-CARE®to Treat 1000 Square Feet (inches) Will Treat Up To: 1/4 1,600 Square Feet 0.6 Gallons 3/8 1,067 1.0 1 /2 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (1:1 dilution ratio only) Gallon of Diluted Minimum Amount of Diameter .1 BORA-CARE® Diluted BORA-CARE®to Treat 100o Lineal Feet (inches) Will Treat Up To: 6 167 Lineal Feet 6.0 Gallons 8 96 10.4 10 61 16.4 12 43 23.4 e of one (1) gallon of $ORA-CAREm solution to 400 board feet of wood. NOTE: The numbers listed above are based on an application rat 100 Ni3us Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.com E SECTION I - PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (800) 264-0870 Fax:865-577-5825 Product Trade Name: BORA-CARE® EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula: Proprietary Mixture CAS No.: N/A DOT Hazard Classification: Not Regulated Hazard Rating: NFPA Health 1 Slight hazard Flammability 0 Reactivity 0 SECTION it HAZARDOUS INGREDIENTS Material or Component: Ethylene Glycol CAS No. 107-21-1 TLV 50.00 ppm ACGIH Type CEIL - SECTION III - PHYSICAL DATA Appearance: Clear viscous gel Vapor Specific essu e: Negligible % Volatile: 60% by weight P Boiling Point: Above 212° F Odor: None pH: 50% aqueous solution 6.9 - 7.1 %° Solubility in Water: 100 % SECTION IV - HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Direct contact may cause burning, tearing and redness in sensitive individuals. SKIN CONTACT: This material is essentially non -irritating. Prolonged or ial n. Persons ed p e-exist ng skin d sosure to this rorde symay be more cause �susceptibleng of the t to the effects of this material. INGESTION: This material may be harmful if swallowed. Ingestion followed of large amounts may cause nausea, mental sluggishness by difficulty in breathing and heart failure, kidney and brain damage, possibly death. INHALATION: Breathing high concentrations of vapors may cause nausea, dizziness or drowsiness, and irritation of the nose and throat. Pre-existing lung disorders may be aggravated by exposure to this material. COMMENTS: None of the major constituents of this material have been identified as carcinogens or probable carcinogens by IARC or OSHA: Ethylene glycol may cause congenital malformations (teratogenic) in mice and rats when administered by gavage or in the drinking water durinre- existing kidney disorders tmay be aggravated- by teratogenic when fed exposure diet.n the exposuureto Phis material. ue Dawle Acute oral LDso - greater than 5 gnVkg body weight (Sprag y male and female rats). wei t New Zealand Acute dermal LDso - greater than 2 gm/kg body gq Albino male and female rabbits). ra Acute inhalation LCso - greater than 5 mg/L for 4 hours (Spue g Dawley male and female rats). Intentional misuse by deliberately concentrating and inhaling this material may be harmful or fatal. SECTION V EMERGENCY AND FIRST AID PROCEDURES EYE CONTACT: Flush eyes with clean water for 15 minutes If irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. Cleanse affected area thoroughly by washing with mild soap and water. If irritation or redness develops and persists, seek medical attention. move away INHALATION: if irritation of the nose or throat develops, from the source of exposure and into fresh air. If irritation persists, seek medical attention. If victim is not breathing, artificial respiration should be administed. , oxgen admit st redf eby Itbreathing gpersonnel- Seek fficulties pimmed ate hmedi ouldcal attention. Issue Date:8/24/89 [MMA:T:ERIAL SAFETY"DATA SHEET Revised Date:3/28197 BORA-CARE5 Health Emergencies: CHEMTREC° (800) 424-9300 SECTION V - EMERGENCY AND FIRST AID PROCEDURES Icono INGESTION: SEEK EMERGENCY MEDICAL ATTENTION If the victim is drowsy or unconscious, place on the left side with the head down. Do not give anything by mouth. If victim is conscious and alert, vomiting should be induced for ingestion of more than 1 - 2 tablespoons for an adult, preferably with syrup of ipecac under direction from a physician or poison center. If syrup of ipecac is not available, vomiting can be induced by gently placing two fingers in back of throat. If large amounts are ingested, treat for borate toxicity. If possible, do not leave victim unattended. NOTE TO PHYSICIAN: Treat for exposure to glycols. Contains borates. Monitor electrolytes. SECTION VI - REACTIVITY DATA STABILITY: Stable CONDITIONS TO AVOID: Exposure to strong oxidizing agents. INCOMPATIBILITY (MATERIALS TO _AVOID):- This material is .incompatible with strong oxidizing agents: ffi5product may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS:. Ethylene oxide, carbon monoxide, carbon dioxide. SECTION VII - FIRE AND EXPLOSION HAZARD DATA FLASH POINT:Above 220°F (Tag Closed Cup) FLAMMABLE LIMITS: Not known. EXTINGUISHING MEDIA: powder or universal type foam. CO,,„ dry FIRE AND EXPLOSION HAZARDS: This material -will not readily ignite. FIRE FIGHTING PROCEDURES: Avoid inhaling smoke. The use of a SCBA is recommended for fire fighters. Water spray may be useful in minimizing vapors and cooling containers exposed to heat and flame. SECTION Vill- SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL: Absorb with organic liquid absorbent. Do not let material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your. State Pesticide, Environmental Control Agency or local authorities for proper disposal guidelines. .:;- SECTION IX -SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation.. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles orface shield. OTHER PROTECTIVE EQUIPMENT: It is recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X - SPECIAL PRECAUTIONS HANDLING AND STORAGE PRECAUTIONS: Store between 40°F and 90°F. Do not store'in direct sunlight. Keep containers tightly closed. OTHER PRECAUTIONS: Keep away from children and pets. Toxic to plants and shrubbery. -The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind expressed or implied is made with respect to the information contained herein. This information and product are furnished on the condition that the persons receiving them shall make their own determination as to the suitability of the product for their particular, purpose and on the condition that they assume the risk of their use thereof. O 6 na 10D Nisus Drive, Rockford, TN 37853 5800-264-0870 ., wvw.nisuscoro.com DESCR.1 'TION AS .FURNISHED: Lot 18, CELERY ESTATES NORTH, os recorded in Plat Book 71, Pages 78 throi'Igh 45, of 'the Public Records of Seminole County, Florida. -" PLOT PLAN FOR/CERTIFIED TO: Lennor Homes, inc. 1107, .19 NOT PLATTED F-AST LINE OF GOVERNMENT LOT 2 N 00006' 18" W 60.00' 0 1 41.54' LOT 18 w 10.3' o 39.0' PROPOSED RESIDENCE MODEL: COZUME..L. A 1WO-CAR GARAGE RIGHT _L2'50' 19.0, FRONT 06 PORCH 20.3' ri :4' I ALI 25.20' 251 I I. 10' UTILITY EASEMENT 20,0' DRIVE I I I` 41.50' I I I I I 10.-0' 5' WALK (B,B.)S 00009' 50" E - 760- 2'CURB 00' 1 INN u JIM,.. 11 IS LOT' 1 O O co D-ELLA fl o,SA CIRCLE (50' R/W) TRACT 'E" (PRIVATE INGREF AND EGRESS) PUNS REVIEWED MY OF SANFORD 269^98' (PC" BUILDING SETEACK: /` FRONT= 25' SQUARE FOOTAGE CALCULATIONS PROPOSED = T'iNISFIED SPOT GRADE ELEVATION REAR= 20' PER DRAINAGE FLANS i SOD (SOD TO CURB): 4,697f SQUARE FEET SIDE= 7.5' ram. = PROPOSED DRAINAGE FLOW f DRIVE & LEAD WALKWAY: 49.5_t SQUARE FEET STREET SIDE= 15, L.OT GRADING "TYPE 'A" ! SIDEWALK/APPROACH: 414± SQUARE FEET PR ;POSED F.F. PER PL-ANS= 1.`.i.BC' l.._.... ... _... _.......................... _._._....... *PLOT PLAN O.NLY* (NOT A 'SURVEY) TOTAL LOT SQUARE FOOTAGE: 6,623f SQUARE FEET ASSOC", JYC - LAND SURVEYORS -. CEmD - LEGENB .. 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P I = P;.AT P.O.L.. = POINT ON LIME ';ELL' rYP, POINT AL NOTES: tR. - IRON PIPE F,R,c. = POINT OF REVERSE CURVATURE ROD c.0 (;. -. POINT (IF COMPOUND CURVATURE , P�fE UNDERSIrNLD DOES HEREBY CERTIFY THAT THIS SURVEY MEETS 774E MINIMUM TECHNICAL STANDARDS `'ET FORT/7 BY c.M. PRON CDNC.RETE MONUMENT RA➢. = RADIAL THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 6IC17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SET I.R. - E.R. w/ALB a596 N.R. = NON-RA➢IAL SECTION 472-027 FLORIDA STATUTES. REL. = a=-.rm�E.REn w.P. wITNEss POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL_ THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. .B. El, - P -INT OF BEGINN;NG CnLc. CALCULATE➢ =PANT OF :.UNM-NCEMEN? PR:M. PERMANENT P.EFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESRICTIONS CENTERLINE F=' _ FINISHED FLOOR EL.E'VATION OR EASEMENTS THAT AFFECT THIS PROPERTY. Null =NAIL & DISK B.S.L. = BUILDING SETBACK LINE 4. NOUNDERGROUNDIMPROVEMENTS .HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/w :SMT. RIGH--OF--WAY B.M. BENCHMARK B.B. =BASE BEARmG 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY AN OTHER E�4T77Y . ➢RAIN. -R",1 AGF DRAINAGE E DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. LRI1- :i rII.ITY 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) C:L..?* CHAIN LINK r'F:NCi:: WOOD FENCE9. 8. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. II NCB TE BLOCK POINT Or" CURVATURE CERTIFICATE OF AUTHORIZATION Na. 45�36. SCALE F---. 1"= 20' ORAWN BY: pT DLSI:, POINT OF " ANGENCY = Dr.SCRiPTiON CERTIFIED BY: DATE O DER No. -� R L RADIUS = ARC ,- NGTN PLOT PLAN 71-07-06 10739-06 C wELTn CNORD C.B.. = CHORD BEARING NORTH - THIS BUR.DING%PROPERTY GOES. NOT LIE WITHER —� ���� ,"HE ESTABLISHED ?CO YEAR FLOOD PLANE_ AS PER "F1RM" 0 X. GRUSEN ER, R.LS"l1f 4714 ZONE "X" PANE!. # 12D289 DOo`5 E. (04-17-95) ES W. SCO1T, R-LS 1 4801 VERNON H. BERRY JR., R.L.S. j 6262 -ROM .:SOLAR —TITS FAX NO. :4073341919 May. 12 2003 08:39AN P1 4 _NATIONAL CERTIFIED TESTING LABORATOHIES 1464 GEMNI BOULEVARD • OFIL ANDO. FLORIDA 321337 PHONE (407) 240-1356 • FAX (407) 240-8882 STRQCTURAL PFRFORMAE TEST REPORT t REPORT N-: NCT1r210-2089-1: O u • TEST DATE: 09-24»9a REPORT D AT.E: 09-24-9 B EXPIp-ATION DATE: Alld PARENT REPORT NO.: 210-1662-1 LABORATORY CF IFICATION NO.: 98-0430.01 CLIENT: Florida Extruders international Inc. t �oA���, • „�r` 2540 Jewctt Lane CAD 1Y, O 6 Sanford, FL �2771-1600 ROMNED'F�R l� �APRI ENGINEERING TEST SPECIMFh`I: Florida Exttuders International Inc. s Series Milestone 1000 Aluminum Silding fllass Door_ (Type XXO) (SGD-G30) TEST SPE-97, "Voluntary Specificatioas for Aluminum, Vittyl CIFiCATIOt1: AAMAMWWDA 101/1.S, 2 (PVC) and Wood Windows and Glass Doors." , TEST SPECFMi ,� DFSCRiPT10.lY GENERAL: The sample tested was,a three panel type "XXO" slurtlistt2m sliding glass doer ritcasuring 13'0" wide by ST;m3/4" high vrrrall.'.Z1ia Jafi active and right panel measuring 5'0-1/2".wldc by•7T11=4/47 high; the center active panel measured 5'0-112 wade by 7' 11-114 high; the right fixed panel was secured to rite jamb with three 2" long alumim rn rc.tainom each fastened to the jamb stile with a single screw. One plunger --type security. lock was fastcstcd to the left aetivclock'sdla with the keeper fastened to the left jamb_ Onc adjustable metal single roller assembly was used to the'feft active lock stile with the keeper fastened to tho loft jamb. Ono adjustable metal single roller assembly was used at each end of the active bottom tails. Tha frame was of double screw coped corner construction. Panel top rail/stile corners were of double screw overlapping Cope4 corner construction. Panel bottom ruiVstile corners were of single screw overlapping coped corner construction. INSTALL kTLO ' The 1t aMe was mounted to the tat buck using fifty-two (52) (P 8 x I") flat hand screws. G LAZING: All panels were channel gland using 3 116" thick tempered clear glass with a flexible vinyl glazing bead. WSTF,: Double strips of polypile weatherstrip (0,190" high) were locatal at each interlock stile_ Double strips of polypile weather. -trip (0.360" high) were located at each jamb. A single strip of flexible flap vinyl weatherstrip was located at the bottom rail. Double Snips of polypile weatherstrip (0.190" high) were located at cash panel top rail. A polypile dust plug measuring 1-11T, x I" x .250" high was located at the sill under each interlock stile. pROFESSIONAkS IN THE SCIENCE OF TESTING -ROM :SOLAR. -TITS FAX NO. :4078341818 May. 12 2003 03:39AM P2 ��JCTL-210-2346.1 Floridc: Extruders International Inc. -2- Screen. An insect screen measuring 49-5le wide by 31" high with a square cut screen frame and a square cut plastic corner keys. Inatallatlon Fasteners: The specimen wastwo fastened were used at th �optest of jamb at head ten Cnd two (L) �# 8a� X") head strews; two (2) in the head, (# $ x 1'�, ( ) 26.1/f1" down from head in jambs; lour (4) (# 8x 2") were used below the fixed rail; two (2) in each jamb. TEST RESULTS NIO Title o est cii ltiletl�0d Allo 2,2.1. G, X Operating Force 15 lbs- Max. 30 lbs. m,= . Active Sash 2.1,2 Air lnfiltration - AST B283 0.79 cfm./ ftl 0.80" cfrn/ ft, 1.57psf (25 mph) 2,1.3 *rater T'h ne trati.on - .ASaf E331 /547 5.0 gp f No Leakage So Lealeage WT.F- 2.86 psf ,2„1.4.2 Uniform Load Structural - ASTIlf E330 0.0240 0,20411 22.5 psf Exterior 0.0271F 0.204" 22.5 psf ,rnterior 2.2.1.6.2 Deglazing Test Active Sash 0. Z05" (2.1 %) < 1001/14 Meeting Rail (70 lbs.) 0.118„ (3.80°) 100% Bottom Rail (70 lbs.) 0.095 0. 9 /a) < ° Left Hand Stile (50 lbs.) 0.046" (0.9%) < 100% Rjght Hand Stile (50lbs.) TEST COIVIPLF.TEIJ 04122/00 The tested specimen meets (or exceo1he the. re ultia were carance levels ed by usin heTable des gnated methodsD nd 101i'I.S,2-97 for air infiltration. Z tasted re indU-, to compliance with the performance requirements of the reference specification. paragraphs for the (DH•R30) 8' x 7,2'),product designatiom Detailed drawings were available for labaraEory records a.nd �rriparzeon to thbe e test specimen at the time of this report. A copy of this repoj`t aion st OP"'mon will aheresults ith s obtained apply onlyfto theespecimen tested. No conclusions NC;f'L or a period of four (4) yea or made o the g apeoamen may be drawn from this Of WV �ind regardx, the 4'�y qon O uct which m. y only be granted by a certifitation test. This report does not constitute certification of t program vo:lidator. IYEZILd NA7-70NAL TESTINQ LA0RA7'OS ROM :SOLAR. -TITS FAX NO. :4076341813 May. 12 2003 08:40AM P3 FASTENER LOCATIONS 1 X Head & Sill same a Jambs same 31 7/8" 711 24" -' 8 1/2" 6 1 / 4 6 1.14 2'4" O.C,i 24" Q,C, TYR TYP, 15'-0Al _ The te:st specimen was Mange mounted to the test iouck using forty-eight (48) #8 X 1" F-H screws at locations shown. - DENOTES :'CREW NATIONAL CERTIFIED TESTING LABORATURIES_ ,SOB NO. NCTL_210- 08971 P COMPANY FLORJ,ULEXTRUDERS S�.�I___DATE 9-24.-98 FRX NO. :4078341318 May. 12 2003 08:40AM PG TM L FALLITY WINDOWS RT FLORIDA EXTRIID5IIS FEATURES & SPECIFICATIONS • COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FORCED ENTRY; C40 AND C60 OPTIONAL 4 ' 3/4" FRAME DEPTH ON 2 TRACK DOORS Is 6 5/16" FRAME DEPTH FOR 3 TRACK DOORS ® UNIQUE 112" 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 0 PANELS HAVE UNIQUE DI_EP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING �• A HIGH GRADE BOX . SCRI=EN WITH STEEL ROLLERS AND DIE CAST RECESSED LOCKSET IS A STANDARD FEATURE • DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO THE GLASS s 1 1/2 EXTERIOR SILL IS STANDARQ; 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 CUSTOM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION o DURABLE WHITE .AND ©RONZE POWDER COATED FINISH learly t e45z&_.,y_ r:., v m �•.., _. _.. ❑ 9. 0 S. 9 5 n I: a 5 F Id I, o 5 09, (15, .95 01 46 I'M F01 Nt CL cl 57 C0 rq 0 N CV E 'z w � w �a LJ W CY Z p�X Y _ O t- 3`n 5Cw a❑z >= uzH U D Z ❑ I E• � S Ld J S U t_ cn Z ,x a Cf n L, N 0 a 00 u `L to O U� J W , G. v — H N N rn Zu o Di SJ V _ z w< a 2 L. Q Y w Lw DDvil L� ¢D I u z A h J J G �U Q, to D a z Li _ F U� x W t ' Z ~, i� z 3 Lo Z I- - I-Z- W Q X 11N >' to J t 7 LX D )d V W zs Q aD� QO W J ceY- q U vt ca Z p•� I Z `•" 11' L-' V, S.: 0^ m �I11 1 t Jj1 t 1 _ CY I- w Z Li V ._J �Z x z Z J Z. W q Q .Q• U 2 NZ �. Ln > 4 � � � r zr• a WWce dGO r a(t Z <4 L 2 t'- Z, Q W -' J W T QoC O Uz WIJQ W I O U- NO0'njI<NZz tj Cr)HU . JQ 2Ut='f Qd Z QG Z COJ L^O J� G ^< x 40t J xj T CKr ONO QUW-,x C'c•+U- to J 1: IZ.I S 1✓`. J� uN4'NN Q In c J GGGGG Q�Q,N< r(L�^0�,'%� K �W W 4CG I z V'pa h. Ij> Z C.)Y«IN �'utau.. , Z C'-L4 j W-,�O L�QLID U p W F Z0, 1.1 I•! r, •t 't � 1.1 '� J W 4 1 [LL L 1.: Q L•11 1.1 'I � '1 � "• Al >- .-_LI•' r-Ltv-'1�1- Uo Q: KC1 Y 1L•ak �' y Q I 7 a Q is N (i Y. q Li •: .'�I'J '1 . of J jN r' o' po CL n n: ��NL'C(L-� u�g I L.]J.- z 00Q� W V•lJr _JIO Jla'� 0'I M u D �'ON2N:J�J,`�-L..�i�•C 1'�TI.J C]i.1 _Z '1 Jn O Z. xx , (.I IY •1 CI 1� lJ Z G II I CI. (/; T l., f ru V; h J C t�� J1 ••-1 I �-1'•I ru t1j C] ui I nt \ MtAMtDADE MIAMI-DARE COUNTY, FLORIDA I METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) WEST FLAGLER STREET, SUITE 1603 BUILDING PRODUCT CONTROL DIVISION MIAMI. FLORIDA 33130-1563 . (305) 375-2901 FAX (305) 375-290S NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation. 1.08 Mutzfeld Road 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 (AHJ). This NOA shall.not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in - the accepted manner, the manufacturer will incur the expense of such . testing and the AHJ may immediately . revoke, modify, or suspend the use of such product or material" within" their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by. Miami -Dade County Product Control .Division that this product or material fails to meet the requirement's 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 z 6/8 Steel Inswing Moderate Climate Patio", sheets I through 4, prepared by manufacturer, dated 8/10/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-. Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building. code negatively affecting the performance of this product. TERAUNATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. - INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99-0311.02 and, consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 o . Espiratlon Date: September 30, 2007 Approval Date. September 5, 2002 Page I RCV DESCRIPTION DATE C IEVISU PER DCCD 6) 99 J 29 U 111 1 2 1/2' SOM 21 N 3/16' tA+D VA-V4' ID7t QXDOO Q ]/19 1 kS FfU CM IQDD6 i 1 25 N III S>&YS VAIN' 0 DaC" 12 VQ SEE WILLION HEAD U2 121 2 1R' SDCVS SCRM ASSEMBLY PAGE 2 EF 06 1111 4' 22 1 1 451 4, 1 6, Q SnUUA 7 4 -1 / 16 ' 21 kS 5EQD PUDUU U- LTT[ p Nks SEDD vxm 6' r' •� -B _, ._.. C - i:' 19 2 KAwmk PADS IS 2 SEARtTI' LWIG PLAIE 10 112, 25 2e � 29 1/4' A i I 16 r/ 21 I/a' MAX I j 12, O.C. MAX 63 1/a' —[ MAX I IA 1 82 1/32 C)_� 1 ( I 35 I/2' 4 Ti N HAX 13 - 11 2 SCIIRITT STU Put[ 16 3 1' 11' rrm-TRU BRA su•iDC m IOIIQS SCURD V/t III 1 fFEVS t2 1TP - Ml0 gT100 I 4' 15 2 Kt MS S X91 xTHf[D SU E KLi V1 I/2', DIM II I KYWI VA SERIES CAI ni 13 1 IVIXRI 403 S2iT[S LECI SO 12 1 TO PKEL DRESS AWTU it 1 513116' 11 7/8' Dt M SU II 1 W UA]ETER ACTM EaR MU, 9 ks Koo num-TSU WA MSSOI VEADERSTRIP 1 I 2 13 9n6' M iLLLKN 1 3 1 JAV 11.1/4' 1 3/4' VMI 3M'BS 6. I I 111 U11C LfT[ TTIAN; al-m-IRU OVA mul CROI PRO'RILTPRT QASS4uh mimyLAsno VITN 16 1 15/ir tyK M PM PEAR MUM SUM At 12 3/4' RC. /1R6 PERIkU S 2 1' Wmi m"IEI QASS IHII, QRSISS Cr VI' 1f3PEill CL APO 314, AIR SoKL 4 4 no us 3 1 1 IN I l 11/16' PDC STD.[S 2 kS SEDO gLrKTMK TUN{ W, 21 P6 =ITT c&LY PI0160VP103110 I 1 SU, MI UUD, V CA Vel'K M1X ICU VIEVII fr-M K EICTUAVWn IN 0 VIE1 IT 9CII, .. ITOI DTY [EsCRIPTIDi BILL Of MATERIAL THERMA OTRU' CORPORATION °Mr' 610 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO WYIt @ Mi4 1"Y116 IN I[M OQi RF 8 0 98 NONE B C F 13 .•. p. C APPROY4D As IS ONPLY190 M9n1 TXr . DESIGN PRESSLRE RATING PRDDUCrRENEWED DDAurN �toAl toulc coot Hal(: M11�L16N SILL a tvmpl)'.g -ilk t6t Roth. _ re1r2 ASSEMBLY PAGE 3 OF 0 POSITIVE i 4a.67 psf R.WinCodt AY. MIAHI-BADE APPROVED SHUIIERS ARE Act""tNn 1 S'(6 IAOOU I C NIROI DIVISION REQUIRED FOR THE INSTALLATION OF NEGATIVE 64.0 psf . E tk.am o�Ico7 AUlt 0, mot COMPi ANC[ ofFICI THIS UNIE CNNFIMATINNI ox 1CCEPIINCI NO, /1_03,/•0 Mom adt Praduc(Contm 2X10VIM W -- 1/1' FAX IN' KIN ',BLOH[Nf 36 5/32' — — 29 PER SIDE n SP - 20 MULLION HEAD ASSEMBLY R Y DCSCRIPTION DATC C C 11VISED PER BCCD 6) 99 1 INTERIOR I 17 18 n I I I CCt�REtE v C C 11VISED PER BCCD 6) 99 1 INTERIOR I 17 18 n I I I CCt�REtE v [XIERIOR SECTION A -A �6 / / 11/4, MIN EP,B[DH[Ni o•o 1/8' TWERED G ASS o . o . O o T16LXi S� O\. O _ 9(I O . O 1� o O 20 THERMAOTRU' CORPORATION 25 16 X 1-5/8' TYPE All PHP rrw 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO AT 12-3/4' OL SPACITS, ww m art. uL wwc.> cM om RF. 8-10-99 NONE 8020+ C OF + GLAZING DETAIL ' 1/8' OPTION SHOW APPROYTD AS COMPLYING WITH TNI -t Y PROOLCTRENEWED u -plyl.= wHi th. mdd. SOUIH FLORIDA BUILDING OM t-4tV B.Wi.A C.d•Tf Adspt.anN 2- c.Qb7 eY_ PAOOG I�IAOL OIVISIOH �' Mlu P,odud Coa ;Gi'v+•�i C00I COIAPLIABCI OTTICI C[t', i i C, p 0 CORNER ASSEMBLY 1 1/4' HIH [HB[DHCHI 1/4, MX I IX r 4 9/16' 1 1/4, WE CONCRUI eu 20 3 25 a G po 0.. EXT(RIOR IHIERIOR 79-9/32.' [XTERIOR INTERIOR SECTION C—C 0 o 0,0 20 0 12 MULLION SILL ASSEMBLY 20 THERMA QTRU a CORPORATION 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PAIIO 8' .. w+w n art, uxr, ourbc � am 20 RF. 1 8 0-90 I NO 1 5020 C 1 3 OF 4 KMOVm AS OOHPLYOIO WR1J MC PRODUCTRENEWED SOUTH ROF I6A BUILDIM 00m a compl�6` wllb Ih. Florida OA OlX..6n✓ J� • ' H.ldl.j Cad. Acc.pb.c. No -O •i.0 (, liy >?C� . . Indoa Dale l�cGl ;�;m:ur. IAOL OIV!UGH CUOf ppfpp0.NPCtAxcl Off Xl SECTION B—B A,� P�et1 aol CCCf1AJflNO: a2 nhis I�I Irl Illlllll �,� (�� I� ' ' ,.., 1 T". '' CDC ®® ® ECUk OPENI THAT ACHIEVED /0 TEST, FOR All / OPENINGS TCSI SI1C(6/0 VIDE X 6/8 HIGIII T M7 PSI 61.0 PSF . 2. CCRZ SINGLE IN-SYING DWRI PAX I'M SIZE IS 3'-0' VIDE X 64' NIGH 1 FOR OX CONFIGURATION, MAX. OVERAEL UNIT / El c TE U@@ ru ®®® 0.0 SIZE IS 1T-3/16' VICE X 82-1/32' HIGH Ron go @05 can. ®® BOB ®"® D BOB a ® BOB BOB 009 a a a 9 BE o� go NOTE GRILLS AND PRM'TINS SHDVN ARE FALSE ANC FOR DECORATIVE NRPOSCS KY THERMA OTRU' CORPORATION tI 6/0 X 6/9 STEEL INSVING MODERATE CLIMATE PAIIO MA, n, art. ut Rf. 0-10 8 NONE aavx a ar vm 0204 C 1 OF 4 AMOV(O As COWPlnn0 wmi Pit sDUIR RORIDA euwnl0 CODE _ . PROD DCT RENEWED u mnP4'ly wlth thr f7ugy Bubinj Cods D4Tr OJLs�✓ qq i5� . Agrpb�a No OZ -O .OS•OiY" F lrnloo D�k OIRIC NfROI OIV SAN V -Ol h., D.N; COD( COMM WX( O((IC( er Crl l• mm! No. 4J " Q3.,//_ 9-2 UIy O�dt Product Cofbo! - - .. NIETttO3 D.kDE:.FLAELC-R. BUrtLDtNG ' 140 NV%ST.YU,Gt.ER MEET, SUITE 1603 MIAMI, FLORIDA 13130-1563 (3tti1 3,7512901 FnX (305) 375-21)0S NUTI:C'E OF.rfiGE:EPTAiE ftiOA Therma-Tru Corpgratian 108 Mutzfeld.Road Butter,. IN 4672,I\ SCOPE. This N'Ot%. is being issued under the applicable: rules and.reguLtitins govcrniny thcusc o.f: cunstructi.o:n materials. Tb du.cumentation subrtlttEed:: os been reviewed by,Minmi=Dade County PradUct Control Di��ision and: accepted by the Board pf Rules.and AppcaIs.(80RA) tob,: used in Miami Dad. County -and other areas where allawcd by the Authority Having Jurisdiction ,(AHJ). This Is0A shall not be valid after the expiration date stated. below. The Miami -Dade County. Product. Control Division (In Miami Dade County) artdlor the; AM (,in areas oilier than MiaTni Dade County) :reserve. the.ribht to . have this product or material tcstc d.or y:ualty assurance purposes If `t:his product .or material fails to pertormt in the accepted manncr, the manufacturer will incur the crpcnse of such t.es mg.. and the At:U may immediately revoke, modify; or suspen4. the use of's.uch product or rnatenaE.l 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 !ails 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 «clocity Flu mcanc . Zone of th.e Florida Building Code. DESCRIPTION: "Fiber Classic"!"Smooth Star-"4 8" Inswing Qpagae. Insulated Fiberglass Door w/Sidelites - APPROVAL D.O.CUNIE IT: Drawing No. S il-51,dztcdo 110 with revision l dared 0l/31/02, titled "fiibes. Classic"t"Smooth Star' lip to 1.05.." x 6-8 w &w/o 1.4":SL, Inswing: shi-cis i through S, pre. parE4 by R. W. Building. Consultarits, Inc., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acccp lance number and approval date by the Miami -Dade County P.rodpaCon trol Division. NI1SSlLE IMPACT R.AnNG: None LABELING: -Each unit shall bear a permanent label with. the manufacturer's name or logo, city. -state and following siatcment "MiamtLDadc County Product Control. App: roved",: unless otherwise noted herein. RENEWA1, of this NOA.shal:l be considered after a. renewal. nppli.catio i has been fled and there has been no change in the applicable building code negatively affecting the performance of this product. TER.NIINATIOY of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the, product or process. Misuse of this NOA as an endorsement. of any product, for sales, advcrtisinb_ or any other purposes shall automatically terminate this NOA. Fuiturc to comply with any section of this NOA shall be cause for termination and'removal;of NOA. ADVERTISENIENT.- The N.OA number preceded by the words: Miami -Dade County. Florida, and. followed by the expiration date may be dispinyrd in advertising. literature: If any portion of the NOA is displayed; then it shall be done in its entirety. ` INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for.inspcction at the j:ob:sitc at the request of.thc Ruilding:Official. This NOA consists of this page I as well as approval document mcntioncd_above. The submitted documentation was reviewed by LN3anuel Perez, P.E. N*0A No 0.1-11,27.02 Expiration Date: June 6„ .007 Approval Date: June 6,.2002 Page 1 - J/.J MAX. THERMA OTRUS OVERALL WIDTH 36' MAX. Fr PEEL WIDTH ['771BER CLISSICrS?BWOTH STAR' INSNG 6-8 SINGLE AND DOUBLE W/6 WXXJrSIDt1JTE3INSutJ rE0 FBERGLASS DOOR wirmwo0o FRAMES, - ®I® ff I GENERAL NOTES u u 1. THIS. PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA 4 i BUILDING CODE. W 2. WOOD BUCKS BY OTHERS, MUST BE ANCHCREO PROPERLY w Z TO TRANSFER LOADS r0 THE STRUCTURE. a 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL t3 0 SHALL BE BEYOND WALL DRESSING OR S'>;U000. PRESSURE � p 4. 5. DESIGNED RATING SEE TABLE PAGE 1. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINOBORN _ N DEBRIS PPOTECTiCN, F_ORICA BUILDING COOE APPROVED 7. IMPACT RESISTANT SHUTTERS ARE REQUIRED. SIDELfrES ARE AN OPTION AND CAN BE USED IN A n SINGLE OR DOUBLE CONFIGURATION. L 15.5' MAX. FRAME WIDTH 1 J. 75' MAX. WIDTH 7.125' MAX. L.Q. WIDTH O LJ I' C N Q of O 00 cCo� 3 Q W.o N�' �M Z N u SING F IN�IVIN • UNR _ _ RES DENTUL INSULAITD FIBERGLASS OOR 1Common to all rcme conditions 74.5' MAX. OYERALL FRAME WIDTH At 1�u00177 68,5' MAX.. OVERALL WIDTH . Door & Sidellte Leof Construction: J6.625' MAX. ARE. WEN 36' MAX. 15.5MAX. Face Face sheets Fiberglass avg. min. yield, strength PANEL WIDTH FROM INFERIOR rPANEL WIDTH FRAME WIDTH ' o Fy(min.)-6,000 psi W ASTRAGAL 1 El SmoolhStor — 0.070' minimum skin thickness 13.75' MAX.. FiberCiassic — 0110' minimum skin thickness Cora eswn� Polyurethane loom core, ® ® ®- ® ® WIDTH _ withl 9 Iba density by BASF. / 7.125' MAX The pa el akin is constructed from o 0.070' thk. ee ng congamd (SA(C7. The interior cavity is filled with 1.9 Ibs, _ 2 D.L.O. WIDTH density BISF poly r6one foam. The panel face sheets are glued to the iv ca rood slBa and ryZs ThS LA latch stile s reinforced' with a rood lock block mcasvr nyy 1375 s "" long at the "a and deddbott location, The ,hinge uu 2 s1�7e a Finger JoirAad Pint and the top and bottom rail ore of a wood 1� / . campa>rte mpterioi. h the doubla door, o pi[cotion the Moctivv door is ritted '5 O p J .1h oa extruded dumv um astragal (end Jomber 11) of 6063—T6 alloy, ci Q�77, Tile frame is construct d from fngFr joinled pine. The y e . .pe er is jan to the side iambs with (J� 16ga. I/2 crown s 7 long stages cl each silo The mulions are secured together In a sidelite opDlica'Jen . usscrew:ing /8 s 4' ION PfH Wood Scrs (6) screw: per each mullion. The units s use an Insring Saddle threshold measuring 5.75' s LUV. O o d�{(IerSri2Lla9 floe si"ile panels are sandricA glowed using 9 Iwo place b p lit rams ey o s dry glazed on the ertmior w th an I/8 thk cellular �lazing lapel (5b —1 Tape) a rnulkcd r ch sil cone. The file frames are held ogelhor vi a J8 s 1 /2 long Ploscrew. TABLE OF CONTENTS. SHEET !Y DESCRIPTION 1' 'TYPICAL ELEVATIONS & GENERAL NOTES Z .VERTICAL CROSS SECTIONS J HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS. & NOTES 5 ANCHORING EoUnoNs & DETAILS 6 ANCHO ING LOCATIONS & GLAZING AIL 7 UNIT COMPONENTS B I BILL OF MATERLALS & UNIT COMPONENTS i ME 10-1 FAR W-1 ril ril ril ril �I DESIGN PRESSURE RATING UNIT TYPE WHERE WA .E IN LTRA ON RE UIR NT IS NOT N E ED SINGLE + 67,0 PSF — 67.0 PSF DOUBLE + 55.0 PSF —. 55.0 PSF SING _E L d' ELrTES + 55.0 PSF 5.5.0 PSF V�� a� D6%1 ti i . - Apynr nl U ramn:: e u ilk Ue srAtC N.7;5, Ara. er: TJI p.a noAe D2 nun er: R% o.de r!wJan cp.7 orurwa Ho.� .. uy a. / S-2151 sNesr w z z ► 3� a • • • jaiLAJ • .. i� .► . 16 16 NQ7 Qul iJ O_ 47 cr Qx L E 17 17 Q z C) f\ tl) 2 v g LAI zo 0 ¢aW0, x� _ ti10 3=a r •' 0 29 " 42 co h� 7 O.o'�:° J8 JJ ° J4 o -. o• SEE NOTE • 9 c o U O.0 ° 5 SHT. 4 owrt u :•,op,:. w SE .NOTE x uaH ug q' 6 T 1 SHT. 4 2 •. 0 O.. • • P o -+ .5, MIN. a O^ a CLASS THK. js o EXTER10 ••� '' B r°�• JEXTERIQ INTERIO m' 25 03 to o 1.68' MIN. D' .. ° ry n In N PANEL THK. FOAM CASKET Co a• o :'• o •' d'Q SILICONE CAP BEAD O o 8 �0'. n •,0 . 4 ° ' L68' MIN. � 0 .., ° . • ,n• I 1 PANEL THK o o' ,O 91• :q'd t2 Z W 8 5 40 O.p•G. � 1.9 • . 11 15 0 14 19 14 iJ SEE NOTE. h 3 5 SHT. 4 c�v W N to 29 •' 4' • e - � f NAJLTMlii.' WC � • ' ' • •• .. v' Apjward.a nr 1rVa.4Y N• Ona, Kc TJH WIaG _ Or wa. m RW ' NOAI CRS25S VERTICAL SECTION 2 DOOR PANEL 2 j SIDELITE PANE howlurl.,9 C 1 D1 Oe— 1a, �r 5-E *WCXT 1: w 24 FXfF.RIOR SEE NOTE 2 8 7 Q w SHT. 4 27 ti . n N � 6 0 w INACTNE - ACTNE =O ^. o'.• o� °'� �•V �w� 7 � j Lu ca 4 e ASTRAGAL RETAINER- 31 1 n BOLT 8.0' LG, TOP wz do BOTTOM (2) BOLTS IN RfOR �. b AT TOP k (2) AT BOTTOM' ,A. _ � 18 SEE NOTE 6 3 t Em a !� , Hoi;n70MAL LCROSS CROSS, FACTION SHT, 4 p U J O ASTRAGAL 4J S1UC NE�CAP BEAD In o� 5 SEE NOTE Vyj 5 SHT: 4 34 t 25 IO N 7.75' MIN. EXTERIOR 10 EMB. , : • o.. . 3 EXTERIOR .25' MAX. SHIM it• •.!r P. -: _ • ° r Q. • '. •'YJ p 4 o - ' IS' M(N, FOAM GASKET k ' ..':; t Q'a'.. �'•. a C-SINK SILICONE CAP BEAD o. .''o' ..'y,.,:•, LA .� I3 EE NOTE J4 Z 5 SHT. 4 JJ INTERIOR z - I 25 2,Y. 4 ]6 • 6 an d 28 A L I.0 29 a V o 1J w J7 a. 541 NOTE 1. SK. 4 k' SEE NOTE 4, HoRIzoNUL cRoss sFcnoN o .: o O 'o'• 0 J O HINGE JAMB TO SIOELITE ^ z � � TI`IClAl�1N0 J6 6 H � `� cwtsu�rwtn; Ih0 a1a•aa4.]a31 .29 w 41. - SE N01E 1 uh 08 F0/0 1 16 4 35 SHT. 4 App,. 94 Uc. ChimC.kh, . sc-1/2r. o . I' JaERIn'R o.a m TJH J \ HOR170NTAL CROSS SECTION e)pC111L IA RW J O stoni E To BUCK r awolo.4t orw�wa w: u, S-2151 Sim - of 1,15' MIN. MIN. EMBED. EMBED. • 2 15.' MIN. 15' MIN.-{ C-SINK 13 w O 17 r C-SINK I q N a. p�0co EX7FS1Q8 I O� B 7 .• . �•: O Q U �'Lil •:. 7 ea 17 QWr-. 30 6 °4 1.0 im,O�O EXTERIOCL R s. • cn ol • ° ,• a. .P' �• ao'• 16 l6 • .. INTFRIOR 4 12. MCI 13 3 z 10 SEE NOTE o o � � 21 31 1 cd 6 26 9 7 SHT. 4 In �Z o 62 25' MAX, ca e z < " n 2 4. NTA ROTC 'S .TIDN .25' MAX. o it SHIM SPACE 18 HINGE JAMB TO BUCK, SHIM SPACE �n r 1 CROSS SECTION 21 SEE NOTE Vjrj� wp a� pW HORizowrAL 4 LATCH JAMB TO BUCK, FOAM GASKET do 35 6 SHT. 4 ' g ��; � Zvi SILICONE CAP BEAD 4J a ' �3 a NOTES: EXTERIOR 3 I. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS 34 SEE NOTE p FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5, J3 5 SHT. 4 8 16.5', 27.5, 38.J75', 49.375' do 60.375'. HORIZONTAL 25 4J THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' 7 1N FROM EACH CORNER. 6 2. SPACING FOR ITEM N0. 27 Q8 x I' PANHEAO SCREW) ..o.. z ATTACHING THE ASTRAGAL TO THE INACTTVE DOOR IS AS .O` • d ' 4 4 FOLLOWS: FROM THE TOP DOWN 1. 3 , 5, 18.25". Q• " . °' —• e`' !: Y: w la 40.5', 59.25'. 74.25, 76,25' & 711.25'. 7, o •'. c o 7 , i •: • . + ac 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH �. Q �:. �° — q.. ••: (3) 1&GA x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH STAPLES A T BOTH SIDE. 36 - p 5. THE SID UTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM In p u NO. 4J (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT 41 to c' 29 13 ail- z EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 31', 48.5' 66', THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS THE FRAME. THERE ARE SEE NOTE SHT. 4 1 a J 1 m w �Ogwr�rra OF (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS.}uuAKrs, 31 w+c 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING [ 1 HORIZONTAL BOSS SECTIONS 1$ 013:ao4.3e�1 THE MULUONS TOGETHER IS THE SAME AS THE PERIMETER 4 O STRIKE JAMB TO SIDEUTE ANCHORING SCREWS, 6' DOWN FROM THE TOP AND UP owe OB 10 01 FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. Avu.,rN.4"wrrpe114she 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK TJH USE ITEM NO. 12 (110 x 2' SCREW).; WHEN. ATTACHING - ooc yrs RW THE HINGE TO THE JAMB AND THE StOEUTE AT THE x NO,IY - nt .ar p d• p MULLION USE ITEM NO_ 37 .(I1 O x I' J/4' SCREW). yy $-1151 sat < or 'A w [-- SEE DETAIL 'F' SHT. 5. L=J ® Cc N Om Q C5 J. ^-1 J' 6 J' }' J• --{ 6' 6" e SEE NOTE = O W J SHT. 4 1 �L o. I_ f 1 11 1 N 1 Ig 11 1 1 -I J _ TYP. 13 - Typ. CO SEE NOTE' SEE DETAIL CO - °p _ 3 SHT. 4 '-' SEE NOTE `F" SHT. 5 - R - N 6 SHT 4' SEE DETAIL H vi O CA a SHT. 5 SEE DETAIL SEE NOTE:1YP. 4 TYP. 7 J 'G' SHT. S 4 SHT. 4 - - v� _ h 1 g2 T-r?. :x kz K SEE DETAIL SEE NOTE .. SEE DETAIL.: 'H' SHT. 5 0N Up > �� •D• Typ. 4 SHOT. 4 v9 •�, E' SHT. 9 _ cn TYP, SEE DETAIL C. " o 1 "C' 'e' T1P. SHT, S _ -0' T1P. — �m3 T6YP. TP. J- 6J' J�1 6' 6'-6" .$EE NOTE 3:' J. lo 4 SHT. 4 i` F` rf3 6' In Ct LA DOUBLE DOOR WISIDFI fl'ES SINGLE DOOR �^ - i O W DRILL THRU FOR ^ i A 0.357' HALT DEEP 13 ENOUGH FORA 2'. BOLT THROW YY eV+a 12�.J lTM/qINC 10 o E1].664.38]1 0 0 10 13 um 06 10 01 ' .. - APpmnd rr wnrl�LS wll,i IM SGVO N. T,S. . 0 ►,.+d. W(epC a oa re ' TJH D�Ir DETAIL 'F' nO�r orc It RW t0 ATTACH ASTRAGAL THROW BOLT - nmd Da(r ��p� ow yea Jq: STRIKE PLAT TO FRAME ASTRAGAL TH p r BOLTS D 5-2151 DETAIL 'F' AS OWN, DETAII 'G' AT THE THRESHOLD uT 1,06J• F--- n h N h O A, -�7 20 21 WOOD FRAME 526� 22 JS FINGER JOINTED PONDEROSA PINE �1,232' JJ IA2' +' PLASTIC J1P'LfZE FRAM 1 r-- 2.141• EXTRUDFD,STS 1.7J4' O> "27 N d p Q Z p' . 3 co t\ TC61 rrH RMA-TR I'S PO YPROP FNF) 4 . J4 PLASTIC LIP LITE FRAM �. —�{ XTR ID D r---- .99 --j 1.691 • I ( � �z 1.264' am1.15 �471 77 h- 1.511 O _i �ypFp FC. TOP RAIL 2 Q �-- 1.531"---� 1,5J1' fNSWINC DOOR BOTTOA/ 5i"� INSWfNC. SIDFl RF 15 � 4 �3 BOTTOM BOOT O WOOD COMPOSITE O FXTRLIOEO VI OBO J �iii... F.. LATCH Sir) S IF'COMPOSITf a WALL MAX. ,OJS WALL MIN.' 0.09• EXTRUDED VINYL WALL ,FC. WOOD HIM, qOF STILE Ll -{ }-- .09 7' Og 4 x 4 STEEL DOOR HINGE f--1,077'•--j `9 1� IC�1_LJ� F"'- I.531 • � 42 SIDFI ITE TOP k BOTTOM RBI FNGER JOINTED PONDEROSA PINE E Tol - in FC. BOTTOM RAIL WOOD COMPOSITE rn SELF ADJUSTING SAnni F THRESH 01 D 19 `• ALLIMINULiAA L 045• WALL A UM 1-12 2.J75• CI" THK. WAII VIVISATYP � ' t �1.531•� .L a u.0E4a671 n o art 48/ 10 01 AVyrn.Ja.orplrt.�wUhibt SxA N.T,S ry Cali O w.a. 02 or. 7JH nun+ ow- on. RW SS, BOTTOM RAIL�. JO. r aw�lu.a.r,.l.0 awrmcno O S-2151 . i l WOOD COMPOSITE .h 000 LO 1�C ur FINGER. JOINTED PONDEROSA PINE I SUGOWAR SKIN .070 WNIIdUU THK. FIBMASS t FIBERCIASS7C DOOR SKIN .110' 1JIN. THK, FIBERG ASS UY THERIN-TRU wdh 'eld Amngth F min. -6,000 ' FIBERGLASS 2 FC. TCP R/C 1SJ1' x'.94' THER4LA-TRU 11C)00 C041POSTTF NC00 COIJPOSITE 2 FG UTCN STYE -TRU, *00D COHPOST!F 1.5JI i 1.204 WOCO CCYFCSTE 4 Fr_ WAGE STYE WRtA-TRU PCh0E40�A PWE 1.5J1 = 1309 wCoo 5 fG BOTTOM RAIL IMI = IIS' 1HERW-IRU *=, COtIPOSRE i1000 L37YPOSfTE _6 POL RETI{ArIE FOA S , 1.9lbs. DENSITY FOAM 7 SHORT REACH COYPRESSKNI WEATHERSTRIPP ERVA-TRU FOAM 8 LONG REACH MWRMION WEATHERSTRIP ERM-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRW STEEL 10 10 . 3 4 PFH W000 SCREW Hine fo Homo- B rtTL 1 1 SS d7Tii:1 RAIL 191 1 _N D09-MV '10WO SIp00 COUPOSITE 12 10 x 2 LC. PFH WOOD SCREW S7 E 13 8 x 1 1 2' LG. PFH w000 SCREW STEEL 14 J 15- TAPCON ANCHOR E C 2.0' MIN. LG. STEEL IS ISIDELITE BOTTOM SOOT .090 EMIJOED VINYL VINYL 15 2x INNER WOOD BUCK WOOD 17 MAX. I 4 SHIM . MATERIAL W000 8 KWfKSFT TITAN 700 SERIES PASSAGE LOCK 19 MY AlA2SnAC P61 M SAW T}WESHO(D ALUM. W000 20 C r 1. ALA- U, WOOD 21 4zw=I -TXU, PONOEROSA WOOD 22 4. r 1. JAI/ LA- , WOQo 23 KWIKSET TITAN 700. SERIES OEADBOLT 24 ASTRAGAL WINDJAMBER 11 WR68T ,052 WALL ALUM, 608 -T6 25 GLAZING 1 2 INSULATED TEMPERED CLASS CLASS 28 SS STi£ -R4 PONDEROSA PINE 1.16Y r 1 I WOOD. 17 la x 1 LG. PANHFAD SHEET METAL SCREW STEEL 28 INSWING DOOR BOTTOM SWEEP VINYL 29WOOD J0 M000 BLOCK Z_m = 1.515 PONCYRDSA PINE WO J1 SS U fRU N000 I.IAI r I.SJ1 MOOOCOY 32 1 8 .THK, CELL" GLAZING TAPE STiK-11 APE - 33 FRUL . B UA TRUJI BTS 34 . ALA-TR11 M 35 4 r 1.25 EY.YGC ,IAMB ERVA=TRU PONDEROSA 36 SUDITE SOE SRf -TRU .ISJI r .65b POYDE1M OD J7 10 x 1 3 4 LC: PFH WOOD SCREW STEEL J8 SS TDB wv i-O r,JN TN7 g-TAU m COLLIE WOOD 39 NOT USED _ CONE CAULK SIUCONE zSI B-10 x 1 1 2 PLASCREIW FOR ITEM. 34 STEEL 42 MCA ILF 2 B1TitY AAL -TAU, 191 r .66 PL9DEAl15A Q 43 8 x 2 I PFH WOOD SCREW STEE 1.531' -----{ I L 38 In SS, TOP RAIL WOOD COMPOSITE 1.316' 592" Z W 1.3.16' O_m rn N � Ct2p� Li l I m ow O i 75, .179' COMPRESSION WEADHIFRSTRIP Q _ 1 ONG REACH COIJPRFSFION WFATH RSIR, IP BY THERMA-TRU - - W a FOAM CELL CORE W/VINYL JACKET FOAM CELL CORE W/VINYL JACKET SS. WOOD HIN(F aIOF cnl F o u o i! in �3• 1� yyam �o Ll U'a-u O • r ASTRAGAL HAS N n t�. BOLTS O BOTTOM (2) 8.0 Z BOLTS O.TOP 0 SNS a DRILL TRU FOR t,767' --{ 1 .357' DLA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS - w PFH WOOD SCREW 2PLC5 WIkOJAMBER It WR68T 24 wINOJAj./EIFR. II WR687r STRIKE PLATr ASTRAGAL (ALUMINUM 052' WALL TYP) o no o z �- I co�sL�tr�+rn. Ire w _ o.n 08 10 .O1 x«' srxr, N.T.S. ASTRAGAL RETAIN' Arayl7 h . ApMor■i n aoiarlyl■(wkh the MATERIAL: G/R R00 ZINC F1+owa. e+ TJH O31 I k YELLOW CHROMATE � /rive G 1 occ m; RW F- LSJ!'� , NnA . A:LwI u.de 1'ioaucl.: � 1 orwr+a NO. - SS, IATCH SIDE 571LF COMPOSITE Ur 1' Sr2151 p_O. Box 23' slrhiwjL 33594 P*= 813.659.9197 Facsimile 813.659.4858 . T2s-ma-Tro Corp. lot d Rmed ButIM, N. 46721 . Phom 260.1368.5811 W:ic,imuile 260.868. 190 dd YA'.' Fier Mimic/ Svc fir, Setae Fiberglas3 Door (Glazed) with or withma Skk41tes ea Nk a mmw Skm t1P.164% II Unme 12-awing Coaft"radom X, OXO, XO, Ox xx'A Oxxo, GzscrA Dmnptim The 1md aW ,hi . are wood u=siring 4.5" x 1.25" with an caraded ahnniiemm thrc&Wd. The door pa=la and 1ita paucls am 1.68" tbkk_ ;o c on'im of mo SSDAC skins with a thickness of 0.065" for the Fiber Classic Seri 01 the 5ral0tsth Slay Series with a OR thicJuwss 010-070".. Stcns are glued to wood stiles and rags with a uwtU= cure. The &zed ddmL--E8 an rigid to mothe 31r te_ wpemd or In" insulated tempered lip lite inserts or intcgd Rush &how liters 9�C1lASM�`h-tow by T -Trit. (i rwmr 4 3 l; r r r*or A=zW l7a7*5 M9il:uns Door Assernwies). T.A zan Tsiiii oOatim Doe Rmed No. tZrlit+ Ea► �tiC NC.T - C bmIO Wy 30,1997 210-1940.1234 Batty 1bRacxv�l, 35238 i?"Ti 4 x:r30 Rw Pr� E17 _kmwavr. NY Am2242DOI ETC-01 741-11008,0 komh DWeim P.E. NAM I "fL-Orlxr9do N1ar 30,1997 210.1940-1234 iii" PorkmT4 +f 16-253 TAB 2 Fr rc� mtrY lmm 22 2001 E C-01 741-11008.A DAW P.L. V42'M ' WA, NCTI.-WmWo May 30,1977 210-1"04234 11aq y' 016z8 ASfM E331 g. , NY JuPeA 2001 ETC-01 741-11008.0 i P.Ts. 84"A9 NCTL-oemi& 1"30,t997 . 210-19404234. Ba"Poomoy,#16233 � .1 �� LTC - ft -NY .Iona = 2001 EIC-01 741-11008.0 Jftvh Tic i'.E..84M' g T4,Y101/tt)3 LC r NIA WA N/A MA r Si90:0 Wn7W�l16'SW1000SI 044lnms l.�Tgr�waira �sw�nwr.u...w nu.n.w.a ...w .+. -"tia.-�,rm'rt�1. a� i�slLtktaodla i�s�ivcbarr�c caat�rib �itCrla. , � iM re Configuration Mmmum Size Design Preasmt: Rings GIzzed Sin& X L To 3'O x 6'8 + 47.00 - 47.00 GUzw • ' Witlt Silt 1 cs XO a ONO Lp To 5'4 x 6'8 + 47:00 -47.00 Alum AMnO Alum waml Mm ed.Double 3Qt g Up To 6'0 x 6'8 + 40.00 - 40.00 + 47.00 - 47.00 1 GL c41 wsth Sideliees OXXO I Up To 8'4 x 6'9 + 40.00 - 40.00 + 47.100 I. Evah*kd for m in lcc atrotL adhering t0 the Flory Buix trig Code and what pressure requirements as d t�rrt d 1*, ' Ali 7 t3lkww" DeAp L+w& and Oiber Strucftres do uotexceed the design premm ralttstrp Immd ,04YC. x. � Iab9my irlstaiiaaons wkic the s k is cess fta 1-1/2 inches (FBC section 1707.4.4 Andwrap M�llo�s �.d mb-awfiow 1707.4.4.1 and 1707.4.4.2) sauce dmuler' Tapcxm type concrete anthers must be substituted and the length mra be such dim a misiirmm 1-1/4" end ctft Tlm a l imao the masonry wall is obtained. Cam'€..f Fleri Prssie -mortal � - 5 No. 43409 May 22, 200? Lyndon F. Schttaydt 19506 French lace Drive Lutz, FL 33558 OS/80/02 1114QWn P. Zes E -' � b fassic Sn th Star In -swing Fiber -glass Door fil jmum... Mw Up To 8*4 x 6'6 B.0 &0, 3.0" 31' 3� A a- a 4 SEE - 17E 17 .C. x_ SEE ^ TAIL .'B V ' + 1 a o �o so When attaching Sidelite .the above anchoring applies. SEE NOTE. #to x 2" Lv. PFH WS _ /ln x 3/4' M #to x I' Lc. -. PFM VIS PFH W5 SEE NOTE 10 x 3/4' PF1 J D S Note: ENTAIL •r" When attaching the ai -e c'l< deodbolt plates to the strike „r SEE NOTE: pser screws ore AN rirnstbuck use 110 x 2" Lg. PFH WS. 'E' When, attaching the sir9to & ®8 x 2-1/2" PFH W& deodbolt plataa to the astragal use 14 x 2 1/2" Lg. PFl1 WS. When attaching the str a jamb sidente jamb use #10 x 1 3/4' s a (2)1e x 2 1/2' LG. �. PFH WS. PFH ws (2)#B x 2 1/2" LG. — � 7— FF-r, gas o � r` L� C" ALUIW1NtJbf AMORAL ALUltINa5M ASTRAGAL DETAIL. �' ATTACH ASTRAGAL THROW SOLT AS SHOW. h DRf L THRU FOR DMLL THRU FCR A .357'10 BOLT DEEP A .337 0 BOLT DEEP A' ENOUGH FOR A 1" ENOUCH FOR A 2' BOLT THROW T THROW U g" -4 ALUMINUM ASTRAGAL . OCdiSAS ALLI9ct.'ixr ASTCG'bC ^-- � F' ASTRAGAL THROW BOLTS ?F- 256F SEE , ET,4 AT THE TH sRESH= - .. mslam/trZ l l t 40, m P. 003 -- - Building Consultants, Inc, cwmlting alad Engirlaamg Services. for the Building Industry a.t)_ 1?cx 231? �irh:m, rl> 335�4 Rana 813.659.9197 Facsimile $13..2g5W xxa m�' i'T.g" 3➢k 3� d.z.LaJ'4 4'd fi� -�+ ' m-Tra Corp. 103 Meta d lRaasi 1 er, JIN 46721 Ph= 26a.8-8.5911 FasP:mik 260.86g.51t? MoM Deftar'a'ise. Fiber C''a lSwmh Sisr, iw T%exglaw, Dom (Opaque) with or withmit Side- ites i4� Ovemll N Sipe: 314 '0 iT:� g Caodiauratioml: X, O3C1�, 3�ti, 4rX, XX iIXX €i Deg"Am: Tlh- heart xWJimbs m weed me.-mmag 4,5" ,..x 1.25" with an extruded aluminum tbreshobi i 1x door p�x21< a?tti at� gase2s are 1.69" t and resist a two 9MC ddns with a thickness of 0.110" for the Fiber 4;'knic 5:., ic^s or fix S1aleaz b Sur &,qiw with a Ado ihickum of 0.0:0" S4= aTV glued to wood auks and rails with a urethmm core. ;glued ai;iles we moud W 1 e lX" tad or lt2" in allated to nMed lip Cite inserts or integral flush wed lit hynMm-=-1'i11: (1707.4.3 &W.-or-Door ' 1707.4.5 Wb ions Dana As lb ie ) No- 1 1 ree m tic i� G�%- wI ol-7at-to?03.a WaedePi9 ry. P. t . �.:Ft A.37ht E330 ETC - Redxaias, NY Mey°18, 2mi 01-741-10701.0 Wmtddl HmtM P. E.1'54113K Pro w2m0d6ba 19 2001 01-741-10593.0 M6x t Pwx mti P.E. #537ft Mxy 1'7, 2001 01 741-10703.0 Wmbal Remy, P. & 054132 TA9 ^a02 Forced Entry E: -' - Rad=er' NY May 14, 200 t 01-741-10701.0 Waid0f ibnay, P. B. #541-18 OmeW 19, 2001 01 741-10393.0 AAW& Pawm P.£. N53'i8SS 6i3y 17, 2W 1 01 741-10703.0 Wsade l 3laaey, P. E. #54152 AA i l.�i E331 ETC - RtAsertw, NY May in, 2001 01-741-10701.0 Wovda113 mtcy, P. IL 154.58 i� 0moba M 2001 01-741-10593.0 A3ak l ru, P F M7&5 May 17.2001 01-741-10703.0 Wam&-H Raaay, P. & 3415-4 AST'k4Lr4;s'i Aar h f%m6m ETC -R*dV-. l W1 may la, 4001 01-741-10701.0 WauWi Hm", P. E. 054159 tkfalrx 19 2001 01-741-10593.0 Mwk Pm=o, P.8 - 053726 TAB 11 ir-03 1° app mix N/A N/A N/A .3Y �+ �7'+YmLCasr mtl 1 �+Ta?t-massx ?7�LfCt7i�tY mrtt3r�tiaa a$ct1s. '"Imimpro&a;tcalbeoh�am atomeat,mmdbmwddeioiricrm ECowan 1Lism11 m Size Dmgn P/esallre Ra'ttt31gs X 1ja1°1: 3'0 x 9'0 + 67.06 = 67.00 Ppqw 5i yYll-lt 3idelites XQ OX, OXO U To 3'4 x 8'0 + 47.00 - 47.tft3 - Alum Astmpl Ccattal Ahlral Adu . W Ormme Dot".- xx lip To 5'0 x S'0 + 40.00 - 40.00 + 47.00 - 47.00 with Siddhe_s oxxo t i o 'd a g'o + 40.00 -40.00 + 47.00 - 47.00 Sce MT.== side 0b Me I. Aunt®¢ b use in kesliam wring, io do FrIonda Building Code and whore pyre requirerrlents a4 e1dcmnwd vy ASCI 7 M6Arwmm D=kpm nda for .BrAWIPp and 0294" St do not exceed the design pressure ratings lisw - - 2. Fos Nwary insta?l�ictas whet~ the --4--buck is im Zhm 1-112 inches (Fl3C section 1707.4.4 Anchorage Mdho& rind s ii=170 .4.4.1 and 1707.4.4.21, dia�i,Qr Ts�n type concrete anchors most be wAndrated and tlae l up't must € e s� ihot a r dndmum 1-1/4' � of tl:e ;'apWtt ;rdo the DUMMY wall is obtained CcK9 gg&X Fled a P-re ..a1 E:agan= - Se -A !tiro- 43409 May 22, 2002 Lytt 19_Vt6 Fremh Law Dri" Lott. FL 33559 OSl30/02 01:48pfn a. 00 ' he a--TruO FiberClassic Smooth Star In -swing Fiberglass Door i xi. mnp To 8°4 x B'0 3.a �" 3.0" .3.0'. 3.0' SEE DETAIL I. 11 1 1 ! I I ! O O Ix When attaching Sidelite the above anchoring applies, Ix I_ — SEE MOTE z" I.C. F17" WS SEA DETAIL 110 r .3/4": LO. to x J I.G.T7' PFH WS IF'1 W5 SEE NOTE 170.x 3/4" I.G. PFx! WS" . DETAIL G" Note. ' When attochkV. the strike deadbolt Plates to the strat & N 0 T Ail -nermater screws are buck ux �tO x 2" Lq. P.FH Wa 8 x 2-1/2- PFH WS. When ottochitV tW etr,"ke t3 SEE/ deadbolt ptataa to the astragal ti -ML E. use 18 ' x 2 1/2' Lg. PF H . When attaching the strike jamb � eideute jan* use t110 7t 1 314" 4 PFH WS. _-? (2) 8 x 2 1/2" I.(2)J8 X 2 112" LC..PfN W4YS PFH VS ►u va'i'� SEE �T ALUMINUM ASTRAGAL COASTAL a. � fl TAIL �C" 16 ALUAtKAA A.—SM6,G4SI; D" DETA1` r 3� _ _ ATT E L R(D BV T STRKPLATE TO FRAME AS, SH�l ". DRILL THRU FOR DRILL TYRE' FOR A 357"s BOLT DEEP A .3Si ELT Cc EFP . (( ENOUGH FOR A i " ENOUGH F-1? A 2" BOLT THROW T THROW to " e' ALUMINUM ASTRAGAL. COASTAL 8" ALti+AQ11tiM1 Ar"VAG-u! DETAR F- Tr- 5-16 `' S£E DETAIL 'F" ASTRAGAL THROW SIMS AT THE THRESH= i 3 (5) INTERMEOUTE SOLES FOR le' WIDE DOOR. ATTACHED W/ TW-L-LOG (TOP k HANG CFNIEA) BOY) REV. N0. 1 NIO URETWWE ADHESNE ( 2 1 1 REVISIONS DATE: ECN NO. APPVO: I DESCRIPTION 11/00 - MWW I OTY (1) WAS (2) FOR TRACK BOLT HORIZONTAL TRACK SUPPORT — 20 GA. MIN. END SOLES ATTACHED TO DOOR DOOR INSTALLER (TO S SKIN WITH PATENTED TOG-L-LOC SYSTEM (TOP, BOTTOM k CENTER). VIEW B• CALV, STEEL BRACKET. _ OOD HfASfENEO TO WOW JAMB WITH 5/16'.1-5/5'WOOD LAG SCREWS. LISTEDLOW FTG& EDOUBLEADROO RACK LOW IS VIEW "C'GALV. AVNLABIE AS M OPTION ABLE AS A STEEL1RACK.i" TRACN TMCKNESS:.OBO' _ ■ , mm LOON POSITION (SONSHIES) TWO POINT LOCKING 0 y tt P. 2-1/2'v 12 GA G.ALV. STEEL (RICK BRACKET- ({) TRACK BRACKETS PER SIDE. n Hl LH11 TOP BRKKET WUBLE HOTUZOFITAL D REPORT#9606C TRACK ]' v 20 GA U-BARS. WUf6E IAACK U-BMS IN A 2-1-2-1 LOW NFAnR(X1M oPi1011 PATTERN (LE. TWO U-BARS ON M ON BOTTOM SNE, ONE U-BARS ON NEAR SECTION, ETC.) ' � /14v5/6' SHEET METAL SCREWS `LOCH ON yF - L--_m. -. A �- OPTIONAL OUTSIDE KEYED LOCK POSITION , MAX. DOOR WIDTH - 16'-0' Elf 0 INSIDE ELEVATION _ 1//1'NO S R I - TAPPNO SCREWS. 1S �•�RUEnuTf HIN6F. OME yOTE'-U 1 2 a] LAO SCREWS ON 19 CENTERS. I OA. MIN. CWGA DOORS UP TO 7'-0' HIGH CONSIST OF I) SECTIONS SHOWN. FRONT MANE WITH U.V. WASHER REQUIRED. Wi SCREWS'MAY BE COUNTERSUNK (( ( COATING ON OUTSIDE SURFACE. STOP MSTALLER (TO SUIT) DOORS OVER 7'-0' HIGH CONSIST OF IS) SECTIONS (NOT SH�WN). SURF NOT REWWEDj ro PMYr10E A RUSH YER LOIC 20 GA ENO SALE SURFACE HORIZONTAL ]AMBS W NOT 71LINSfEA 10A0. LB YELLOW Pk JNIS vv== B 1" MILK SSB GLA55 OR OP ON�I 10 S 20 G4 V. STEEL WEEIL. STILE WINDOW LATE MOLDED INSIDE 1/B ACRNC LITE SECTION B-B IZ Gk GALV. STEEL ERACK / LITE RE7NNER - BRACKETS FASTENED TO WOW J 11 25 GA MIN. STEEL 118.J/4 PNI HELD SCREW WITH ONE 5/16'v1-5/8' LAG SCREW SKIN COATED WITH' G-40 MIN. (10 SCREWS PER UTE) B v1 SLEEVE .ORS ON 21 CENTERS (C-90 pEA TRACK BRACKET. GALVANIZING, BAKED -ON PRIMER. OCK) OR 21' 'Co CENTERS (2,ODO PSI MDT. CONCRETE) OR 7A IMC I.D. ROUND PVSMN T \ AND A BARED -ON POLYESTER SHAP LATCH ENGAGES p5 MIN CONCRETE WASNFAS INCLUDED2*LATHS (2.� f.V"IENEA (ONE PER ROl1EA) ` IB CA CALV.' STEEL CURER HINGE TOP COAT APPLIED TO BOTH 12 GA. GALV. STEEL TOP ONTO VERTICAL TRACK. SLEEVE ANCHORS, I' 0.0. MIN. WASHER ftEOVIRED FASTEN TO BITER. 511LE5 W/(1) SIDES OF STEEL SHIN. - 2' CKV. STEEL INCK FASTENED TO IA G. GALV. STEEL ftOL1FR WNGE;; 11a5 6' EW9 ROVER BRACKET. EACH ONE SNAP LATCH ON WITH iAPC0115. ANCHORS MAY BE W_5UKK 12 CA. GALV. STEEL TRACK URACNElS. - FASTENED TO EMIT STILES EACH W/(4) SHEET IMETK SCR BRACKET ATTACHED W/(1j EACH SIDE Of ODOR, BUT NOT PEOUIRED TQ PROVIDE A FLUSH W ANNDD INTER. STILE ( ) TRACK ATTACHED 70 EACH BRACKET j+14a5 B' 5H METAL SCREWS /14.5/8' SHEET METAL MOUNTING SURFACE. HORIZONTAL JAMBS W NOT WTM ONE 1/4'15/6' BOLT k NUT (4) I 4'v]/4 SELF TARPINO SCREWS PEA END MNCE. SNIP LAP JOINTS, SCREWS. - TRANSFER LOAD. OR TWO 1/{' GA. RIVETS. OUTSIDE KEYED -� HANDLE ENO 2' OM SHORTSTEM. 10 fl•11 STEEL ROLLER. 1/ CA GALV. STEEL / END STILE MARK WESTERFIELD, P.E. ENO M495 NGE. EACH ,1/ I.1.'.B COH .UR�TNNI FASTENED TO ENO INTER. PREPARATION OF LAMB5 BY OTHERS. SECTION C-C � NFLORIDATHP.E. FA STILES /1ta5/6' INSIDE HANDLE SOLE NORTH CAROLB4A P.E.P.E )2]8J2 SHEEP. METAL SCREWS J' TALL U-BAR k (4) 1/4'a3/4' SELF O RSID OCK LOCK BAR , 20 CA. GALV. STEEL TAPPING SCREWS. SNAP T N OPOnN ENGAGES IN DESIGN LOADS: +24.0 PSF dd -24.5 PSF MIN. . GA STRENGTH: 50 K51 TRACK ON NOTE 7 THE DESIGN Of THE SUPPOfITING STRUCTURAL ELEMENTS OUTSIDE EACH 510E SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36.0 PSF h -37.0 PSF HANDLE OF DOOR. RECORD FOR THE BUILDING OR STRUCTURE MD IN ACCORDANCE J' F- J' TALL a 20 Gl GALV. STEEL U-BARS ENO SLIDE BOLT WITH CURRENT BUILDING CODES FOR THE AND LASTED ON pu.wa WE prARD w itc - I IN A 2-I-2-1 PARERH (I.E. TWO U-SMS STILE LOCO. ENGAGES THIS DRAWING. . eiM A wzm aVl (Oleasa). PART NO.: A 1-7/8" � ON BOTTOM SECTION, ONE U-BAR ON NEXT INTO VERT1^AL HO CF Unlaa. Stolad Olhania• 312 WaL UI $L $U (E 1600 SECTION, ETC.). EACH U-BM ATTACHED TRACK. ONE C..nd—I/Pro H.t Nlwrt=B.n IDEAL T WITH 1/4'.]I4' SELF TAPPING SCREWS LOCK ON •r7 Id. H.. I- - 1-402 PER SME LOCATION. U.CH SIDE .r CLOPAY BUILDING PRGax.'15 co. TOLERANCES ore 1EI. xo. I-tJ13-361-(8W DOUR b c.AWl n...M w,d .w7 �.t ,,M D=COEOIirL FM NO. 1-513-762-3519 1= abd...d..a.d, arpucm.a. .0 - t .0J mad..a.9.b1., a di, A tN SECTION MA (SIDE WfWT IOCK O 1 nF BOLT FaWx. W 0 = t.015 DESCRIPTION: MODEL 6R5T W4 16-0 x 8-0: 24/-24.5 DESIGN LOAD DISK ofnON eb..r.. w..euc. r..r r..wt M .000 t.005. 13 GA GALV. STEEL BOTTOM BRACKET. y� B.b.ny r.r ..Y d.m.9.. ..d .0000 d:.001 DRAWN BY: BMM DATE: 4/18/00SCALE: NT5 DWG. ATTACHED WITH (2) /14.5/8' SHEET METAL SCREWS. '✓ b.... naWWlq Uw.rrwn. R ALUMINUM EMUSIDN // /. Degrees = t i/2' CHECKED BY: MWW DATE: 4/18/00 SHEET 1 OF t SIZE 1J k VINYL, WEATHERSTRIP. ��/ Third Angle + __EEa Unl.aa Sldled OlhanA.e / Projection DIMENSIONS ARE IN INCHES. DWG. NO.: 102138 REV. N0. I .4 71CAL 3 MODEL: 6RST (25 GA:: STEEL SKIN) MODEL 4RST (24 GA. STEEL SKIN) LISTED OPTIONAL DSB CUSS OR 1//8" ACRYUC LITES AVAILABLE (5EE SECTION B-B) - (1) INTERMEDIATE STILE 20 GA. MIN. END STILES ATTACHED TO ODOR ATTACHED W/ TOG-L-LOG (TOP do BOT) SKIN WITH PATENTED TOG-L-LOC SYSTEM AND URETHANE ADHESIVE (ALONG CENTER) A TOP, BOTTOM h CENTER). 't � B Ira o REPORT#9606C n: 25 GA. MIN. N ATED - STEEL. SKIN COATED M vq 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 x 20 GA. U-BAR (50 KSI) PER DOOR SECTION. END SLIDE BOLT STILE LOCK ENGAGES O 2 2' THICK 3" TALL U-BAR 20 GA. GALV. STEEL 1-7/8T" 16 CA. GALV. STEEL TOP ROLLER BRACKET, EACH / IBRACKET 4,5/e' �SHEETE METAL L3) SCREWS. -SHIP LAP JOINTS. _ O IN U I ®® TRACK.EONE Lv - �-TYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET. LOCK ON 3' TALL . 20 0A DAY. Z (4) TRACK BRACKETS 'PER SIDE. LOCATION CIF _ [STEEL U-BAR. ONE U-BAR W OPTIONAL VENTS -�' A EACH SIDE PER SECTION. EACH U-BAR ATTACHED W OPTIONAL OUTSIDE KEYED LOCK POSITION - r OF DOOR. WITH TWO 1/4'.3/4' SELF TAPPING a LHR TOP BRACKET MAX. DOOR WIDTH 9'0"L SCREWS PER 571LE LOCATION, DOUBLE HORIZONTAL INSIDE SLIDE BOLT - 114x5/5" SHEET METAL SCREWS - LOCK OPTION - TRACK NOTE 1: FRONT FRAME WITH U.V. DOORS UP TO 7'-0" HIGH CONSIST OF 4) SECTIONS SHOWN). COATING ON OUTSIDE SURFACE O DOORS OVER T-0' HIGH CONSIST OF (5� SECTIONS (OT SH WN). _ DOUBLE TRACK IOW HEADROOM OPTION 13 GA GALV. STEEL BOTTOM 00 O VERTICAL JAMB ATTACHMENT (cWOC1D FRAME BUILDINC51: BRACKET. ATTACHED WITH TWO n T ITE 1/4"x3/4" SELF 1/2%3" LAG SCREWS ON24 CENTERS.1"OD. MIN. 114x5/8 SHEET METAL SCREWS. 11 TIONAL 10 SCREo WASHER REQUIRED. UG SCREWS MAY BE COUNTERSUNK SSB GLASS ORTAPPING SCREWS. ALUMINUM EXTRUSION 1/8" ACRYLIC LOR14 GA END HINGES 18 GA INTERMEIATEHINGE(BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING IN WNTL WEATHERSTRIP.TION B-B SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. cFCTION A -A (SIDE VIEW) VIEW "B" VIEW "C k8x3/4' PAN HEAD SCREW yFRTICAL JAMB ATTACHMENT (G-!12ELOSdL9B (10 SCREWS PER LITE) END 2000�PS1 MIN CONCRETE COLUMN): MOTE MOLDED STILE STOP MOULDING BY DOOR INSTALLER (TO SUIT) 3/8 x4' SLEEVE ANCHORS WON P1° CENTERS.(BOTH INTER. 20 GA MIN. GALV. STEEL END STILE C-90 BLOCK OR 2,000 PSI MIN. CONCRETE) OR SNAP LATCH ENGAGES STILE REVISIONS E. DESCRIPTION DTY (1) WAS (2) FOR TRACK BOLT 14 GA. CALV. STEEL END HINGE. EACH FASTENED TO END STILES WA4) I14.5/8" SHEET METAL SCREWS k (4) 1/4'.3/4' SELF TAPPING SCREWS. HORIZONTAL TRACK SUPPORT BY ODOR INSTALLER (TO SUIT),I D 13 GA. GALV. STEEL FLAG BRACKET. . EACH FASTENED TO WOOD JAMB WITH (3) 5/16'x1-5/8" WOOD LAG SCREWS. L{Q,jE; DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT "L' - 6 -6 2' GALV. STEEL TRACK70, 7 -0 76 MIN, TRACK THICKNESS: .060" _ 2 2x6 YELLOW PINE JAMB 1/4%4" TAPCON SCREWS ON 24" CENTERS (2,000 - ONTO VERTICAL TRACK, PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON LOCK BAR 20 GA. GALV. STEEL INTER. STILE SLEEVE ANCHORS, 1" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. ENGAGES IN WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE OUTSIDE TRACK ON 12 GALV. STEEL TRACK / (BUT NOT REQUIRED) PROVIDE A FLUSH EACH SIDE BRACKETS FASTENED TO WOOD JAMB J FAST MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT O HANDLE OF DOOR. WITH ONE 5/16"zl-5/8" LAG SCREW - TRANSFER LOAD. OUTSIDE KEYED , PER TRACK BRACKET. HANDLE t ENO 18 GA. GALV. STEEL CENTER HINGE. FASTENED TO INTER. STILES W/(4) I STILE OUTSJDF KEYED LOCK #14x5/8' SHEET METAL SCREENW'S' LOCK BAR LOCKING 2" GALV. STEEL TRACK FASTENED TO 14 GA. GALV. STEEL ROLLER HINGES INSIDE HANDLE 12 CA. GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) DESIGN LOADS: +25.0 P.S.F. d: -32.0 P.S.F. TRACK ATTACHED TO EACH BRACKET 14x5.8" SHEET METAL. SCREWS AND OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F. k -48.0 P.S.F. WITH ONE 1/4"x5/B" BOLT dr, NUT 4) 1/4"x3/4" SELF TAPPING SCREWS PER END HINGE. SNAP LATCH LOCK OPTION OR TWO 1/4" CIA. RIVETS, " PREPARATION OF JAM2" DIA. SHORT STEM, 10 BALL STEEL ROLLER. BS BY OTHERS. JAMB CONFIGURATION SECTION G-C NOTE 2: THE DESIGNOF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON FLORIDA P.E. #48495 / i✓i �'��%�«� /Tl THIS DRAWING. NORTH CAROLINA P.E. #23832 w°Aic .'1m AOPA.1. sr"v`i l�lxm°ssNL.PART NO.: - HomiL. w,Rd=,em/w.Pnuo.y inl.rm.W. Unlm. Stoked Oth.nl.d 3I2 WOON,I SL hwta IOW IDEAL Cimim". OH 45202 .1 cLOPAY mw,,G PRX UCTS co. TOLERANCES qr. Tel. No. 1-513-381-46W Is °..t°i,,.d h.r.In and . .m W a."..d, .,.d, .0-led. - .0 = t.03 WYOOOl07�1Ii Fm No. I-513-762-3519 - .d. ardl.M., ar di,4ieul.d .loan it. oda, ...,..t. F.IM.. m ' .00 t.015 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25 -32 DESIGN LOAD .e.—. w. na .. m.r . o w nmdlp I., any d°m.q.. and ln.rd,.m. .000 = t .005 ,0000 = t.00l DRAWN BY: BMM DATE: 4/1a/oo SCALE: NTs DWG. .........11�q Degrees= t1/2' CHECKED BY: Mww DATE: 4/18/00 SHEET I O F 1 SIZE Third Angle . Projection NSeARE1 DIMENSOIN INCHES. DWG. NO.: 102137 REV. NO. 1 vDatraeweyu. '�.A.� %vgw d 0 6v'wd&JU9Q14-3 Vj v. C i IO AW bjidOFFICE a AM tir July 18, 2002 Alan Plante, Chief Plans Examiner - Norm Smith, Deputy Building Official CF1NT —.-, 1Lk. FLORIDA_-�;� Orange County Building Division Administration Building, lst Floor M-A-NTU-PACTURER NAME: 201 South Rosalind Avenue F/ Or� �� '6X �l��C ✓S �r P.O. Box 2867 Orlando, FL 32802-2687 MASTER F4ILE #-- (4D7) 836-S760 RE: Florida Extruders Fenestration Masterrile Update Alternate Nailing Schedule for Fin Frame Windows REVIEWED FOR CODE COMPIIMCf Messieurs Plante and Smith, CIAPRI ENGINEERING 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. 2540.3cwett Lane,. Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 ccd Woza ::0 �eaz 6a '�a5 cbC-S3--a 10: -CH X-U2 ' -�uawl.lezaQ ou t p [ t r., err 7 i(? 7n P. rda AM EUudqlS Regards,. NTRAL- FLORIDA B.O.A_F. MANUFACTURER NAME: MASTER FELE JUL 3 0 2002 Fie: 2002-LTR-0.IA-014 2540.)CWGir Lane, Sanford, FL 32771-1600 ► (407) 323-3300 • Fax (407) 322-3507 2 zci WdzO' TO Z007- 60 'das Z6i59�8 Lot _ON XH3 ivaurll��Q 6utpltng W083 ____ _jawoasn-1 oanzen d6S=Zo Zo 60 das `Alternate,Na.iling 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. H.lphllWldtb � H1W < l.0 Mc�91rdVYtttCTt � F!!IM s 1.0 ^AMA 70).�, Cts- ] loitl Dll trIbubion ^,AMA 101.2• C�S L-od DI_vav[lon - Florida Extruders Drawing No..FLEX0026, FLEXDD29 and FLEX0030 �r A a' Eyebrow Arch - Fixed Lite y Half Girclo - Fixed Lite Florida Extruders Drawing No. FLEXOD37 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = V� (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(HJ2) or H - 2(WJ2) Trapezoidal A = Yz (h)(a +. b) h = H/2 or W/2 2540 3ewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 - Fax (407) 322-3507 S 9d WdLH:10 Z00Z 60 'daS ZIS S9Z3 Lob : 'ON XU3 zuatui-tedaQ Sulpitre : wod3 •-•••^-^^---•�-=o. .,Icr ran �n cn daC AW Zc? UNTO FL�FA B. O. A. k'. AM EM UM..hZFA�C'Y'IJ3E�E NAME MASER FME # Non -Rectangular Configurations Load Distribution: Loading to the head, sill and/ jamb were based on the centroid of the configuration. For the half -circle shown:_ where: Al = 1/2(b)(h) b = Sill Width Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3.1416) , A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs:/in per NER-272 Nail length is 2.375", sheathing thickness is 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, sip 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 detennlned 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 = th(W/2)((H-W)+H)) a Vz(36/2)((62-36)+62))/144 = 5.5 5F A2 = 'h (W/2)(W)/144.= 'h(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, Santnnd, FL 32771-1600 • (407) 323-3300 • Fdx (407) 322-3507 6 Ld Wdtr©: TO E002! 60 'd;)S Z6>IS9ZB L0tr 'Q 1 XU3 1uaur;.ueda0 6u i p l i ng : WOdd dcc:ten 7?n Fn day AW orjda AM InternaWna4la- Load on Jarnb = 70(5.5) = 385 Ibs_ Load on Head/Sill = 70(2.25) = 157.5 lbs. Number of Fasteners Jamb, (N) = 385/69 = .5.58 = 6. Number 6f Fasteners Head/Sill ;(N) = 157.5/69 = 2.28 = 3 , Fastener Spacing Jambs = (H - 2(Edge Distance))/((N - 2) + 1) _ .(62 - 2(6))/((6-2)+1) = 10" Fastener Spacing Head/Sill. _ (W - 2(Edge Distance))/((N 2) + 1) _ (.36 - 2(6))/((3-2)+1) = 12" A similar 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. New .mob ^z I Al b Jamb "c{yM H.adtSriW.OtlI .-1 MA NUFAC j R. ILFR Nt1LYlEi Hc:ghVWidth-=►!/w> 1.0- AAMA 10 .3, Gav I Load Dictnbution MASTER F 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 322-3507 7 8d WcIV : ZH EeW 60 'daS Z6VS3LH Leh 'CN ?:tip I-ucuri-Aedaa 6u i pl ? ^e : W7213 Alternate Nailing Schedule and Installation Instructlons - Fin Frame Window Required Nail Paslode Catalog #650111, 2.375" Long, 0.113' Diameter, Ring Shank Nail per NER-272. Nail Irista llati on • Nall shall be installed to its full depth in the side grain of framing members. Required embedment has considered window frame .thickness -and a sheathing thickness of_Yz". Sheathing thickness greater that Va" will require reduction in .spacing based on the Manufacturer,: Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in Head, Silt and lambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum from each corner on Fans, Eyebrows, Quarter Circles, Half Circles and Octagons. Spacing Between Corner Nails of Rectangular Windows and along -arch ed & 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. CE T HAL 1F L O_ IIDA B. ®. A. F_ TAN UP ACTURER NAME:* Flo � � Ex�ivd,rrs MASTER FILE # 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 ,* Fax.(407) 322-3507 4 Sd W Ee: W c00Z 60 'daS 7_b17S91:6 Lob : 'ON Xti3 7uawz_11?daQ GUIPI Ina w0d-3 Orange.County Fenestration Master -file List Alternate Nailing Schedule. Drawing Applicability Fin Trame.Wind.ow. Masterfile - No. Dw . No. De_scri on 1 FLEXD029 Horizontal Sliding Window XDX - fin 3 FLEX0026 Sin le Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fxed Window --Fin Half -Circle and Eyebrow shown_ Applicable to other configurations note 9 on FLEX0037) F i.ORWA B. O. A.... . MANUFACTURER NANE: 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 222-3507 3 bd W(:,--0: L0 200E 60 'daS EGI•S9M LOr -ON Xt -I }uaw-Zlpd�Q 6uc pl t rig WCyd3 Fj Ja AN tudei 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 -versus extending those test results to a single hung window with a half radius or full radius head: The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall -be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ` ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder' ;s a p pp roved testin g reports for Milestone Single Hung Windows used a straight head extrusion in the tests. These tests where. performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway;Performance Requirements as defined in Table 2.1. When extending test results to windows of other .configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-160,0 + (407) 323-3300 • Fax (407) 322-3507 1 Florida Extruder Milestone Window test reports are based on the largest size window with comparative analysis (.performed to the methods promulgated by AAMA 103.3) used to determine the rating of window sizes smaller then those tested. By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending• the -test results of a single hung window with a straight head to windows with half radius head (2" per 1' slope) or full radius -head (1" per V-slope), the corner connection-, extrusion section and glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single .Hung Windows with either a straight 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 p-arameters, as is the case with Florida Extruder Milestone Window testing. .Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 (407} 323-3300 • Fax (407). 322-3507 3 xida mud July Is, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. BufldI69 Official Orange CountC y Building Division E' x IIAL FLORIDA: B. 0 Administration Building, lst Floor.���,��� 201 South Rosalind Avenue NAME. P.O. Box 2867 ��D r I �frZ{ YS Orlando, FL 32802-2687 MASTER FILE_ (407) 836-5760 RE: Florida .Extruders Fenestration Master -file Update — Alternate Nailing scheduleFor 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. 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. spec fic 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, santor+d, FL 32771-16o0 • (407) 323-33D0 • Fax (407) 322_3507 1 Zd Wd7'9: Te p@DZ! 6e 'daS ZGVS9,2 Lot : -UI xdd lu='11edza 6ui pI tna t 383 r Pn4.1 Jawo'lsn-1 oanTeA d6g:20 ZO 60 des Pbi da Eiders Regards, PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61GIS-23.OUI, F.A.C. A charcoal pencil was applied to the impression seal to faciiitate reproduction_ - - , ; tJUL 3 0 2002 ��: zooz-Lit-nan-o34 __ - 2540 3ewcrt Lane, .Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 fd W�:iO i 08Z 68 'das ZbtS9�fl L0tr "ON XU3 1u�u}ledaa 6uiplcr,g L�3 c7nc-+.ca r i n+, i �awoZsn7 Pant en d6S =Z0 2D. 6D °IaS CENTRAL: FLORIDA B..O AW Ebfida AM D=o MAia UFACTURER NAME MASTER ALE :# ATTACHMENT NO. 3 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. 4 tt.+onuwtam . >,Nv < 1.a ►+<:gtrtNYidm - Ff11N ► t.o AAMA 103.3. C u. 3 1_ 0&0 DiatrlDvbon AAMA 103.3, Cameo 1 Lwsd DI_b:budon Florida Extruders Drawing No. FLEX0026, FLEXDD29 and FLEX0030 r-•t Eyebrow Arch - Fixed Litl y Half circle - Fixed Lite Florida Extruders Draw No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = V1z (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 'h (h)(a + b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 - (4.07) 323-33oo - Fax (407) 322- -35075 Sd Wdca:To Fmoz 6e 'das 76-�S958 Lob : 'ON X'dj luawzsedaQ 6utpltna : W083 .- J c�r+c_iC.n rinii-JaW0a5n--) 09r1TeA dRq=?_n RD 6O das. FMda (MNTRAL FLORIDA B. O. A. F. MANUIP, ACC URER NAME - MASTER FME # Non -Rectangular Configurations Load Dlstribut►on: Loading to the head, sill and/or jamb were based on the centroid of the configuration. For the half -circle shown: where: Al = I/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 All.owable'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 maxlmurn 6" from each corner of head, sill or jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.1/69 For each head, sill or jamb, the spacing of the required fasteners between. the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 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 = Va(W/2)((H-W)-4-H)) — V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = 'h (.W/2)(W)/144 = I/s(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 3Z2-3507 6 Id bid5a : TO Zeoz 60 'd�S Z6tr59L8 LbC -CrA XU3 7u;;,�-ieda,3 6u i p l i ng Ljo83 -,-! rin47i .Ja.w0gsn7 panten d65:ZD 20 60 das Dada ud Load on Jamb = 70(5.5) = 385 lbs. Load on Head/Sill 70(2.25) = 157.5 lbs. Number of Fasteners Jamb (N). = 385/69 5.5B b Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing )arribs = (H 2(Edge Distance))/((N --2) + 1) =.(62 - 2(6))/((6-2)+1) = 1p„ 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: p /1 � N.adrsltlMfi� Mail\J1,'�,,1-TVLj-FE, rjAI Ei H AAMA10.vig3l.,vGw-r-a 7 =Load O> lst tArbarpon rf 2540 7ewett.Lane, Sanford, FL. 32771=16U0 • (407) 323-3300 - Fax (407) 322-3507 7 8d Wdd� : TO i'03Z 60 'daS ?.6r'S9"� Led : 'ON };trj lu�ur�1e��Q 6u ? p [ i ng w0aj _ic0 f i na.t JamD15f1'1 Danz en cdrC :Pn PO F;0 clas ATTACHMENT NO..2 Alaernate Nailing Schedule_ and In`stallatlon InstructJons -Fin Frame Wind.�w Required Nail.. Paslode Catalog 0650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation • Nall shall be installed to its -full depth In the side grain of framing members. - Required embedment has considered window frame thickness and a sheathing thickness of'/z"_ Sheathing thickness greater that Vh" 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 & straightperimeters of Fans, Eyebrow- si Quarter Circles, half Circles, Full- Circles,_Ovals and Octagons. 45 PSF Design Pressure: Maximum. of S' on centerline. 70 PSF Design Pressure: Maximum of 5- on centerline. CEiilTHAL FLO IDA ]B.O.A.k'. MANUFACTURER NAME F/o .-� Exfi-udrrs MASTER FILE# 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 4 sd wcEe:To E00Z 60 .da5 z6v5`3ce L0C 'ON XU3 }L;2)Wj_12daQ 6urpl;nl : wod3 - No. Dw . No. DescrijRtlon 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other confiurations note 9 on'FLEX0037 a�44 hwrtt Lane~ Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 bd WdC0:I6 eBw 60 'da5 ZGC-&q H Ler -ON XkJ3 �ua++T 12d�Q but pi t r'H WOcld :. ��'CIC��1� • MY Fkvida July 25, 2002 Florida County, City and Local Governments Community Development and Building. Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved .testing results for a single hung window with a straight head versus extending those test results to a single hung window with a half radius or full radius head. The. Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows_ §1707.4,2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder'-s"approved testing reports for Milestone Single Hung Windows used a straight head extrusion in the tests. These tests where performed to the ANSI/AAMA/NWWDA 101/I-.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA.101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 mod 3. For both considerations, that extrusion section properties remain the same, - corner connections do not differ and that the glass thickness and style do not vary. Florida Extruder Milestone Window test reports are based on the largest' size window with comparative analysis (performed to the methods promulgated by AAMA 103.3) used to determine the rating of window sizes smaller then those tested.: By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending the test results of a single hung window with a straight head to windows with half radius head (2" per.1' slope) or full radius -head (1" per 1' slope), the corner connection,. extrusion section and glass thickness are the critical: factors in determining applicability. In all cases for Florida Extruder Milestone Single .Hung l Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors and Windows states: "All sizes of doors and windows are not required to be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory will test that configuration enveloping those . critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius. head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 * Fax (407) 322-3507 2 rlle File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 _ =.. v _ CONCRETE CAULK BETWEEN DISCIdIm Ti The purpose of this installation drawing is to present the monufacturefs recommendations for IMPORTANT INFORMATION & GENERAL NOTES ONE BY WOOD BUCK BY OTHERS :OR MASONRY —OPENING WOOD BUCK > anchorage (i.e:. concrete screws, wood screws, nails and-Vulkem structural adhesive) to achieve the design pressure specified on the fenestrotion product os required by Hondo Building Code. Section 1707AA;- - - •-- - -- ._ -. ...... ..,.. These- notes are provided to ensure- proper installation of Florida Extruders Milestone P P (NOTE 6 & 7> $Y OTHERS MAS'Y. OPENING Anchorage Methods. Recommendationsregarding[lashing.-sealing. sealants or other joint sealant practices products and must be followed fully. $ Y OTHERS E does not constitute a warranty either expressed or implied. CAULK BETWEEN B.W. (BUCK WIDTH) t-t" MIN. GENERAL INSTALLATION INSTRUCTIONS WINDOW FLANGE EMBEDMENT & WOOD BUCK 1-1/4' MIN. ONE BY WOOD INSTALLATION ANCHOR a D a EMBEDMENT 1 BUCK BY OTHERS 3/16' DIA. TAPPER (NOTE 6 & 7) —� (NOTE -12) C> o 1) SHIM AS REQ D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. i (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EUL. PERIMETER CAULK BY OTHERS v INSTALLATION ANCHOR 3/16' DIA- TAPPER (NOTE 12) SHIM AS REWD. I/4' MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. !PRECAST SILL a BY OTHERS SECTION A —A W.W. A A B1 C FLANGE TYPE WINDOW FRAME SILL VIEWED FROM EXTERIOR E --J` K B G --,l ELEVATION SHIM AS REQ'D. 1/4' MAX. RIGID VINYL (SEE NOTES) GLAZING BEAD (TYP.) ' GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE —PERIMETER & WOOD BUCK CAULK F(�, I`1 CODE- WWBY OTHERS �+j�STUCCO W.W. OTHOW D G OTHERS --'-CAL '��IIUFERIN CONCRETE OR 'OS MASONRY OPENING SECTION B — B MA BY OTHERS BY v v 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. Anchor Location SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR Above APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED Meeting Rail- EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S RECOMMENDATIONS. -_ _- _Aj_ 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO ------- APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. AnChor Location Below Meeting Rail. //\ E 1 ILK BETWEEN ID BUCK & 'Y. OPENING OTHERS CONCRETE OR MASONRY OPENING BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) NE BY WOOD BUCK BY OTHERS JPTIONAL) (NOTE 6, 7 and 16A) tALLATION ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A (ALTERNATE) For installation With two b, with or w/o one by wood bucks_ ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 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] REV DESCRIPTION DATE INI REVISED ANCHOR LOCATION 4/23/04 RJA IN JAMB OF SIZE 37. NO CHANGE IN OUANTITY. 1 6 2004 E ADDED DISCLAIMER AND 7/29/04 RJA CLARIFIED LOCATION OF JAMB ANCHORS, INTERNATIONAL, INC. FLORIDA EXTRUDERS 2540 JEWETT LANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1500 & 2000 DRAWN BY: BB APPROVED BY:RJA DATE:7/29/04 SCALE: NTS DWG.: F-LEX0016, SLIT 1 _ / TAPPER LOCATION CHART - CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 40PsF 41 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 13 18 1/8 x 37 3/8 B B F.G F.G 14 18 1/8 X 49 5/8 B 8 F,G F.G 145 18 1/8 X 55 1/4 B 8 F.G F,G F.G F,G 15 16 18. 1/8 X 62 18 1/8 X 71 B B B B F,G F.G.H,I 17 18 1/8 x 83 B B F,G F,G,J,K 1 H2 25 1/2 x 25 B B F,G F.G F,G F,G 1 H3 25 1/2 x 37 3/8 B B B B F,G F,G.H,I 1 H4 1 H45 25 112 X 49 5/8 25 1/2 X 55 1/4 8 B F.G F,G.H,I 1 H5 25 1/2 X 62 B B F.G F.G.H.I 1 H6 25 112 X 71 B B F,G F.G,H,I 1H7 25 1/2 X 83 B B F,G,J,K F,G,J,K 30 1/2 X 26 29 1/2 X 25 B B F,G F.G F.G F,G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 B B B F,G F,G,H.1 30 1/2 X 50 5/8 29 1/2 X 49 5/8 B 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 1/2 X 72 29 1/2 X 62 29 1/2 X 71 B B B F.G.H.I 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 B 8 F,G F,G 23 36 x 37 3/8 B 8 F.G F,G 24 36 x 49 5/8 B B F.G F,G.H.1 245 36 x 55 1/4 B B F.G F,G.H,I 25 36 x 62 B B F,G,H,I F,G,H.I 26 36 x 71 B 8 F.G.H.I D,E,F,G.H,I 27 36 x 83 8 B F G J K F,G;H,I,J,K 42 x 26 41 x 25 B B F.G F,G 42 x 38 3/8 41 x 37 3/8 B 8 F,G F,G,H,1 42 x 50 5/8 41 x 49 5/8 8 8 F,G F.G.H;I 42 x 56 1/4 41 x 55 1/4 B B F.G,H,1 F,G.H,I 42 x 63 41 x 62 B B F,G.H'I D.E.F,G.H,I 42 x 72 41 x 71 B 8 F ,G,H.I D,E,F.G,H.I 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 48 x 38 3/8 47 x 37 3/8 B A,C F,G F,G,H,I 48 x 50 5/8 47 x 49 5/8 B A,C F.G F,G.H,I 48 x 56 1/4 47 x 55 1/4 8 A,C F,G.H.I F,G,H,I 48 x 63 47 x 62 B A.0 F,G.H,1 D.E,F,G.H,1 48 x 72 47 x 71 B A.0 F,G.H,I D,E,F.G,H,1 48 x 84 47 x 83 B A.0 . F,G,J.K D,E.F,G,H,I,J.K 32 52 1/8 X 25 B A,C F,G 33 52 1/8 X 37 3/8 B A,C F.G F,G,H,I 34 52 1/8 X 49 5/8 B A,C F.G,H.I F,G,H,I 345 52 1/8 X 55.1/4 B A,C F,G,H,I D,E.F,G,H,1 35 52 1/8 X 62 B A,C F.G.H,I 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 D.E,F,G,H,I,J,K ' 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SLKIES. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cont j 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 1. 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) D J W.H. F H FA dy� — HK ELEVATION #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FOR SECTION B-B): 16) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK. 16A) IF A TWO BY & ONE BY WOOD BUCK ARE USED (SEE SECTION A -A ALTERNATE, SIMILAR FOR SECTION B-B), THEN #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK WILL BE USED AND THE ONE BY WOOD BUCK WILL BE SECURED TO THE TWO BY WOOD BUCK AS REQUIRED IN NOTE 6 & 7. 17) #10 WOOD SCREWS SHALL BE INSTALLED AT ALL FACTORY APPLIED INSTALLATION FASTENER HOLE LOCATIONS. 18) WOOD SCREWS SHALL NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. Ci DESIGN PRESSURE RATING & FBC REQUIREMENTS 19) IF EXACT WINDOW SIZE IS NOT LISTED IN TAPPER ANCHOR CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 20) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE WINDOW SIZES SHOWN IN THE CHART_ DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 21) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 22) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 23) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD AND JAMBS TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.4.2 AND THE ENGINEER OF RECORD'S DETAILS. RBv 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 IAPPROVED BY:RJA DATE:7/29/04 11SCALE: NTS DWG.:FLEX0016, SHT 2 OF 2 STUCCO BY OTHERS WINDOW HEIGHT GLAZI (SE PERIMETI CAUL BY OTHEF INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS 7N 1/4' MAX. 1/4' MAX. —--WINDOW WIDTH Disclaimer:The purpose of this installation drawing is to present the manufacturer's recommendations for _. SHIM SPACE D anchorage (i.e.. wood screws and Wads) to achieve the design pressure specified on the fenestration product SHIM AS REQ D. TWO BY WOOD as required by Florida Building Code. Section 1707.4.4. Anchorage Methods. Recommendations regarding 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 GLAZING (TYP.) (SEE NOTES) SHIM SPACE FIN TYPE WINDOW FRAME HEADER GLAZING (TYP.) (SEE NOTES) FIN TYPE WINDOW FRAME JAMB PERIMETER CAULK BY OTHERS ANCHOR SPACING (SEE BELOW: WINDOW } HEIGHT N TYPE INDOW FRAME LL MARBLE SILL STOOL BY ANCHOR SPACING (SEE BELOW) FWINDO'd- WIDTH A--i I" MIN. EMBEDMENT (WOOD SCREW) SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN & SHEATHING X/INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS SECTION B-B EQUALLY SPACE ANCHORS (TYP.) A L(,T6' MAX. YP.) MAX. (TYP.) ELEVATION OTHERS VIEWED FROM EXTERIOR HEAD SILL & JAMB ANCHOR SPACING (TO 70 PSF D.P.) 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 CAULK BETWEEN / WINDOW FIN - / SHEATHING & SHEATHING BY OTHERS I'MIN. SECTION A -A (WOODBSCDREW) W t\ a m 00 N Z 0 w o r„ Q w J ►SEC w 1 6 1004 a w 05 a � - REV DESCRIPTION C REVISED NOTE 6. REVISED NOTE 7 AND TITLE TO REFLECT NAIL ALTERNATE. D I ADDED DISCLAIMER 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 & JAMBS. 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 RUNGS. 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 DESIGNfkTION DRILL BIT SIZE. 8) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 9) NAILS SHALL MEET ASTM F 1667, "STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES." 10) IF WOOD TENDS TO SPLIT, PRE -BORE HOLE AS FOLLOWS (PER NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION REQUIREMENTS): a) #8 WOOD SCREWS - 1/8" DIA. PILOT HOLE. b) 0.113" DIA. NAILS - #44 DRILL SIZE PILOT HOLE. c) OTHER NAIL DIAMETER PILOT HOLES NOT EXCEEDING 75% OF THE NAIL'S DIAMETER AS REQUIRED. 11) WOOD SCREW AND NAIL WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS ARE BASED ON SOUTHERN PINE WITH A SPECIFIC GRAVITY OF 0.55. 12) WOOD SCREWS -AND NAILS SHALL NOT BE MIXED TO FASTEN THE SAME ASSEMBLY. 13) WOOD SCREWS AND,,NAILS SHALL -NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. [SEE SHEET 2 FMN.TINUATION OF NOTES) DATE INI ATIONAL, INC. FLORIDA EXTRUDERS 12540NJEWETT 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 I APPROVED BY: RJA DATE:7/29/04 SCALE.- N. T. S. DWG.:FLEX0026 SHT i OF _1. 18- WOOD ---SCREW -SCREW INSTALLATION ANCHOR CHART -`.48 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 23 1/2 X 27 1/2 23 1/2 X 35 1/2 2 2 2 2 12 13 18 1/8,X 25 18 1/8 X 37 3/8 2- 2 2 3 2038 23 1/2 X 43 1/2 2 3 14 18 1/8 X 49 5/8: 2 3 2040 23 1/2 X 47 1/2 2 3 145 18 1/8 X 55 1/4 2 3 2044 23 1/2 X 51 1/2 2 3 15 18 1/8 X 62 2 4 2050 23 1/2 X 59 1/2 2 3 16 18 1/8 X 71 2 4 2060 23 1/2 X 71 1/2 2 4 17 18 1 8 X 83 2' 4 1H2 1H3 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 25 112 X 83 2 4 2460 2470 27 1/2 X 71 1/2 27 112 X 83 112 2 2 4 4 30 1/2 x 26 30 1/2 x 38 3/8 30 1/2 x 50 5/8 30 1/2 x 56 1/4 30 1/2 x 63 30 1/2 x 72 30 112 x 84 29 1/2 X 25 29 1/2 X 37 3/8 29 1/2 X 49 5/8 29 1/2 X 55 1/4 29 1/2 X 62 29 1/2 X 71 29 1/2 X 83 2 2 2 2 2 2 2 2 3 3 3 4 4 4 2824 2830 2838 2840 2844 2850 2860 2870 31 1/2 X 27 1/2 31 1/2 X 35 1/2 31 1/2 X 43 1/2 31 1/2 X 47 1/2 31 1/2 X 51 1/2 31 1/2.X 59 1/2 31 1/2 X 71 1/2 31 1/2 X 83 1/2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 22 23 24 245 25 26 27 36 X 25 36 X 37 3/8 36 X 49 5/8 36 X 55 1/4 36 X 62 36 X 71 36 X 83 2 2 2. 2 2 2 2 3 3 3 4 4 4 3024 3030 3038 3040 3044 3050 3060 ,3070 35 1/2 X 27.1/2 35 1/2 X 35 1/2 35 1/2 X 43 1/2 35 1/2 X 47 1/2 35 1/2 X 51 1/2 35 1/2 X 59 1/2 35 1/2 X 71 1/2 35 1/2 X 83 1/2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 42 x 26 42 x 38 3/8 42 x 50 5/8 42 x 56 1/4 42 x 63 42 x 72 42 x 84 41 X 25 41 X 37 3/8 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 2 3 3 3 4 4 4 3424 3430 3438 3440 3444 3450 3460 3470 39 1/2 X 27 1/2 39 1/2 X 35 1/2 39 1/2 X 43 1/2 39 1/2 X 47 1/2 39 1/2 X 51 1/2 39 1/2 X 59 1/2 39 1/2 X 71 1/2 39 1/2 X 83 1/2 3 3 3 3 3 3 3 3 2 2 3 3 3 3 4 4 48 x 26 48 x 38 3/8 48 x 50 5/8 48 x 56 1/4 48 x 63 48 x 72 48 x 84 47 X 25 47 X 37 3/8 47 X 49 5/8 47 X 55 1/4 47 X 62 47 X 71 47 X 83 3 3 3 3 3 3 3 2 3 3 3 4 4 4 3824 3830 3838 3840 3844 3850 3860 3870 43 1/2 X 27 1/2 43 1/2 X 35 1/2 43 1/2 X 43 1/2 43 1/2 X 47 1/2 43 .1/2 X 51 1/2 43 1/2 X 59 1/2 43 1/2 X 71 1/2 43 1/2 X 83 1/2 3 3 3 3 3 3 3 3 2 2 3 3 3 3 4 4 32 33 34 345 35 36 37 52 1/8 x 25 52 1/8 X 37 3/8 52 1/8 X 49 5/8 52 1/8 X 55.1/4 52 1/8 x 62 52 1/8 X 71 52 1/8 X 83 3 3 3 3 3 3 3 2 3 3 3 4 4 4 4024 4030 47 1/2 X 27 1/2 47 1/2 X 35 1/2 3 3 2 2 4038 47 1/2 X 43 1/2 3 3 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES 4040 47 1/2 X 47 1/2 3 .3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 4070 47 1/2 X 71 1/2 47 1/2 X 83. 1/2 3 3 4 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 REOUIREMENTS 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. REV FLORIDA EXTRUDERS INTERNATIONAL, LANE A B CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA C TITLE_ INSTALLATION DETAIL W/#8 SCREWS OR NAILS D SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE: NTS I 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 a � o INSTALLATION ANCHOR #8 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 20) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED (SEE NOTE D- 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 EMBEDMENT 0 o I 1-1/4' MIN a / J P 1 TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 1/4' MAX. SHIM SPACE 1-1/8 MIN. EMBEDMENT TWO BY WOOD BY OTHERS (NOTE 6) SHIM AS REQ'D. (SEE NOTES) TWO BY WOOD BY OTHERS (NOTE 6) INSTALLATION ANCHOR 148 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN 1N SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2" APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 1 I/8" MIN. E BEDMENT (TYP.) 1 3/4' MAX. SHEATHING BY OTHERS \_SLIDING GLASS DOOR INTERLOCK HOOK 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 1707.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. [SEE SHEET 2 FOR CONTINUATION OF NOTES] INSTALLATION ANCHOR 3/16' DIA. TAPPER D- ^ a a i _.. REV DESCRIPTION DATE INI INTERNATIONAL, INC. FLOR-IDA EXTRUDERS (NOTE 15> - 12/ ► 8/03 R JA 2540. JEWETT LANE CERTIFICATE Of AUTHORIZATION No. ez3s SANFORD FLORIDA ,. B REWSEDNOTES 1. z.3.6. ,,.20. zs s 3o u+o �ooEo .-o/oa CONCRETE OR OPENING Of W Z a W DEC c� REWSEO RELATED REFERENCES N+D/oD ELATED ILLUS. ADDED -ATE 20 Uu+D RELATED LEDSTRAT,O-S. RERweA NOTES a To ,o TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 MASONRY B Y OTHERS 1 6 J 7 D TO SE NOT RED EVrS REFERENCES TO D E T THESE -ores. RDOORS TAPPERS FOR FRAME INSTALLATION WITH # 8 SCREWS r- w gOxx 3-PANEL DOORS. r 1 WOOED D�SCLlUMER. 7/29/04 R JA DRAWN BY: BB APPROVED BY: RJA �® SECTION A — A ATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHT I OF 2 ffilf�. ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS # HEAD ( 8 WS) SILL (TAPPER) JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 6.1 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 120 x 96 12 12 12 6 6 .7 (D1) 10 10 50100 XX, OX, XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX, OX, XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 1/8 x 80 14 14 14 7 7 9 D2 8 8 15068 OXO 181 1/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 OXO 109 118 x 96 12 12 12 6 . 6 6 10 10 12080 OXO 145 1/8 x 96 14 14 1 14 7 8 D1 9 132 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 (132) 10 (D3) 12 12 9068 XXX 106 5/8 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 7 7 8 D1 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 XXX 106 5/8 x 96 12 . 12 12 6 6 6 10 10 12080 XXX 142 5/8 x 96 14 14 14 7 8 D1) . 9 D2 10 10 15080 XXX 178 5/8 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 (D2) 10 (D3) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 191 5/8 x 80 18 .18 18 9 10 (D1) 12 (D3) 8 8 10080 OXXO 119 5/8 x 96 12 12 12 6 6 7 D1) 10 10 12080 OXXO 143 5/8 x 96 14 14 14 7 8 D1 9 (D2) 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (133) 14 (D5) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (D1) 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 (D2) 10 D3 12 12 160100 OXXO 191 518 x 120 18 19 22 10 (D7) 1.3 (D4) 16 (D7) 12 12 10068 XXXX 117 1/4 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 1/4 x 80 14 14 14 7 7 8 D1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (D1) 1.0 (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 9 (D1) 12 (134) 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 7 8 D1 10 D3 12 1 12 160100 XXXX 189 114 x 120 16 18 1 21 10 (D2) 13 (D5) 15 (137) 12 1 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D, IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "137" DESIGNATES IN WHICH SIZE 8 CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) "D1" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS, INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) "D3" MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "D4" MEANS, INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) "D5" MEANS; INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "136" MEANS, INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES_ 8) "D7" MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES 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 (cont-) 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN_ THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "0" 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, IAMBS 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. E`' FLORIDA EXTRUDERS INTERNATIONAL. LANE A CERTIFICATE OF AUTHORIZATION N0. 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 Of 2 M 4 ... _ _ INSTALLAT_[ON ANCHOR INSTALLATION ANCHOR' 9' - -..CAULK-.BET _WEEN 3it6" --DIA. ,TAPPER Ile WOOD SCREW' (_TYP. WHERE_ WOOD BUCK & (NOTE 17) TAPPERS ARE NOT MAS"Y• OPENING CONCRETE OR ONE BY WOOD REQ'D. - NOTE 22) o BY OTHERS MASONRY OPENING DUCK BY OTHERS BY OTHERS (NOTE 11 & 12) CAULK BETWEEN DOOR FLANGE SHIM AS & WOOD BUCK REQ'D SLIDING A (SEE DOOR PERIMETER NOTES) v CAULK BY v:' `; 1 1/4' MIN. _ _.. 1/4" MAX.OTHERS EMBEDDMENT SHIM SPA STUCCO BY OTHERS INSTALLATION ANCHOR 48 SCREW WOOD (TYP. WHERE TAPPERS ARE NOT REWD. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). — SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE 10 a a o INSTALLATION ANCHOR a8 WOOD SCREW \-//PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 22) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF-CONCRE-TE (SEE NOTE--2). SHIM AS RE.C)UIRED,(SEC.:NOTE 1). SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKING REQUIRED (SEE NOTE 2). 1/2',6 n AD - T R ^� N E C O __CCRO. P N MASONRY O E LNG BY OTHERS CAULK BE14/EEN HOOK STRIP S WOOD BUCK 1/8" MIN. EMBEDMENT (TYP.) Q a 3/4- MAX. / CAULK BETWEEN - TEMPERED GL7NFn DOOR FLANGE (TYP.) & WOOD BUCK TEMPERED GLASS (TYP.)_ PERIMETER STUCCO CAULK BY ONCRETE OR HaQK BY OTHERS OTHERS ASONRY OPENING Y OTHERSSTRIP DETAIL SLIDING GLAs� DOOR ---- S.G.D. WIDTH STUCCO INTERLOCK B Y OTHERS Disclaimer The purpose of this installation drawing is to present the manufacturers recommendoiions [Or anchorage (i_e.. concrete screws. wood screws and nails) to achieve the design pressure specified on the fenestration product as required 6y Florida Building Code. Section 1707.4.4. Anchorage Methods. SECTIONB - B C Recommendations regarding flashing. seating. sealants or other joint sealant practices does not constitute 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 followed fully. 3 Y+11` MAX:`:SHIM .:SPACE 1 1/.4' MIN,. EMBEDMENT _ _ _ _ 2x4, 2X6=:OR 2X8 WOOD '(NOTE BY OTHERS 6) ONE BY WOOD BUCK BY OTHERS (NOTE 11 & 12) INSTALLATION ANCHOR Ito WOOD SCREW (TYP.) (NOTE 23> CAULK BETWEEN (ANCHORS, SHOWN IN SAME PLANE FOR CLARITY ONLY - WOOD BUCK" & HOOK STRIP' ANCHOR HOLES MAS'Y. OPENING SPACED 2' APART ON BY OTHERS -OPPOSITE FLANGES.) SHIM AS REQ'D. (SEE NOTES) SLIDING GLASS DOOR HOOK STRIP 4 INSTALLATION ANCHOR — 3/16' DIA. TAPPER (NOTE 17) M EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) a � o D EMBEDMENT a 1-1/4" MIN. o o n Z I INSTALLATION ANCHOR z 3/16' DIA. TAPPER (NOTE 17) J /� W Q II CONCRETE OR 3 MASONRY OPENING BY OTHERS GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4 LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYOIC 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 & I 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.TO FASTENED TO TRANSFER THE 6) TWO BY CONCRETE BUCK OR DTHOR FRAMING AT HE HO SUBTRJP STRATE PER O 1 ESECTIONL1707.4.41 AND THE ENGINEER O LOAD ORD'SE MASONRY, DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS. B) WHERE "X" REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHAR , ; �: '.` ISF EET �`F: R CON. NOATION'OF NOTES) 1 INC FLU I`�' �. E 20 �EwE�"r I -AN[, CERTiFtCATE E 11"THORIZA NO. ~'9235 S I N FO R D ,- f LO R I I) �_ TITLE ,. [ DING GLASS DOOR 500, 1000 & 2000 MASONRY INSTALLATION W I TI-I NON -SIR U(: I Uf2Al _ BUCK AND TAPPERS ------ DRAWN oy: BB _ APPROVE ` CALE:Df3Y: �'�('� DATE:7/29/04 SNTS DWG /� FLE-_XO021 SII[_l. RE DESCRIPTION DATE IN RE3.vl co 72. OTCS a 2.1 .6 II t. 1OZ. —O/OR RE"SCO REUfEO REFERENCES ENO/OR ILLUSTRATIONS. RENu.o(RCO NOFES 6 TO Io MO REISCO REFERENCES TO THESE NOr(S RC"SCO TAPP(Rs FOR 90xr }-p—CL DOORS. , 2„ s/03 R J A T G 2004 C -DOED DISCLAWER 7/29/04 j` JA ArtnN CHART IMPORTANT INFORMATION & AL NOTES (cont.) REQUIRED QUANTITIES OF ANCHORS - HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (tt8 WS) _Nominal Door Size Door Size TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF and Confguration TO TO 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 8 4 4 4 3 48 x 80 3 3 3 4 4068 XX, OX. XO 8 60z80 3 3 5068 XX, OX, XO 4 4 8 6068 XX, OX. XO 72 x 80 4 4 4 5 4 4 8 96x80 5 5 8068 XX, OX. XO 6 6 7 (Ot) 4 4 8 8 XX OX XO 120 x 80 5 5 10 60 x 96 3 3 3 0 XX, OX XO 5 5 .. , 10 j6080XX, OX, XO 72 x 96 4 4 4 550 10 XX, OX, XO 96 x 96 5. 5 5 7 (Di) 5 5 10 0 XX OX XO 120 x 96 6 6 6 6 12 50100 XX, 0)( XO 60 x 120 3 3 3 6 6 12 4 60100 XX, OX XO 72 x 120 4 4 6 7 (DI) 6 12 80100 XX OX XO 96 x 120 5 5 4 4 8 109 1/8 x 80 6 6 6 9068 OXO 4 4 8 12068 OXO 145 1/8 x 80 7 7 9 D2 4 4 8 15068 OXO 181 1/8 x 80 8 10 (D2) 11(03) 5 10 9080 OXO 109 118 x 96 6 6 6 5 5 5 10 145 118 x 96 7 8 D1 9 D2 12080 OXO 5 5 10 15080 OXO 181 1/8 x 96 8 11 13 7 D 1 6 12 90100 OXO 109 1/8 x 120 6 6 6 7 9 (D2) 10 (03) 6 7 (D1) 12 120100 OXO 145 1/8 z 120 4 4 8 9068 XXX 106 518 x 80 6 6 6 4 q 8 12068 XXX 142 5/8 x 80 7 7 8 D1 4 4 8 15068 XXX 178 5/8 x 80 8 70 (D2) 11 (D3) 5 10 9080 XXX 106 518 x 96 6 6 6 5 5 5 10 12080 XXX 142 518 x 96 7 8 D1 9 02 5 5 10 15080 XXX 178 518 x 96 8 11 (D3) 13 6 7 12 90100 XXX 106 5!8 z 120 6 6 6 6 7 12 120100 XXX 142 518 x 120 7 9 (D2) 10 (D3) 4 8 10068 OXXO 119518x80 6 6 7 D1 4 4 g 12068 OXXO 143 518 x 80 7 7 8 D1 d 4 4 8 16068 OXXO 191 5/8 x 80 9 1o(DI) 12 (D3) 5 705 10080 OXXO 119 518 x 96 6 6 7 D 5 5 10 12080 OXXO 143 518 x 96 7 8 D1 . 9 D2 5 5 10 16080 OXXO 191 518 x 96 9 12 (D3) 14 (05) 6 7 DI)12 100100 OXXO 119 5/8 x 120 6 6 1 6 7 01 12 �7(D 120100 OXXO 143 5/8 x 120 7 9 D2 03) 6 7(D1) 12 160100 OXXO 191 518 x 120 10 (D1) 13 (D4) D7) 4 8. 10068 XXXX 117 114 x 80 6 6 6 4 4 8. 12068 XXXX 141 114 x 80 7 7 8 O1 4 4 8 16068 XXXX 189 114 x 80 9 (D1) 10 (D2) 12 (134) 4 5 10 10080 XXXX 117 1/4 x 96 6 6 7 01 5 5 10 12080 XXXX 141 114 x 96 7 8 01 9 D2 5. 5 10 16080 XXXX 189 1/4 x 96 9 (D1) 12 (04) 13 (05) 5 7 D1 12 100100XXXX 117 1/4 x 120 6 6 7 0.1 6 6 7 O1 12 1200XXXX 1411/4x120 7 8 Di 10 03 10 6 7 (D1) 12 160100 XXXX 189 1/4 x 120 10 (D2) 13 (O5) . 15 (07) ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REO-D. IN BOTH'FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "07" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. -01- TWO TAPPERS IN ONE SET OF INSTALLATION. HOLES. 2) MEANS- INSTALL -D2" INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 3) MEANS, -D3- INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) MEANS. "134- INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 5) MEANS. -D5` INSTALL TWO TAPPERS IN FIVE SETS OFINSTALLATIOWHOLES. 6) MEANS. "06- MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 7) "D7- INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 8) MEANS, IN HEAD & SILL SHOULD BE PRIORITIZED AS FOLLOWS: 9) LOCATION OF ADDITIONAL TAPPERS A FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. SECONDLY, AT EACH END OF HEAD & SILL NEAR JAMB CORNER. IF NEEDED B: 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. B: SECONDLY. AT EACII END OF JAMBS NEAR HEAD & SILL CORNERS, C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. GENERAL INSTALLATION INSTRUCTIONS (COnt-) - 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A-A".-B-B" & I100i: ', I RIP ! ri I :,II APPL +' 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" DIAr-1 TER ANC) I 3/8- LENGTH (S/8- EMBEDMENT), A HARDENED 'MASONRY NAIL" WITH A 0.148" DIAMETER AND 1 Ih" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMrT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREA rl i; I'r Uk.1 1" 110ml 1AL. (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2- THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE I I . 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR 11It_ :'NVIRONt.IENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RFF(_om.l1ENDATION 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_ 15) WOOD SCREWS SHALL MEET ANSI B18-6.1 DIMENSIONAL REQUIREMENTS. 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD 3/ 16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND JAMBS)- 17) WHERE DOOR IS INSTALLED IN MASONRY OPENING WITH ANON -STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A MI�ONR, OR C():aCRETE SILL, USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH: TO ACHIEVE MIN. EMBEDMENT OF 1-114" 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 bE SUBSTII --L) bVl 11I 11+' FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS. 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION St TALL BE ANCHORED WITH u8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK_ ALL REMAINING FACTORY APPLIED INSTALLATION F:\_STErIER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL. BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED B'r I (lv:`t E:S i/ISTEN[NG, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 7/8 IN_ EMBEDMENT INTO THE CONCRETE OR MASONRY. 98 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 s8 WOOD SCREWS (ANSI B 18 G 1) 0'S!.Ifi IC1ErrT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCREQUIREMENTS IN HOOK STRIP. 2S) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD. 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAvI TY OF 0.55 FOR SOUTHERN PINE. DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NF..r I t AI;GER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 28) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART, DESIGN PRESSURES (D.P. ) SHOWN ARE POSITIVE AND NEGATIVE. 29) DOOR UNIT IS APPROVED US[NG 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, 1.707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL. SUB., I I;AIFS AND 1707-4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. REV FLORIDA EXTRUDERS `2540NAI�:WI A� k. LANE A n CERTIFICATE OF AUTHORIZATION NO 9235 S A N f' U Il l) If) R 1 D n D TITLE: SLIDING GLASS DOOR 500, 1000 9. 000 C MASONRY INSTALLATION WIT1d N(►IJ Il;lll. 1111,1 -- BUCK AND TAPPERS DRAWN [3Y: BB APPROVED HY I' J�� DATE:7/29/04 SCALE:NTS DWG H:FLEXOCIL SIILf_ (� Of . �_:.. '.� .:.'- ..:-- -. �' -e--..:_- - �l .; ..�.,, � .�.�:i �.��.c--.caa.m�..^-•��.:..�_r3-.wra, � ___�,ernAv,..._�.......�..,.....s-..-............-.�.w�.-.-�__.�._..__.__..._..__.-. . . ... u.r --•��=��.iti..T�.:.�4'..:. -.`.�- ��ii�_�" .i•��.�i.:f+C...✓@_.F__. +i":aM�ua5.. Ltr"ff....� �9_ ry. 1 X 2 X 1/8 1000 S.H. 1 X 2 X 3/8 ONE BY WOOD DETAIL C 1000 S.H. JAMB (TYP-) TUBE MULLION JAMB (TYP.) TUBE MULLION BUCK BY OTHERS CONCRETE OR MASONRY BY OTHERS 1 1/4' MIN. Q #8 X 1/2 SELF #8 X 1/2 SELF EMBEDMENT Q TAPPING SMS TAPPING SMS 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A —A (1 ) 1 X 2 7/16 X 1/8 / TUBE MULLION 1000 S.H. 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) I X 4 X 1/8 TUBE MULLION 1000 S-H. JAMB (TYP.) 88 X 1/2 SELF TAPPING SMS \\j SEALANT BETWEEN WINDOW FLANGES & MULLION 08 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 148 X 1-1/2 SELF TUBE MULLION TAPPING SMS SECTION A —A (2) I X 2 7/16 X 3/8 1000 S.H. TUBE MULLION JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS 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 #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION �— #8 X 1-1/2 SELF TAPPING SMS SECTION A —A (6) #8 SELF I FiFF IIYU — SMS (TYP.) DETAIL B INSTALLATION ANCHOR 3/16" DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE @ HEAD MULLION (APPLIES TO HEAD & SILL WHERE 1 " X 4" -_"& 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 ELEVATION VIEWED FROM EXTERIOR w - aoLO t 0- I� (N _ C4 Ln o J o CID= z Q m a Z C� CO O a) U For alternate sill DETAIL B profiles where Sill Clip- is not suitable, it is acceptable to use Installation Clip as shown in Detail C (with or w/o bucking. a INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — I 1 1/4' MIN. EMBEDMENT PRECAST SILL BY OTHERS AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) MULLION -/ FLORIDA EXTR'UDERSI`2540 JEWE T INC LANE SANFORD, FLORIDA TITLE: SER. 1000/ 1500 FLANGE SHEET I OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE ( SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: WAB smm DATE:6/ 1 7/04 SCALE: NTS DWG-: 1 VMFLGz� _ SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF WINDOW "CALL SIZE WINDOW TIP To SIZE CAPACITY 1 X2X 1 /8 TUBE MULL 2 ANCHORS SECT. A -A 1 CAPACITY 1 X2X 1 /8 TUBE MULL 4 ANCHORS SECT. A-A(! CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A -A 2 CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 CAPACITY I X2 7/16Xi/8 TUBE MULL 2 ANCHORS SECT. A -A 3 CAPACITY I X2 7/16X1/8 TUBE MULL 4 ANCHORS SECT_ A-A(3) CAPACITY 1X2 7/16X3/8 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITY 1 X2 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 CAPACITY 1 X4X 1 /8 TUBE MULL 4 ANCHORS SECT_ A -A 5 CAPACITY 1 X4X 1 /8 TUBE MULL 6 ANCHORS SECT_ A-A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A-A(6) CAPACITY 1 X4X3/8 TUBE MULL 6 ANCHORS SECT. A-A(6) CAPACITY 2X4X3/8 TUBE MULL 6 ANCHORS SECT. A-A(7) 336.52 692.83 336.52 732.42 336.52 732.42 791 .81 1 187.72 791.81 1187.72 1187.72 12 19 1/8 X 26 336.52 732.42 13 119 1/8 X 38 3/8 209.72 317.66 209.72 429.55 209.72 456.46 209.72 456.46 493.47 740.20 493.47 740.20 740.20 14 119 1/8 X 50 5/8 131.23 131.23 94.13 152.75 1 77.46 152.75 1 93.92 152.75 271.83 359.41 539.12 359.41 539.12 539.12 127.29 127.29 135.81 1 39.09 135.81 194.97 319.55 460.17 319.55 479.33 479.33 145 119 1/8 X 56 1/4 94.13 15 19 1/8 X 63 65.97 65.97 89.21 89.21 97.48 97.48 119.85 136.64 282.02 423.03 282.02 423.03 423.03 16 19 1/8 X 72 43.49 43.49 58.81 58.81 64.27 64.27 90.09 90.09 212.62 212.62 296.98 296.98 365.75 17 19 1/8 X 84 26.96 26.96 36.45 36.45 39.83 39.83 55.84 55.84 131.79 131.79 184.08 184.08 294.03 1 H2 26 1 /2 X 26 262.87 572.13 262.87 541.20 262.87 572.13 262.87 572.1 3 618.52 927.78 618.52 927.78 927.78 1 H3 16 1 /2 X 38 3/8 26 1 /2 X 50 5/8 157.93 97.25 239.21 97.25 157.93 113.20 323.48 131.51 157.93 113.20 343.74 1 43.71 157.93 113.20 343.74 201.45 371.61 266.35 557.41 399.53 371.61 266.35 557.41 399.53 557.41 399.53 1 H4 1 H45 �.6 1 /2 X 56 1/4 69.43 69.43 93.89 93.89 100.17 102.59 100.17 143.81 235.70 339.42 235.70 353.55 353.55 1 H5 26 1 /2 X 63 48.44 48.44 65.51 65.51 71.58 71.58 88.01 100.34 207.10 236.83 207.10 310.65 310.65 1 H6 26 1 /2 X 72 31.79 31.79 42.99 42.99 46.98 46.98 65.86 65.86 155.44 155.44 21 7.1 1 217.11 267.38 1 H7 26 1 /2 X 84 19.62 19.62 26.53 26.53 28.99 28.99 40.64 40.64 95.93 95.93 133.99 133.99 214.02 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 37 X 38 3/8 122.22 185.12 122.22 250.32 122.22 266.00 122.22 266.00 287.57 431.36 287.57 431.36 431.36 23 24 7 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 27 37 X 84 14.39 14.39 19.46 19.46 21.26 21.26 29.81 29.81 70.36 70.36 98.27 98.27 156.97 32 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 33 3 1 /8 X 38 3/ 98.38 149.02 98.38 201.51 98.38 214.1 4 98.38 214.14 231.50 347.25 231.50 347.25 347.25 34 3 1 /8 X 50 5/ 56.23 56.23 65.45 76.04 65.45 83.09 65.45 116.47 154.00 231 .01 154.00 231.01 231.01 345 3 1 /8 X 56 1 / 39.32 39.32 53.17 53.17 56.73 58.10 56.73 81.44 133.48 192.22 133.48 200.23 200.23 35 53 1/8 X 63 26.92 26.92 36.40 36.40 39.78 39.78 48.91 55.76 115.08 131.60 1 15.08 172.63 172.63 36 53 1/8 X 72 17.34 17.34 23.45 23.45 25.62 25.62 35.92 35.92 84.77 84.77 97.21 118.41 145.82 37 5.3 1/8 X 84 10.51 10.51 14.21 14.21 15.53 15.53 21.77 21.77 51.39 51.39 71.78 71.78 120.81 NOTES_ A) NUMBER Of ANCHORS NOTED ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED . AT EACH ENI3 USING 1 1/4" EMBEDMENT. 8) PRESSURE-5 GIVEN IN PSF ARE FOR 2/3 OF ULTIMATE MULLION DESIGN LOAD WHERE THIS ULTIMATIE LOAD IS BASED ON 1.5 X DESIGN PRESSURE PER 1707.4.5.4. USE THE OPENINGS DESIGN PRESSURE WITHOUT INCREASE FOR COMPARISION TO THIS CHART- C) THE MULLED WINDOW ASSEMBLY'S OVERALL DESIGN PRESSURE RATING IS THE LOWER OF EACH IND V DUAL WINDOW'S 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. FLORIDA EXTRUDERS INTERNATIONAL, INC. 2540 JEWETT LANE SANFORD FLORIDA TITLE: DESIGN PRESSURE CAPACITIES FLANGE VERTICAL MULLIONS - S E R . 1000 & 1500 DRAWN BY: J BH APPROVED BY: WA B DATE: 6/ 1 7/ 0 4 SCALE: F U L L Dwc.: 1 V M F L G PG 2 Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Project: Lennar Homes, Cozumel A Celery Estates Lot 18, City of Sanford �D FAR �00E COM?LOU 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. HRO 1-HR03, JO1406, RO 1-R09, R20, VO 1, F01-1`03, F05, F06, F06A, F07-F 10, F 13, F 15-F 17, FRO 1-FR07, --\ November 6, 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 TPUSSWAY, Ltd. M-51 Trussway Blvd. To: DeliveTy List Orlando, FL 32824 Lennar - Orlando Job Number: LE3159 Phon;j 407-857-2777 Fax: 407-857-7855 Orlando, Florida Page: 1 Date:. 07-18-2006 - 1:55:51 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: COZUMEL Phone: Salesperson: A 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 44 lbs. each 0.00 2-8-10 1 HR02 6-9-4 OUTRIGGER 3.54 1-5-0 0-0-0 28lbs. each 0.00 1-6-7 2 HR03 2-9-3 OUTRIGGER 3.54 1-5-0 0-0-0 10 lbs. each 0.00 - 1-1-13 10 JO1 1-0-0 JACK 5.00 1-0-0 0-0-0 4lbs. each 0.00 1-11-13 10 J02 3-0-0 JACK 5.00 1-0-0 0-0-0 �4 11lbs. each 0.00 2-9-13 8 J03 5-0-0 JACK 5.00 1-0-0 0-0-0 17lbs. each 0.00 3-7-13 24 J04 7-0-0 JACK 5.00 1-0-0 0-0-0 23 lbs. each 0.00 8 JOS 4-10-0 JACK 2-8-15 5.00 1-0-0 0-0-0 1.4 16lbs. each 0.00 1-6-13 10 J06 2-0-0 JACK 5.00 1-0-0 0-0-0 .-4 7 lbs. each 0.00 (2) 2-Ply 3 - 7 - 13 4 R01 35-0-0 RHIP GIR 5.00 1-0-0 1-0-0 C) 199lbs. each 2X4/2X6 0.00 \J 4-5-13 2 R02 35-0-0 RHIP 5.00 4-0-0 I-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-I1-13 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 REG 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 172lbs. each 0.00 4-11-10 1 R08 20. • 4 - 0 BOSTON HIP 5.00 1 - 0 - 0 I - 0 - 0 140lbs, each 0.00 4-I1-10 3 R09 20-4-0 REG 5.00 1-0-0 0-0-0 81 lbs. each 0.00 s 1 -0-0 2-8-IS 1 R20 20-0-0 MHIPGIR 5.00 1-0-0 0-0-0 951bs. each 0.00 1-8-4 1 Vol 4-0-0 MVAL 5.00 0-0-0 0-0-0 ® 12 lbs. each 0.00 TRUSSWAY, Ltd. 980 Trassway Blvd. TO Delivery List Orlando, FL 32824 Lennar - Orlando Job Number: LE3159 Phow 407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 2 Date: 07-18-2006 - 1:55:52 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: COZUMEL Phone: Salesperson: Fax: A Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 8 FOl 19-5-8 BB 1-2-0 0-0-0 0-0-0 R� 97 lbs. each 3 F02 19-2-12 BN 1-2-0 0-0-0 0-0-0 97 Ibs. each 25 F03 2-1-8 BT 1-2-0 0-0-0 0-0-0 11 lbs. each 6 F05 11-7-0 BB 1-2-0 0-0-0 0-0-0 � 60Ibs. each 2 F06 10-9-0 BB 1-2-0 0-0-0 0-0-0 55 Ibs. each 2 F06A 10-9-0 BB 1-2-0 0-0-0 0-0-0 55 Ibs. each 4 F07 12-1-8 BT 1-2-0 0-0-0 0-0-0 97zS0= 621bs. each � 1 F08 431bs. each 8-0-8 BN 1-2-0 0-0-0 0-0-0 -� 5 F09 19-5-4 FLOOR 1-2-0 0-0-0 0-0-0 97 lbs. each 1 F10 19-5-4 FLOOR 1-0-8 0-0-0 0-0-0 I 95 lbs. each v � 1 F13 19-2-12 BN 1-0-8 0-0-0 0-0-0 94 lbs. each 1 F15 10-9-0 BB 1-0-8 0-0-0 0-0-0 v� 531bs. each c1-7-12 2 F16 21-1-0 FLOOR 1-2-0 0-0-0 0-0-0 107lbs. each 3 F17 19-5-8 BN 1-2-0 0-0-0 0-0-0 99 lbs. each (1) 2-Ply 2-6-0 2 FROI 19-9-8 301 0.00 0-0-0 0-0-0 1491bs. 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 lbs. each 0.00 (1) 2-Ply 0 - 11 - 0 2 FR03 6-8-0 FLOOR 0.00 0-0-0 0-0-0 30 Ibs. each 0.00 (1) 2-Ply 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 FRO5 10-0-0 FLAT TRUSS 0.00 0-0-0 0-0-0 39 Ibs. each 0.00 1-2-0 c4-8-8 2 FR06 4-8-8 301 0.00 0-0-0 0-0-0 ® 18 lbs. each 0.00 TRUSSWAY, Ltd. 9850TrusswayBlvd. To: Delivery List Orlando, FL 32824 Lennar - Orlando Job Number: LE3159 Phonf-;,407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 3 Date: 07-18-2006 - 1:55.52 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone: A Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 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 4 V �55M/ L4 LE3159R I NSS Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40156 H R01 OUTRIGGER 1 1 Job Reference (optional) 'I 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:00 2006 Page 1 -1-5-0 5-8-4 9-10-1 1-5-0 5-84 4-1-14 2x3'>4-p1e = 1:19.8 n E 34 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS (lb/size) F = 631/Mechanical B = 420/0-4-15 Max Horz B = 233(load case 3) Max Uplift F = 338(load case 3) B = 210(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-802/197 C-H = -82/0 D-H = -81/43 D-E = -7/0 D-F =-231/209 BOTCHORD B-G _-3651746 F-G =-365/746 WEBS C-G = 0/253 C-F =-814/398 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) 1/deft TC 0.35 Vert(LL) -0.03 B-G >999 BC 0.33 Vert(TL) -0.06 B-G >999 WB 0.27 Horz(TL) 0.01 F n/a (Matrix) bearing plate capable of withstanding 338 lb uplift at joint F and 210 lb uplift atjoint B. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plo Vert: A-13=60 Trapezoidal Loads (plf) Vert: B=-3(F=28, B=28}to-D=145(F=43, B=-43), D=-105(F=43, B=-43)-to-E=-108(F=44, B=44), B=-O(F=10, B=10)-to-F=49(F=-15, 13=15) 3x4 = 4-1-14 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 44 lb WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 Engineering Departa 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 March 10,20061 t Job Trus! LE3159R HR02 V _ Trussway, Orlando, FI -1-5-0 1-5-0 OUTRIGGER ty Ply LE3159 - Lennar Orlando - COZUMEL H40157 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:01 2006 Page 1 5-0-8 6-9-4 5-0-8 1-8-12 2x3 11 Scale = 1:15.5 E D 3x3 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.09 B-F >836 240 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) 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. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 252/0-10-10 F = 283/Mechanical Max Horz B = 122(load case 3) Max Uplift B = -157(load case 5) F = -144(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-G = 0/18 B-G = 0/18 B-C =-198/63 C-H = -28/0 D-H = -22/8 D-E = -4/0 BOTCHORD B-F =-126/167 WEBS D-F = -57/64 C-F =-226/172 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. bearing plate capable of withstanding 157 Ib uplift at joint B and 144 Ib uplift at joint F. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). 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 (plo Vert: A-G=-60 Trapezoidal Loads (plf) Vert: G=-O(F=30, B=30)-to-D=-99(F=-20, B=-20), D=-59(F=-20, B=-20}to-E=-63(F=-21, 13=21), B=-2(F=9, B=9)-to-F=-34(F=-7, 13=7) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 ANSI/TPII 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: 28 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 AeNh (713) 691 6900 TRUSWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 LE3159R IHR03 (OUTRIGGER 1 1IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 45/0-3-8 B = 222/0-3-8 D = 25/0-3-8 Max Horz_ B = 74(load case 4) Max Uplift C = -29(load case 6) B = -175(load case 4) Max Grav C . = 45(load case 1) B = 222(load case 1) D = 49(load case 2) FORCES (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 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. 2-9-3 CSI DEFL in (loc) I/deft TIC 0.34 Vert(LL) -0.00 B-D >999 BC 0.10 Vert(TL) -0.01 B-D >999 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift atjoint C and 175 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud 240 180 n/a 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 MiTek connectors. This design is based any 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. H40158 9:01 2006 Page 1 C 1:7.3 PLATES GRIP MT20 244/190 Weight: 11 ilb Igbal KAGa'gan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL132824 March 10,2006 Engineering Department 9411 Alcorn St Houston, TX 77093 (713) 691 6900 TRUSSW 8850 Twssway Blvd. Orlando, FL 32B24 (407) 857 27771 LE3159R IJ01 (JACK 1 1 IJob Reference(ol Trussway, Orlando, FI 5.200 s Jul 13 2005 Mr C 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 FBC2004rrPI2002 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. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8 = 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 (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/21 B-C = -26/14 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. -1-0-0 1-0-0 1-0-0 1-0-0 1-0-0 3x3 = , n „ CSI DEFL in (loc) I/deft TC 0.16 Vert(LL) -0.00 B >999 BC 0.01 Vert(TL) -0.00 B >999 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 3) Thi tiuss.equim- 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 123 lb uplift at I oint B and 5 lb uplift at joint 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 H40161 Mar 10 07:19:01 2006 Page I Scale = 1:5.5 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 5 lb, I I Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL�32824 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with 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, TX 77093 PP N 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 responsibilli}y of the (713) 691 69u0 TRUSWW Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777; Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. , _ILE3159R IJ02 IJACK I 1-0-0 - 3-0-0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004(TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 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 = 540oad 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-Cinterior(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. i 3x3 — 3-0-0 LE3159 - Lennar Orlando - COZUMEL 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri h CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.19 Vert(LL) -0.00 B-D >999 240 MT20 244/190 BC 0.12 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 11 'lb 3) This huss requ ie, plate inspection pe. tim 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 58 lb uplift at joint C and 127 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - VerVy design parameters and READ NOTES ON TNIS AND INCLUDED OUTER 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/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Dnve, Madison, WI 53719. H40162 Scale = 1:9.2 7 I Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 9411 Alcom St., Houston, TX 77093 (713) 691 69001 TRUSAW 8850 Trussway Blvd. _ Orlando, FL 32824 (407) 857 2777ii 1 o cuss LE3159R J03 Trussway, Odando, FI -1-0-C 1-0-0 1 I 1 I Job Reference 6.200 s Jul 13 2005 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 133/0-3-8 B = 26510-3-8 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 (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -67/42 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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 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 AUTER REFERENCE PAGE MU-7473 BEFORE USE Design valid for use only with Mdek 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. H40163 'n Mar 10 07:19:02 2006 Page 1 C Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 17 lb 4 141� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL132824 March 10,2006 9411 Alcorn SC Houston, TX 77093 (713) 691 6900 TRUSWW 8850 Trussvray Blvd. Orlando, FL 32824 (407) 857 2777 tJob Truss Truss LE3159R J04 JACK Trussway, Orlando, FI -1-0-0 1-0.0 3x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 195/Mechanical B = 343/0-3-8 D = 67/Mechanical Max Horz B = 182(load case 6) Max Uplift C = -162(load case 6) B = -168(load case 6) Max Grav C = 195(load case 1) B = 343(load case 1) D = 134(load case 2) FORCES (Ill Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-E _ -88/0 C-E = -67/61 BOT CHORD B-D = 0/0. NOTES (7-8) 1) Wind: ASCE 7-02, 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 I t IJob 6.200 s 7-0-0 7-0-0 CS1 DEFL in (loc) I/deft TC 0.64 Vert(LL) -0.12 B-D >663 BC 0.47 Vert(TL) -0.30 B-D >265 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 3) This truss requi e. plate inspection pet the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint C and 168 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H40165 Fri Mar 10 07:19:02 2006 Page 1 --i C Scale = 1:17.7 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 23 Ib ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mi1ek 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/1PI7 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 1RUSYW 8850 Trussway Blvd, Orlando, FL 32824 (407) 857 2777 Job Truss rust LE3159R J05 JACK Trussway, Odando, FI -1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 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 (lb) 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ty Ply LE3159 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 4-10-0 CSI DEFL in (loc) I/defl TIC 0.24 Vert(LL) -0.02 B-D >999 BC 0.20 Vert(TL) -0.05 B-D >956 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 3) Thi truss require4 plate inspection pet the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 H40166 Fri Mar 10 07:19:03 2006 Page i C Scale = 1:12.5 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 17 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6HTEK REFERENCE PAGE AM-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. 11111161 A licabili 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 �' 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 6900 TRUSNU8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 824 32 Orlando, FL OF fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component OrlanOrlan 857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I LE3159R JACK 11 1 1 1-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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(loadcase 1) D = 39(load case 2) C = 42(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -30/12 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. 3159 - Lennar Orlando - COZUMEL H40167 Reference (optional) s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:03 2006 Page 1 C Scale = 1:7.3 CSI DEFL in (loc) I/deft TC 0.16 Vert(LL) -0.00 B >999 BC 0.06 Vert(TL) -0.00 B-D >999 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 3) This truss requi e. plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint B and 33 lb uplift at joint 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 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 8 lb WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M-Tek 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/TPI1 Quality Criteria, DSB-89 and BCSIT Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. . al�r Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. ' Houston, TX 77093 (713) 691 6900' 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job I ru LE3159R RO1 Trussway, Orlando, FI RHIP GIR 2 1 Job Reference 6.200 s Jul 13 2005 H401711 r1-0-9 4-3-0 7-0-0 12-2-2 - 17-6-0 22-9-14 28-0-0 30-9-0 35-0-0 36-0-Q 1-0-0 4-3-0 2-9-0 5-2-2 5-3-14 5-3-14 5-2-2 2-9-0 4-3-0 1-0-0 Scale = 162.2 5.00 F12 6x7 = 3x5 = D E 3x6 = 2x4 11 3x5 = 6x7 zZ F G H I 4x7 = S R Q P O N M 4x7 = 3x5 = 3x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = 6-10-4 12-2-2 17-6-0 22-9-14 28-1-12 35=0-0- r 6-10-4 5-3-14 5-3-14 5-3-14 5-3-14 6-10-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.53 P >780 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.91 P >460 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.14 K n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 400 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 3-2-12 oc purlins. BOT CHORD 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 = -677013244 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 = -278/783 I-M =-279/783 C-S = -172/189 D-R =-1529/3020 E-R = -1203/844 E-P =-424/924 G-P = -650/543 H-P =-424/924 H-N = -1203/844 I-N =-1529/3020 J-M = -172/190 WEBS D-S =-278/783 I-M =-279/783 C-S =-172/189 D-R =-1529/3020 E-R =-1203/844 E-P =-424/924 G-P =-650/543 H-P = 424/924 H-N =-1203/844 I-N =-1529/3020 J-M =-172/190 NOTES (12-13) 1) 2-ply truss to be connected together with 0.131"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 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 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. I� 0 provided sufficient to support concentrated load(s) 513 lb down and 285 lb up at 28-0-0, and 513 lb down and 285 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-60, D-1=-131(F=-71), I-L=-60, B-S=-20, M-S=-44(F=-24), K-M=20 Concentrated Loads (lb) Vert: S=-513(F) M=513(F) 0 Igbal KAGagan, RE. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARAaNG -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 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, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ Job rus5 Truss Type Qty Ply LE3159 - Lerner Orlando - COZUMEL H40172 LE3159R R02 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:04 2006 Page 1 r1-0-4 5-10-4 9-0-0 14-0-12 20-11-5 26-0-0 29-1-12 35-0-0 36-0- 1 1-0-0 5-10-4 3-1-12 i 5-0-12 6-10-9 5-0-12 T 3-1-12 5-10-4 1-0-0 Scale = 1:62.3 5x6 = 3x5 = 3x6 = 3x5 = 5x6 ZZ 5.00 12 D E F G H 2x4 2x4 i Q R C W 1 W 2 4 W B J K aIA o I d 4x6 P 0 N M L 4x6 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 9-0-0 17-6-0 26-0-0 35-0-0 9-0-0 8-6-0 B-6-0 9-0-0 Plate Offsets X,Y : B:0-1-6,0-0-2 , J:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.27 N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.58 N-P >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 164 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND *Except* I-L =-308/263 T2 2 X 4 SYP No.1, T3 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 NOTES (8-9) WEBS 2 X 4 SYP No.3 1) Unbalanced roof live loads have been considered for this design. BRACING 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TOP CHORD TCDL=5.Opsf; BC6L=5.Opsf; Category 11; Exp B; Structural wood sheathing directly applied or 3-1-4 oc enclosed; MWFRS gable end zone and C-C Interior(1) purlins. zone; cantilever left and right exposed ; Lumber BOT CHORD DOL=1.33 plate grip DOL=1.33. This truss is designed Rigid ceiling directly applied or 6-1-11 oc bracing. for C-C for members and forces, and for MWFRS for reactions specified. REACTIONS (lb/size) 3) Provide adequate drainage to prevent water ponding. 8 = 145710-3-8 4) This truss has been designed for a 10.0 psf bottom 1 = 1457/0-3-8 chord live load nonconcurrent with any other live loads. Max Horz 5) This truss requires plate inspection per the Tooth B =-67(load case 7) Count Method when this truss is chosen for quality Max Uplift assurance inspection. B =-525(load case 4) 6) Provide mechanical connection (by others) of truss to J =-525(load case 5) bearing plate capable of withstanding 525 lb uplift at joint B and 525 lb uplift at joint J. FORCES (lb) 7) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 8) NOTE: Refer to yellow bracing and/or T-1 sheet for A-B = 0/22 B-C =-2969/1069 more information. C-Q =-2689/981 D-Q =-2636/991 9) NOTE: The seal on this drawing indicates D-E =-2464/941 E-F =-3144/1230 acceptance of professional engineering responsibility �✓� F-G =-3144/1230 G-H =-2464/941 solely for the truss component design shown. H-R =-2636/991 1-R =-2689/981 I-J =-2970/1069 J-K = 0/22 LOAD•CASE(S) BOT CHORD B-P =-921/2682 O-P =-1120/3075 Standard Igbal KAGagan, P.E. N-0 =-1120/3075 M-N =-1115/3075 Florida P.E. No. 25389 L-M =-1115/3075 J-L =-896/2682 8850 TrussWay Boulevard WEBS C-P =-308/263 D-P =-264/844 Orlando, FL 32824 E-P =-847/426 E-N = 0/212 G-N = 0/212 G-L =-848/427 H-L =-265/844 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 al 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 responsibillify of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job TfUSS TNSS Type Qty�Iply TLE31R5efeLennar Orlando-COZUMEL H40173 LE3159R R03 RHIP 1rence (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 2006 Page 1 r1-0-9 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 II 6x7 = 4x5 N M L K J 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-9-0 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 FBC2004fTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 H = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B =-494(load case 6) H =-494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3022/1010 C-O =-2700/893 D-O =-2623/906 D-E =-2683/1037 E-F =-268311037 F-P =-2623/906 G-P =-2700/893 G-H =-3022/1010 H-1 = 0/22 BOT CHORD B-N =-876/2738 M-N =-672/2226 L-M =-672/2226 K-L =-657/2226 J-K =-657/2226 H-J =-849/2738 WEBS C-N =-386/313 D-N =-96/492 D-L =-246/677 E-L =-478/360 F-L =-246/677 F-J =-96/492 G-J =-386/313 B-9-0 8-9-0 CSI DEFL in (loc) I/defl L/d TIC 0.73 Vert(LL) 0.25 L >999 240 BC 0.76 Vert(TL) -0.60 L-N >695 180 WB 0.28 Horz(TL) 0.18 H n/a n/a 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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 494 lb uplift at joint B and 494 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 8-9-0 PLATES GRIP MT20 244/190 Weight: 166 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 11HTER 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, 69TX 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the res onsibilli of the 8850 691 6900TRUSWW PP y' r ry. g �' 9 p g Orlando, T , FIL 32 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 BC511 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 H40174 LE3159R R04 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 6-6-0 13-0-0 17-6-0 22-0-0 28-6-0 35-0-0 r- 1-0-0 6-6-0 6-6-0 4-6-0 4-6-0 6-6-0 6-6-0 1-0-0 Scale = 1:62.3 6x➢ = 2x4 11 6x7 = D E F 5.00 12 2x4 2x4 \\ C 0 W 2 W W 3 P G on 4 B H I ;A 0 V 0 4x6 N M L K J 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-9-0 17.6-0 26-3-0 35-0-0 B-9-0 B-9-0 - 8-9-0 B-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/defl 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 BOLL 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 live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND this design. BOT CHORD 2 X 4 SYP No.2ND 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; WEBS 2 X 4 SYP No.3 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is designed Structural wood sheathing directly applied. for C-C for members and forces, and for MWFRS for BOT CHORD reactions specified. Rigid ceiling directly applied or 6-7-11 oc bracing. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) chord live load nonconcurrent with any other live loads. B - 1457/0-3-8 5) This truss requires plate inspection per the Tooth H = 1457/0-3-8 Count Method when this truss is chosen for quality Max 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 Ib uplift at joint H. H =-494(load case 7) 7) "Fix heels only" Member end fixity model was used in - the analysis and design of this truss. FORCES (lb) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-2988/931 acceptance of professional engineering responsibility C-O =-2726/845 D-O =-2712/868 solely for the truss component design shown. D-E =-2245/812 E-F =-2245/812 F-P =-2712/868 G-P =-2726/845 LOAD CASE(S) ,( G-H =-2988/931 H-1 = 0/22 Standard BOT CHORD B-N =-783/2703 M-N =-543/2040 I! L-M =-543/2040 K-L =-529/2040 J-K =-529/2040 H-J =-753/2703 Igbal KAGagan, P.E. WEBS C-N = -418/313 D-N =-194/640 Florida P.E. No. 25389 D-L =-115/446 E-L =-327/248 8850 Trussway Boulevard F-L =-115/446 F-J =-194/640 Orlando, FL 32824 G-J =-418/313 March 10,2006 WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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'Onofno Drive, Madison, WI 53719. Job rus Truss Type ty Ply LE3159 - Lennar 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 ,1-0-0 7-6-0 15-0-0 20-0-0 27-6-0 35-0-0 r-0-Q i 1-0-0 7-6-0 7-6-0 5-0-0 7-6-0 7-6-0 1-0-0 Scale = 1:62.3 6x7 = 5.00 F12 6x7 = E F 2x4 3x6 3x6 2x4 \\ D W 1 W W2 G HQ pC r 3 vi g I J $A 0 Y 0 4x6 O N M L K 4x6 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 9-8-5 17-6-0 25-3-11 35-0-0 9-8-5 7-9-11 7-9-11 9-8-5 Plate Offsets X,Y : B:0-1-6 0-0-2 , 1:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.23 B-O >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.70 B-O >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 165 Ib LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND "Except' this design. T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BOT CHORD 2 X 4 SYP No.2ND TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is designed TOP CHORD for C-C for members and forces, and for MWFRS for Structural wood sheathing directly applied. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-8-9 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5) This truss requires plate inspection per the Tooth B = 1457/0-3-8 Count Method when this truss is chosen for quality 1 = 1457/0-3-8 assurance inspection. Max Horz 6) Provide mechanical connection (by others) of truss to B = 67(load case 6) bearing plate capable of withstanding 494 lb uplift at Max Uplift joint B and 494 lb uplift at joint 1. B =-494(load case 6) 7) "Fix heels only" Member end fixity model was used in I _-494(load case 7) the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (Ib) more information. Maximum Compression/Maximum Tension 9) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility A-B = 0/22 B-P =-2928/896 solely for the truss component design shown. C-P =-2773/898 C-D =-2662/825 D-E =-2647/852 E-F =-1890/679 LOAD CASE(S) F-G =-2647/852 G-H =-26622662/825825 Standard rUX H-Q =-2773/898 I-Q =-2928/896 I-J = 0/22 BOT CHORD B-O =-711/2643 N-O =-403/1863 M-N =-403/1863 L-M =-394/1863 lgbal KAGagan, P.E. K-L =-394/1863 I-K =-711/2643 Florida P.E. No. 25389 WEBS 8850 Trussway Boulevard C-O =-485/338 E-O =-251/773 E-M =-63/210 F-M =-63/210 Orlando, FL 32824 F-K =-252/773 H-K =-485/338 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-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 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 responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlferia, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job toss Truss Type Qty y LE3759-Lennar Orlando - COZUMEL H40177 LE3159R R06 REG 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 71-0-9 5-9-13 124-1 17-0-0 18-0-Q 22-8-0 29-2-3 35-0-0 46-0-0 1-0-0 5-9-13 6-6-4 4-8-0 1-0-0 4-8-0 6-64 5-9-13 1-0-0 Scale: 3/16"=1' 4x7 = 5.00 F12 F 3x5 3x5 E G 3x6 3x5 2x4 D H R 2x4 i un Q W Wt W1 3 C 4 W B J K oA Io 4x6 Is 0 N M L 4x6 = 3x5 = 3x6 = 49 = 3x6 = 3x5 = 8-11-11 17-6.0 26-0-5 35-0-0 8-11-11 8-6-5 8-6-5 8-11-11 Plate Offsets X,Y : B:0-1-6,0-0-2 , J:0-1-6,0-0-2 LOADING(psf) - SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 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 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 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 or 3-1-9 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 6-8-11 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 B = 1457/0-3-8 assurance inspection. J = 1457/0-3-8 5) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 494 lb uplift at B = 67(load case 6) joint B and 494 lb uplift at joint J. Max Uplift 6) "Fix heels only" Member end fixity model was used in B =-494(load case 6) the analysis and design of this truss. J = 494(load case 7) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 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 = 0/22 B-C =-3002/891 C-Q =-2688/766 D-Q =-2631/773 LOAD CASE(S) D-E =-2612/789 E-F =-1871/635 Standard F-G =-1868/635 G-H =-26111789 , H-R =-2630f773 I-R =-26881766 I-J =-3002/891 J-K = 0/22 BOTCHORD B-P =-757/2718 O-P =-483/2145 Igbal KAGagan, P.E. N-O =-483/2145 M-N =-483/2145 L-M =-483/2145 J-L =-719/2718 Florida P.E. No. 25389 WEBS 8850 Trussway Boulevard C-P =-388/304 E-P =-110/535 E-N =-690/308 G-N =-697/311 Orlando, FL 32824 G-L =-110/535 I-L =-389/304 F-N =-357/1140 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with 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. 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/TPII quality Criieria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job ru: LE3159R R07 Trussway, Orlando, FI of H40179 REG T1-0-9 6-2-7 12-6-3 17-&0 22-5-14 28-9-9 35-0-0 36-0-Q 1-0-0 6-2-7 6-3-11 4-11-14 4-11-14 6-3-11 6-2-7 1-0-0 Scale = 1:61.2 5.00 F12 5x6 = F 46 = p O N lv _ L 4x6 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9-3-2 8-2-14 8-2-14 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 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 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-9-5 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B = -494(load case 6) J = -494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2975/881 C-D =-2668/765 D-Q =-2656/767 E-Q =-2592/790 E-F =-1862/636 F-G =-1862/636 G-R =-2592l790 H-R =-26561767 H-I =-26687765 1-J =-2975/881 J-K = 0/22 BOTCHORD B-P =-738/2690 O-P =-473/2126 N-O =-473/2126 M-N =-473/2126 L-M = 473/2126 J-L =-706/2690 WEBS C-P =-389/298 E-P =-120/542 E-N =-692/305 F-N =-365/1152 G-N =-692/305 G-L =-120/542 I-L =-389/299 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. LOAD CASE(S) Standard 9-3-2 PLATES GRIP MT20 244/190 Weight: 172 lb Igbal 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 MH-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.Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900i 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 qqzwor 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. LE3159R IR08 IBOSTON HIP I I 1 I H40181 -1-0-0 6-3-12 10-2-0 14-0-4 20.4-0 21-4-0 1-0-0 6-3-12 3-10-4 3-10-4 - 6-3-12 1-0-0 Scale = 1:38.2 5x5 = 2x3 11 K LOVu1ER TOP CHORD MUST BE LATERALLY 3x5 = AE AB AA Z Y x W At- 3x5 = 2x3 11 - 3x5 = 4x8 = 3x5 = 2x3 11 3x5 = 6-3-12 10-2-0 14-0-4 + 20-4-0 6-3-12 - 3-10-4 3-10-4 6-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.12 Z-AA >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.29 X-Z >839 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.07 U n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 140 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 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 pudins. 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 (Ib) 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 = -35011453 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 = -79175 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 Ib uplift at joint B and 322 Ib 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/ 2-1Od nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 7 Ib up at 18-4-0, and 13 Ib down and 7 Ib 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). Io 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(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) 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 11DTEE REFERENCE PAGE MZF-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Miiek 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 Twssway 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/TPl1 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 N55 pe ty y LE3159 - Lennar Orlando - COZUMELH40182 LE3159R R09 T"u.ss 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:08 20D6 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 O K 2x3 C E 2 W 4x6 = F W M a Io J I H G 5x5 = 3x9 = 3x5 = - 2x4 = 2x4 i 10-2-0 18-5-0 19-4-0 10-2-0 8-3-0 0-11-0 Plate Offsets X,Y : 13:0-1-11,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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 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.1 'Except' zone; cantilever left and right exposed ; Lumber B1 2 X 4 SYP No.2ND DOL=1.33 plate grip DOL=1.33. This truss is designed WEBS 2 X 4 SYP No.3 for C-C for members and forces, and for MWFRS for reactions specified. BRACING 3) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live loads. Structural wood sheathing directly applied or 4-7-1 oc 4) This truss requires plate inspection per the Tooth_ purlins, except end verticals. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 9-11-1 oc bracing. 5) Bearing atjoint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building REACTIONS (lb/size) designer should verify capacity of bearing surface. G = 760/0-3-8 6) Provide mechanical connection (by others) of truss to B = 832/0-3-8 bearing plate capable of withstanding 250 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-$ = 0/26 B-C =-1195/380 LOAD CASE(S) C-D =-875/279 D-K =-797/276 Standard E-K =-863/261 E-F =-1128/392 t F-G =-1195/432 BOT CHORD B-J =-316/1022 1-1 =-284/971 H-I =-284/971 G-H = 0/0 Igbal KAGagan, P.E. WEBS C-J =-378/279 D-J =-152/534 Florida P.E. No. 25389 E-J =-323/289 F-H =-331/1134 8850 Trussway Boulevard NOTES (8-9) Orlando, FL 32824 1) Unbalanced roof live loads have been considered for this design. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AHTEE REFERENCE PAGE AHI-7473 BEFORE USE. cngineenng uepanmem 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and properincorporation 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. TRLISWW 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. Job Truss TrussType ty y�Jrence Lennar Orlando - COZUMEL H40192 LE3159R R20 MHIP GIR 1 (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 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 At,2 4 W B R Li 4x6 = K J I H 24 11 3x4 = 3x10 MI120H= 5x12 = 2x4 11 4-8-4 9-6-13 14-11-11 + 20-0-0 4-8-4 } 4-10-9 5-4-14 5-0-5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.22 H-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.39 H-J >603 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 95 lb LUMBER 3) This truss has been designed l a 1B.0 V3f bottom chord live load nonconcurrent with any other live loads. TOP CHORD 2 X 4 SYP No.2ND 4) All plates are MT20 plates unless otherwise BOT CHORD 2 X 4 SYP No.2ND indicated. WEBS 2 X 4 SYP No.3 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 6) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 2-7-1 oc bearing plate capable of withstanding 627 lb uplift at purlins, except end verticals. joint G and 590 lb uplift at joint B. BOT CHORD 7) Girder carries hip end with 0-0-0 right side setback, Rigid ceiling directly applied or 4-7-14 oc bracing. 4-10-0 left side setback, and 4-10-0 end setback. 8) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. G = 1309/0-3-8 9) Hanger(s) or other connection device(s) shall be B = 1317/0-3-8 provided sufficient to support concentrated load(s) 215 Max Horz lb down and 119 lb up at 4-10-0 on bottom chord. The B = 143(load case 5) design/selection of such connection device(s) is the Max Uplift responsibility of others. G =-627(load case 3) 10) In the LOAD CASE(S) section, loads applied to the B =-590(load case 3) face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 12) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering A-B = 0/22 B-C =-2713/1184 responsibility solely for the truss component design C-L =-3299/1575 D-L =-3299/1575 shown. D-M =-2489/1189 E-M =-2489/1189 E-F =-2489/1189 F-G =-1242/655 LOAD CASE(S) 4A� BOT CHORD Standard (-V-L—� B-K =-1113/2427 J-K =-1108/2401 Regular: Lumber Increase=1.25, Plate Increase=1.25 1-J =-1575/3299 H-1 =-1575/3299 1) Uniform Loads (plf) G-H = 0/0 Vert: B-K=20, G-K=-33(F=-13), A-C=-60, WEBS C-F=-98(F=-38) C-K =-70/360 D-J =-226/291 Concentrated Loads (lb) lgbal KAGagan, P.E. E-H =-557/452 C-J =-510/979 Vert: K=-215(F) Florida P.E. No. 25389 D-H =-867/413 F-H =-1291/2702 8850 Trussway Boulevard NOTES (11-12) Orlando, FL 32824 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=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. March 10,2006 2) Provide adequate drainage to prevent water ponding. IVARMNC - Ver&y deswn parameters and READ NOTES ON fIfIS AND NVF.LIIDED MITER REFERiRE PA15E 0-3`451 EEMER USR. 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 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. Engin Kng Dapanm@nt 9411 Alcom St. ldftl Houston, TX 77093 (713) 691 6900 TRLVjSW 8850 Trussway Blvd. Orlando, FL 32824 qqzw (407) 857 2777 O LE3159R Trusswa LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 MVAL 11 1 1 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 (Ib) 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 II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 3 4-0-0 CSI DEFL in (loc) I/deft TC 0.15 Vert(LL) n/a n/a BC 0.17 Vert(TL) n/a n/a WE 0.00 Horz(TL) 0.00 n/a (Matrix) bearing plate capable of withstanding 40 lb uplift atjoint A and 71 Ib 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 - Lennar Odando - H40193 2x3 11 Scale = 1:9.6 Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 13 1b 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 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 aramenters and proper incorporation of component is responsibility of building designer truss designer. bracing shown Houston, TX 77093 PP Y 9 P P P P P P N 9 9 9 9 (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 Truseway Blvd. TWJSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 fabrication, auolity control, storage. delivery. erection and bracing, consult ANSI/TPII Qualify Criteria. DSB-99 and BCSI1 Building Component - f407i 857 2777 Safety information available from Truss Plate Institute, 583 D'Onotno Drive. Madison, WI 53719. o toss pe ty y LE3159 - Lennar Orlando - COZUMEL H40194 LE3159F F01 7�ulss 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 1� 1-4-0 0A Scalee = 1:34.0 1.5x3. 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 1:5x3 A B C D E F G H I J '4ry�jIU 1 1 v o N L S R Q P O N M L 3x6 = 4x6 = 3x5 = 3x3= 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 9-9-8 19-7-0 _ -1 9-9-8 1 9-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.40 0-P >581 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.70 O-P >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 K n/a n/a BCDL 5.0 Code 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 DSS 2) Attach ribbon block to truss with 3-10d nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 4-7-10 oc 4) Plates checked for a plus or minus 0 degree rotation pudins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 10-0-0 oc bracing. the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. T = 1153/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1153/0-3-8 or restrained by other means. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility T-U = -41/0 A-U = -41/0 solely for the truss component design shown. K-V = -41/0 J-V = -41/0 A-B = -2/0 B-C =-2486/0 LOAD CASE(S) C-D =-4164/0 D-E =-5082/0 Standard E-F =-5365/0 F-G =-5082/0 G-H =-4154/0 H-1 =-2486/0 I-J = -2/0 T CHORD S-T = 0/1452 S- R-S = 0/3487 r Q-R = 0/4791 P-Q = 0/5365 O-P = 0/5365 N-0 = 0/5365 M-N = 0/4791 L-M = 0/3487 K-L = 0/1452 WEBS B-T =-1819/0 B-S = 0/1346 lqbal KAGagan, P.E. C-S =-1303/0 C-R = 0/868 Florida P.E. No. 25389 D-R = -829/0 D-Q = 0/510 I-K =-1819/0 I-L = 0/1346 8850 Trussway Boulevard H-L =-1303/0 H-M = 0/668 Orlando, FL 32824 G-M = -829/0 G-N = 0/510 E-P =-1961221 F-0 =-196/221 E-Q =-640/68 F-N =-640/68 March 10,2006 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED DDTER REFERENCE PAGE MIT 74" BEFORE USE. engineering uepanmem 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) 6916900 '�'� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Tmssway Blvd. USSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty y Orlando-COZUMELH40195 LE3159F F02 B N 11rence FLE"Lennar - (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 I 1-3-0i 1-1-0 - Scale = 1:33.4 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 A B C D E F G H I J 1IIN - S R Q P O N 1 M L 3x6 = 4x6 = 3x5 = 3x3 = 1.5x3 I I 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 19A-0 19A-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.40 O-P >575 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.70 O-P >328 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 K n/a n/a BCDL 5.0 Code 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.1 2) Attach ribbon block to truss with 3-10d nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 4-8-13 oc 4) Plates checked for a plus or minus 0 degree rotation pudins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 2-2-0 oc bracing. the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. T = 1138/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1145/0-3-8 or restrained by other means. 7) CAUTION, Do not erect truss backwards. FORCES (lb) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates T-U = 41/0 A-U = -41/0 acceptance of professional engineering responsibility J-K = -46/0 A-B = -2/0 solely for the truss component design shown. B-C =-2449/0 C-D =-4080/0 D-E =-4974/0 E-F =-5236/0 LOAD CASE(S) F-G = -4974/0 G-H =-4080/0 Standard H-I =-2449/0 1-1 = 0/0 BOT CHORD S-T = 0/1432 R-S = 0/3432 Q-R = 0/4700 P-Q = 0/5236 O-P = 0/5236 N-0 = 0/5236 M-N = 0/4700 L-M = 0/3431 K-L = 0/1433 WEBS B-T =-1794/0 B-S = 0/1323 C-S =-1280/0 C-R = 0/845 lqbal KAGagan, P.E. D-R = -807/0 D-Q = 0/488 Florida P.E. No. 25389 I-K =-1798/0 I-L = 0/1322 H-L =-1279/0 H-M = 0/845 8850 Trussway Boulevard G-M = -807/0 G-N = 0/487 Orlando, FL 32824 E-P =-186/207 E-Q =-592/73 F-O =-186/207 F-N =-592/73 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy 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/TPlt Dualify crileria, 059-80 and eC911 euilding Component Sgletr Inlormglign available from Trvss Plgtc Imfitvlc, 583 D'9nofrio,Drivc, Madison, WI 53719, Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 6650 Trussway Blvd. Orlando, FL 32824 (407) $57 2777 Job I ru LE3159F F03 Trusswav, Orlando, FI BT Qty Ply LE3159 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 A 1.5x3 = B 3x3 = 1-6-8 1 i 0-4-0 0 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 YES BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2ND BOT CHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOP CHORD 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 ,(Ib/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 BOT CHORD 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. 1-9-8 0-4-0 CSI DEFL in (loc) I/defl Ud TC 0.20 Vert(LL) 0.00 D "'" 360 BC 0.02 Vert(TL) -0.00 C-D >999 240 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) 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 H40197 Scale = 1:7.31 PLATES GRIP MT20 244/190 Weight: 11 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. H ou AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design parameriters 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 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. Job rUSs fuss Type Qty Ply - Lennar Orlando -COZUMEL LE3159F F05 BB 1 1 �LE3159 H40198 Job Reference (optional) Tmssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:25 2006 Page 1 0-1-8 H 1 1-3-0� 0-10-0 0rr1��8 SaSIA = 1119.8 1.54 11 30 = 34 = 1.5x3 11 1.5x3 11 3x3 = 3x3 = 1.5x3 11 A B C D E F G H fv P L L N M L K3x3 = J I 3x3 = 3x3 = 3x3 = 3x5 = 3x5 = 11-7-0 1170 i 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 WS 0.24 Horz(TL) 0.03 1 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 60 lb LUMBER Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. .BOT CHORD 4 X 2 SYP N0.2ND 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 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 ^ M-N = 0/826 L-M = 0/1699 K-L = 0/1833 J-K = 0/1699 �( 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 Igbal KAGagan, P.E. F-K =-34/337 C-L =-34/337 Florida P.E. No. 25389 D-L = -149/0 E-K = -149/0 8850 Trussway Boulevard NOTES (7-8) Orlando, FL 32824 1) Unbalanced floor live loads have been considered for this design: 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED 11HTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design val'd for my w}h MT k bonnedore. This designs based only upon par —fern shown and f r an end d of b.11d 9411 Alcorn St. g . )[061enf Houston, TA 77093 Is Applicability or lateral support of ndividual web embe sranly.rporgtion of cgrnponont is Addii onal temporrary brae ng to5insureastability duringgconstrucctioln Is h e relspons b Ilir 9oflth rt (713) 6916900 ' ica i i o e i n aramenfcr^ an r e ussway Blvd. erector. Additional permanent bracing of the overall structure s the responsibility of the building designer. For general guidance regarding 8850 8850OrlaTrTr, FL 34824 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 oty 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 1-3-0 � nB S I = 1:18.4 1.5x3 11 3x3 = 3x3 = 1.5x3 II 3x3 = 3x3 = 1.50 II A B C D E F G N 0 4 L L L K J 3x3 = 13x3 = 3x3 = 1.5x3 11 3x5 = 3x5 = 100.9-0 10-9-0 Plate Offsets X Y : H:0-2-0 Ed e , M:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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-0 = -39/0 G-0 = -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 = 01756 K-L = 0/1555 J-K = 0/1555 1-1 = 0/1513 H-I = 01760 WEBS F-H = -951/0 B-M = -946/0 F-I = 0/518 B-L = 0/517 E-I = -462/0 C-L = -517/0 Igbal E-J =-99/258 C-K =-47/111 KAGagan, P.E. D-J = -100/1 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (7-8) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEE REFERENCE PAGE AM-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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8650 (713) 691 691Tru6900 TRUSSW 6900sway 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/TPll 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 - rus5 Truss Type 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 2006 Page 1 0-1-8 H 1�i 1i� S 1e=1:18.7 2x3 11 1.54 11 3x3 = 3x3 = 3x3 = 2x3 11 5x5 = A B C D 3x3 = E F G L 0 q N O M L K J 13x5 = H 3x3 = 1.5x3 1.5x3 11 3x3 = 1.5x3 11 3x5 = 10-5-8 10-9-Q 10-5-8 0-3-8 Plate Offsets X,Y : G:0-1-8,Ed e , N:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 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/TPI2002 (Matrix) if Weight: 56 lb LUMBER L- plate ispection 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) 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 = 0/1508 J-K = 0/1508 0 WEBS G-I = 0/806 B-N = -924/0 E-1 = -723/0 B-M = 0/492 E-J = 0/263 C-M = -501/0 D-J = -273/0 C-L =-52/152 Igbal KAGagan, P.E. D-K =-137/69 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (9-10) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d-nails applied to flatface. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MIT-7473 BEFORE USE. Engineering Department Design valid for use only with 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 1C1'. 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'Onofric Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40201 LE3159F F07 B T 1 1 Job Reference (optional) Trussway, Onando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 Nlale = 1:21.1 2x3 11 1.5x3 11 3x4 = 34 = 1.5x3 11 3x3 = 3x3 = 2x3 11 5x5 A B C D E TI F G H L w Wo 0 N M L K J I 3x5 = 3x4 = 34 = 1.54 11 3x3 = 3x5 = 1.5x3 11 11-10-0 112-1-8 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 requir r 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 2z6 srongbacks, 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 verticafs. 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-0 =-1063/0 F-J = -842/0 B-N = 0/618 F-K = 0/386 C-N = -580/0 Igbal H.AGagan, P.E. E-K = -416/0 C-M = -5/396 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU--7473 BEFORE USE. Lngineenng 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) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiallity of the 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/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job I ype tyPly LE3159 - Lennar Orlando - COZUMEL H40202 LE3159F F08 B N 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 H i 1-3-0 1p_g 0 i _I 0-3-8� I� ' Sole = 1:13.8 1.5x3 11 1.5x3 11 1.5x3 11 2x3 11 5x5 = 2x3 11 A B3x3 = C D E3x3 = F G 1 W N 4 L p N O 3x3 = 3x3 = K J I H 3x3 = 1.5x3 11 3x5 = 7-9-0 8-0-8 r 7-9-0 0-3-8 Plate Offsets X,Y : G:0-1-8,Ed a L:0-2-0,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 0.32 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 Ito LUMBER about its center. TOP CHORD 4 X 2 SYP No.2ND 5) "Fix heels only" Member end fixity model was used in BOT CHORD 4 X 2 SYP No.2ND the analysis and design of this truss. WEBS 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Structural wood sheathing directly applied or 6-0-0 oc 7) Gap between inside of top chord bearing and first purlins, 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 n I-J = 0/783 H-I = 0/0 WEBS G-1 = 0/541 B-L = -624/0 E-I = 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 8850 Trussway Boulevard this design. Orlando FL 32824 2) Attach ribbon block to truss with 3-10d nails applied to + flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance March 10,2006 inspection. WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 Criieda, 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. Orlando, FL 32824 (407) 857 2777 Job Tfuss Fuss ype ty Ply LE3159 - Lennar Orlando - COZUMEL H161721 LE3159F F09 FLOOR 1 1 Job Pf-- Io tional 7russway, 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 1i 3 1-2-4 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 H I J K 1 Ri N U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 19-5-4 19-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d 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 FBC2004rTP12002 (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. pudins, 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 n Q-R = 0/5290 P-Q = 0/5290-- O-P = 0/5290 N-0 = 0/4738 M-N = 0/3455 L-M = 0/1442 WEBS L - _-1809/0 B-V =-1804/0 �_ .. I bal KAGa an, P.E. J-M = 0/1332 B-U = 0/1333 g I-M =-1289/0 C-U =-1288/0 Florida P.E. No. 25389 I-N = 0/855 C-S = 0/854 8850 TrusSway Boulevard G-N = -817/0 D-S = -817/0 Orlando, FL 32824 G-0 = 0/498 D-R = 0/498 F-0 = -611 /71 E-R = -611 /71 E-Q =-187/209 F-P =-187/209 September 7,2006 WARNING - Vert%y design parameters and BEAD NOTES ON THIS AND INCLUDED AUTEH REFERENCE PAGE NU 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 Qualify 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 ah (713) 6916900 8850 7russway Blvd. Orlando, FL 32824 (407) 857 2777 Job NSS Truss Type ally Ply LE3159 - Lennar Orlando - COZUMEL H161722 LE3159F 110 FLOOR 1 1 Job Reference (optional) russway, 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 11.E 1-2-4�i Scale = 1:32.9 1.54 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 3x3 11 A B C D E F G Ti H J K T U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 34 = 1.5x3 II 1.54 11 3x3 = 3x5 = 4x6 = 34 = 2x6 SP= 19-5-4 19-5-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 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 FBC2004ITP12002 (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 .......... __ . lgbal KAGagan, P.E. J-L-1966/0 B-V =-1961/0 J-M = 0/1439 B-U = 0/1441 Florida P.E. No. 25389 I-M =-1394/0 C-U _-1392/0 8850 TrusSway Boulevard I-N = 0/924 as = 0/922 Orlando, FL 32824 G-N = -882/0 D-S = -883/0 G-O = 01535 D-R = 0/535 F-O =-660/77 E-R =-666177 E-Q =-194/217 September 7,2006 WARNING - Ver{jy design parameters and READ NOTES ON THIS AND INCLUDED 8HTE8 REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with fvLTek 9411 Alcorn St. connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Cdteria,'DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job RlSS pe ty 9 Orlando - COZUMELH40203 LE3159F F13 7-russ 1 7L—E315Lennar ob Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19*27 2006 Page 1 0-1-8 H 1 1-3-0 1-1-0 Scale = 1:33.4 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 11 A B C D E F G H I J ILI 1 7N,44 BiIR S R Q P O N M L 3x6 = 4x6 = 3x5 = 3x3 = 1.5x3 11 1.54 11 3x3 = 3x5 = 4x6 = 3x6 = 19-4-0 i 19-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.49 O-P >471 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.85 O-P >269 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 K n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 95 Ib LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP DSS 2) Attach ribbon block to truss with 3-10d nails applied WEBS 4 X 2 SYP No.3 to flat face. 3) This truss requires plate inspection per the Tooth BRACING Count Method when this truss is chosen for quality TOP CHORD assurance inspection. Structural wood sheathing directly applied or 3-10-5 oc 4) Plates checked for a plus or minus 0 degree rotation purlins, except end verticals. about its center. BOT CHORD 5) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 10-0-0 oc bracing. the analysis and design of this truss. 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 REACTIONS (lb/size) oc and fastened to each truss with 3-16d nails. T = 1138/0-3-8 Strongbacks to be attached to walls at their outer ends K = 1145/0-3-8 or restrained by other means. 7) CAUTION, Do not erect truss backwards. FORCES (Ib) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates T-U = -42/0 A-U = -42/0 acceptance of professional engineering responsibility J-K = -46/0 A-B = -3/0 solely for the truss component design shown. B-C =-2778/0 C-D =-4630/0 D-E =-5642/0 E-F =-5942/0 LOAD CASE(S) F-G =-5642/0 G-H =-4630/0 Standard H-1 =-2778/0 1-1 = 0/0 BOTCHORD S-T = 0/ Q-R = 0/5333 5333 R-S P-Q = 0/3894 = 0/59425942 O-P = 0/5942 N-O = 0/5942 �--y M-N = 0/5333 L-M = 0/3893 " K-L = 0/1626 WEBS B-T =-1950/0 B-S = 0/1429 C-S =-1384/0 C-R = 0/913 Igbal KAGagan, P.E. D-R = -871/0 D-Q = 0/524 Florida P.E. No. 25389 I-K =-1954/0 I-L = 0/1429 H-L =-1383/0 H-M = 0/913 8850 Trussway Boulevard G-M = -872/0 G-N = 0/524 Orlando, FL 32824 E-P =-192/215 E-Q =-645l79 F-O =-192/215 F-N =-645/79 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design 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 responsibillify of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job fuss fuss ype ty y - Lennar Orlando - COZUMEL LE3159F F15 B B 1 1 �LE3159 H40204 Job Reference (optional) Trrssway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07*19:27 2006 Page 1 0.1-8 H ` 1-3-0 1-3-0 1 B S I = 1:18.4 1.5x3 11 3x3 = 3x3 = 1.5x3 11 3x3 = 3x3 = 1.5x3 11 A B C D E F G O L EL o L K J 3x3 = I3x3 = 3x3 = 1.5x3 3x5 = 3x5 = 10.9-0 10-9-0 Plate Offsets X;Y : H:0-2-0,Ed e , M:0-2-0,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 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 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 = -4010 A-N = -39/0 H-O = -40/0 G-O = -40/0 A-B = -3/0 B-C =-1309/0 C-D =-1765/0 D-E =-1765/0 E-F =-1314/0 F-G = -3/0 BOTCHORD L-M = 0/858 K-L = 0/1765 J-K = 0/1765 1-1 = 0/1717 H-1 = 0/862 WEBS F-H =-1033/0 B-M =-1028/0 F-I = 0/560 B-L = 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 NOTES (7-8) 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 RDTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Wek 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 tY 9 9 9 9 (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. 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/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 IMss ype Qty Ply LE3159 - Lerner Orlando - COZUMEL H40205 LE3159F F16 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industnes, Inc. Fri Mar 10 07:19:27 2006 Page 1 DO NOT TURN TRUSS END FOR END H 1300. 1-31� _ S 1e=1:36.5 11.8 3x3 = 3x3 = 3x3 11 4x6 = 3x5 = 3x5 = 1.50 11 1.50 11 3x3 = 3x6 FP = 3x5 = 4x6 = 1.50 11 A B C D E F G H I J K L M I 'll 12I X W V U T S R Q P O 3x6 II 3x9 = 3x6 FP= 3x5 = 3x4 = 30 = 30 = 3x5 = 4x6 = 3x7 = 2x6 SP= 44 = 1-7-12 10-6-8 21-1-0 1-7-12 8-10-12 10-6-8 Plate Offsets X,Y : N:0-4-0,Ed e , S:0-1-8,Ed a W:0-3-0,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Verl -0.43 Q-R >535 360 MT20 244/190 TCDL 15.0 Lumber Increase . 1.00 BC 0.85 Vert(TL) -0.76 Q-R >306 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.10 W n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 107 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND A-W = -121/0 C-W =-1805/0 BOT CHORD 4 X 2 SYP No.2ND *Except* C-V = 0/1360 D-V =-1311/0 B2 4 X 2 SYP DSS D-T = 0/840 E-T = -851/0 WEBS 4 X 2 SYP No.3 E-S = 0/862 F-S = -340/0 L-N =-1814/0 L-O = 0/1343 BRACING K-O =-1296/0 K-P = 0/855 TOP CHORD J-P = -833/0 J-Q = 0/405 Structural wood sheathing directly applied or 4-2-2 oc H-Q = -380/0 G-R =-153/114 purlins, except end verticals. H-R =-440/341 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES (9-10) Except: 1) Unbalanced floor live loads have been considered for 6-0-0 oc bracing: W-X. this design. 2) Attach ribbon block to truss with 3-10d nails applied REACTIONS (lb/size) to flat face. N = 114610-3-8 3) This truss requires plate inspection per the Tooth W = 1341/0-3-8 Count Method when this truss is chosen for quality Max Grav assurance inspection. N = 1150(load case 3) 4) Plates checked for a plus or minus 0 degree rotation W = 1341(load case 1) about its center. 5) Bearing atjoint(s) N considers parallel to grain value FORCES (lb) using ANSI/TPI 1 angle to grain formula. Building Maximum Compression/Maximum Tension designer should verify capacity of bearing surface. TOP CHORD 6) "Fix heels only" Member end fixity model was used in X-Y = 0/4 A-Y = 0/4 the analysis and design of this truss. N-Z = -42/0 M-Z = -42/0 A-B = 0/99 B-C = 0/98 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. /J C-D =-2460/0 D-E =-4102/0 Strongbacks to be attached to walls at their outer ends �GV 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. lgbal KAGagan, P.E. BOT CHORD 10) NOTE: The seal on this drawing indicates Florida P.E. No. 25389 W-X = -0/0 V-W = 0/1422 acceptance of professional engineering 5 8850 Trussway Boulevard U-V = 0/3461 T-U = 0/3461 responsibility solely for the truss component design S-T = 0/4750 R-S = 0/5221 shown. Orlando r 32824 Q-R = 0/5326 P-0 = 014773 0•P = 0/3476 N-0 = 0/1446 LOAD GASES) WEBS Standard B-W = -167/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DHTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M19411 Alcorn St.ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Hots) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the (713 Trussway Blvd. 900 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850 TRUSSAW 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 rus5 Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40206 LE3159F F17 B N 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 0-1-8 H 1 1--0 1-0-8 kale = 1:34.5 2x3 11 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x8 = 6x5 = A B C D E F G H I JTj t W II Io1N 1 T S R Q P O N M L K 3x6 = 4x6 = 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 4x6 = 1.5x3 11 9-8-0 19-3-8 19-40 9-8-0 9-7-8 0-3-8 Plate Offsets X,Y : J:0-1-8,Ed e , L:D-1-8,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 0.66 Vert(LL) -0.40 P-Q >573 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.70 P-Q >327 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.01 J n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 100 Ib LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND E-Q =-184/209 E-R =-592/70 BOT CHORD 4 X 2 SYP No.1 F-P =-189/205 F-O =-580/81 WEBS 4 X 2 SYP No.3 I-L =-1016/0 J-L = 0/1780 BRACING NOTES (9-10) TOP CHORD 1) Unbalanced floor live loads have been considered for Structural wood sheathing directly applied or 4-8-7 oc this design. purlins, except end verticals. 2) Attach ribbon block to truss with 3-10d nails applied BOT CHORD to flat face. Rigid ceiling directly applied or 10-0-0 oc bracing, 3) This truss requires plate inspection per the Tooth Except: Count Method when this truss is chosen for quality 2-2-0 oc bracing: Q-R,P-Q,O-P. assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation REACTIONS (lb/size) about its center. U = 1139/0-3-8 5) "Fix heels only" Member end fixity model was used in J = 1146/0-3-0 the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) 10-0-0 oc and fastened to each truss with 3-16d nails. Maximum Compression/Maximum Tension Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. U-V = -41/0 A-V = -41/0 7) Gap between inside of top chord bearing and first J-K = 0/7 A-B = -2/0 diagonal or vertical web shall not exceed 0.500in. B-C =-2452/0 C-D =-4087/0 8) CAUTION, Do not erect truss backwards. D-E = -4983/0 E-F =-5249/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for F-G =-4996/0 G-H =-4119/0 more information. % H-1 =-2497/0 1-1 =-1453/0 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering T-U = 0/1434 S-T = 0/3436 responsibility solely for the truss component design R-S = 0/4708 Q-R = 0/5249 shown. P-Q = 0/5249 O-P = 0/5249 N-O = 0/4731 M-N = 0/3475 LOAD CASE(S) L-M = 0/1450 K-L = 0/0 Standard Igbal KAGagan, P.E. WEBS Florida P.E. No. 25389 B-U =-1796/0 B-T = 0/1325 8850 Trussway Boulevard C-T =-1282/0 C-S = 0/847 D-S = -808/0 D-R = 0/489 Orlando, FL 32824 I-M = 0/1336 H-M =-1274/0 H-N = 0/838 G-N = -796/0 G-O = 0/479 March 10,2006 WARNING - 9er(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, bg 77093 PP Y 9 P P P P P P Y 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 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. o NS LE3159F FR01 301 H40207 2-5-7 4-9-1 7-0-12 9-10-12 12-8-12 15-0-7 17-4-1 19-9-8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 Srale = 1:34.6 6x7 = 7x10 II 6x7 = 5x12 M1120H= 4x4 = 4x4 = 6x7 = 6x7 = 3x9 II A U B V C D W X E Y F G Z H 1 5x8 = J 3x9 11 6x7 = 6x7 = 6x7 = 4x4 = 4x4 = 5x12 MI120H= 6x7 = 7x10 11 6x7 = 2-5-7 4-9-1 7-0-12 9-10-12 12-8-12 15-0-7 17-4-1 19-9 8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.26 P >916 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.52 P >452 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.12 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 300 lb LUMBER TOP CHORD 2 X 6 SYP SS BOTCHORD 2 X 6 SYP SS WEBS 1 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 pudins, 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 (Ib) 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 =-175378002 W-X =-17537/7002 E-X =-1753717002 E-Y =-19264n695 F-Y =-19264/7695 F-G =-1765517053 G-Z =-13833/5527 H-Z =-13833/5527 H-I =-8335/3330 1-J = 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 = M33018335 WEBS B-S = -5684/2240 E-Q =-469611949 F-P = -1243/525 G-O =-457/1202 H-N = -1298/3298 A-S =-3431/8793 B-R = -3070/7666 E-P =-855/2128 F-O = -1983/792 G-N =-5104/2039 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=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 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 Ito uplift at joint T and 3260 Ito 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 lb down and 82 Ito up at 3-0-12, and 262 lb down and 114 lb up at 5-0-12, and 2963 Ib down and 1292 Ito 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. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: K-T=-10, A-Y=-100(F=-70), J-Y=-829(F=-799) Concentrated Loads (Ib) Vert: E=-2963(F) U=133(F) V=189(F) W=-262(F) mire Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard March 10,2006 Orlando, FL 32824 I 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 paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional 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) 691 6900 TR:SS1111W 8850 Trussway Blvd. Orlando, FL 32824 - (407) 857 2777 o fuss Truss TypeLE3159 - Lennar Orlando - COZUMEL LE3159F FR02 FLAT 7"' y 2 Job Reference (optional) Ind Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 0 1-7-2 6-5-14 8-1-0 1-7-2 4-10-11 1-7-2 A 6x6 = B 3x6 = C2x3 11 D 3x5 = E 46 = H40208 Scale = 1:13.6 3x5 = F 3x5 = 6x6 = 1-7-2 4-10-11 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -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 = 014203 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-1 = -30/48 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: G-L=-10, A-F=-593(F=483) PLATES GRIP MT20 244/190 Weight: 69 lb III 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 DDTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Mnek connectors. This design is based only upon parameters shown 9411 Alcorn St. and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the 8850 691Trutjquosway 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 Q typly LE3159 - Lennar Orlando - COZUMEL H40209 LE3159F FR03 FLOOR 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07*19.28 2006 Page 1 2-3-4 4-4-12 6-8-0 i 2-3-4 2-1-8 2-3-4 Scale = 1:11.4 A 5x8 = B 3x5 = C 5x7 = I D 2x3 11 T1 W1 W 1 W W1 W W1 77 B1 G F 5x7 = 3x5 = 2x3 11 5x8 = 2-3-4 4-4-12 6-8-0 2-34 F { 2-1-8 2-3-4 Plate Offsets X,Y : A:0-3-4,0-2-11 , E:0-3-4,0-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 Horc(TL) 0.02 E n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) loads Weight: 60lb LUMBER 2) All are con-sideied 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 puffins, except end verticals: Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 460 REACTIONS (lb/size) Ib down at 6-2-4 on top chord. The design/selection of H = 2239/0-3-8 such connection device(s) is the responsibility of others. E = 2651/0-3-8 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 7) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering responsibility TOP CHORD solely for the truss component design shown. A-H =-2134/0 A-B =-4927/0 B-C =-5047/0 C-1 = 0/0 LOAD CASE(S) D-1 = 0/0 D-E =-1054/0 Standard BOT CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 G-H = 0/0 F-G = 0/4927 1) Uniform Loads (plf) E-F = 0/5047 Vert: A-D=-685(F=-575), E-H=-10 WEBS Concentrated Loads (lb) A-G = 0/5136 C-E =-5261/0 Vert:1=-460(F) B-G =-1515/0 C-F = -124/0 B-F = 0/125 NOTES (6-7) 1) 2-ply truss to be connected together with 0.131 "xY Nails as follows: Igbal KAGagan, P.E. Top chords connected as follows: 2 X 4 - 2 rows at 0-7-0 Florida P.E. No. 25389 oc. 8850 Trussway Boulevard oc.Bottom 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. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design 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. TRLOSWW 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 russ Truss ype Ply LE3159 - Lennar Orlando - COZUMEL H40210 LE3159F f FR04 FLOOR 1 Job Reference (optional) Twssway, 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 2-4-2 2-5-14 2-5-14 2-4-2 Scale = 1:16.7 2x3 11 A 4x9 = B 3x6 = C 3x5 = D 4x6 — E T1 W1 W1 1 W1 1 H G 4x9 = 34 = 34 = 2x4 11 4x6 = 2-4-2 4-10-0 7-3-14 9-8-0 2-4-2 2-5-14 2-5-14 I_. 2-4-2 Plate Offsets X,Y : 1:0-3-8,0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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) loads Weight: 105lb LUMBER 2) All are com dered equally applied to alp 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 puffins, 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 (Ib/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 (lb) 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 I-J = -0/0 H-1 = 0/6347 G-H = 0/8674 F-G = 0/6320 WEBS 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 togetherwith 0.131"x3" Igbal KAGagan, 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 TfUSSWay 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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design o based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parvidual rs and proper incorporation al component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Y 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 r ss 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 Industnes, Inc. Fri Mar 10 07:19:28 2006 Page 1 10-0-0 10-0-0 Scale = 1:17.3 2x3 11 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 II A B C D E F G H 12x3 11 T1 1 MEN= B1 Li NEEMENNEENEEM Li Li Li -2x3 II 2x3 11 2x3 II 3x4 = 2x3 11 24 II 2x3 11 2x3 II 2x3 11 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,00 J n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 39 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.3 E-O = 0/0 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 NOTES (7-8) OTHERS 2 X 4 SYP No.3 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 2) Gable requires continuous bottom chord bearing. Structural wood sheathing directly applied or 10-0-0 oc 3) Truss to be fully sheathed from one face or securely 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 O = 160/10-0-0 more information. N = 160/10-0-0 8) NOTE: The seal on this drawing indicates M = 158/10-0-0 acceptance of professional engineering responsibility L = 167110-0-0 solely for the truss component design shown. K = 128/10-0-0 LOAD CASE(S) FORCES (lb) Standard Maximum Compression/Maximum Tension TOPCHORD A-R = -51/0 A-B = 0/0 B-C = 0/0 C-D = 0/0� D-E = 0/0 E-F = 0/0 F-G = 0/0 G-H = 0/0 H-1 = 0/0 1-1 = -9/0 BOTCHORD Q-R = 0/0 P-C! = 0/0 Igbal KAGagan, P.E. O-P = 0/0 N-o = -0/0 Florida P.E. No. 25389 M-N = 0/0 L-M = 0/0 K-L = 0/0 J-K = 0/0 8850 Trussway Boulevard WEBS Orlando, FL 32824 B-Q = -15410 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 - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MUTTER REFERENCE PAGE 11r-7473 BEFORE USE. Engineering Department St. .111101111h, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 7 9 Y 9 Y P P 9 P Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown (713) 6916900 TRUSWW 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. o russ pe ty y LE3159-LennarOrlando -COZUMEL H40212 LE3159F FR06 7ulss 1 1 Job Reference o tional Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:29 2006 Page 1 A 2x3 11 B 2x3 11 4-8-8 C 2x3 11 D 2x3 11 E 2,3 II i 4-8-8 Scale: 1.5"=1' T1 E H H L] Ll W1 ST1 ST1 ST1 W1 Bt 2x3 II - 2x3 II 4-8-8 2x3 II 2x3 II 2x3 11 488 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 181b LUMBER more information. TOP CHORD 2 X 4 SYP No.3 5) NOTE: The seal on this drawing indicates BOT CHORD 2 X 4 SYP No.3 acceptance of professional engineering responsibility WEBS 2 X 4 SYP No.3 solely for the truss component design shown. OTHERS 2 X 4 SYP No.3 LOAD CASE(S) BRACING Standard TOPCHORD Sheathed or 4-8-8 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 62/4-8-8 F = 2514-8-8 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 = 017 H-1 = 0/7 G-H = 017 F-G = OR WEBS B-1 = -1/0 C-H = -154/0 D-G = -11111/0 NOTES (4-5) 1) Gable requires continuous bottom chord bearing. Igbal KAGagan, P.E. 2) "Fix 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 MD-7473 BEFORE USE. Engineering Department Design valid for use on with Mirek connectors. This design is based on upon parameters shown, and is for an individual building component, 9411 AlcoTX rn 7 9 IY 9 only P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 697 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/TPll Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Tpe Qty Ply LE3159 - Lerner 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 II B2x3 II C D E2x3 II F2x3 II G H T1 B1 Li Li Li Li 2x3 I 2x3 11 2x3 II 2x3 11 2x3 II 2x3 11 2x3 11 2x3 II 8-8-8 8-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl 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 1-4-0 oc. BOT CHORD 2 X 4 SYP No.3 4) "Fix heels only' Member end fixity model was used in WEBS 2 X 4 SYP No.3 the analysis and design of this truss. OTHERS 2 X 4 SYP No.3 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Sheathed or 6-0-0 oc purlins, except end verticals. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility REACTIONS (lb/size) solely for the truss component design shown. P = 61/8-8-8 1 = 23/8-8-8 LOAD CASE(S) O = 161/8-8-8 Standard N = 160/8-8-8 M = 160/8-8-8 L = 158/8-8-8 K = 167/8-8-8 J = 119/8-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-P = -56/0 A-B = -6/0 B-C = -6/0 C-D = -610 D-E = -6/0 E-F = -6/0 H-I = -18/0 BOTCHORD 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 = 0/6 Florida P.E. No. 25389 WEBS 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 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED RUTE%REFERENCE PAGE ADD-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design 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. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. Q-T/16� *For 4 x 2 orientation, locate plates 0-11,6' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. *Plate location d etails available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for.Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U CL O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 TOP CHORDS 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 General, Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 p 4. Cut members to bear tightly against each other. x C 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiTek® a o� le 3 J03 J02 J01 Ol 1� �11 11 11®� ®III all_____�______ ,i►y FLOOR HANGER SCHEDULE MARK OESCR/PRON SIMPSON USP FH1 LUS410 ✓US410 fH2 HU46 HD46 FH3 HHUS48 THD48 fH4 HGUS410 THDH410 FH5 71 LA222-2 MSH222-2 FH6 TH4422 MSH422 FH7 TH4422-2 MSH422-2 fN8 MSH179 FH9 THA1222 MSH222 fN10 TFLA413 MSH413 ALL MARKS MAY NOT BE USED. ROOF HANGER SCHEDULE MARK DESCRIP7701V SIMPSON USP RH1 LUS24 ✓US24 RH2 LUS26 ✓US26 RH3 HUS26 THD26 RH4 THA29 MSH29 RH5 7HA222-2 MSH222-2 RH6 Sill SKH26L RH7 SUR26 SKH26R RH8 HUS210 7HD210 RH9 HGUS26-2 TH0H26-2 RH1 H✓C26 ALL MARKS MAY NOT BE USED. o'` 4 J01 J02 J03 J03 J02 J01 "p o, (3) — (0.148 x 1 1/4' P—soil TO£—NNLS O Y73P & BOf'1tJdI CHORD LYIMN (AWLS MR000H HOCK SIDE OF MONO TRUSS GIRDER XM END OWN OF MONO 7RUS4 ARE NOT ALLOWED) 3) — (O.14B'xJ 1//4- P—noi/) RJ£—AN/LS O 7i�P & B077OM CHORD CONNECAAN f0R ?/R' GIRDER JACK AND (12 AWLS ALONG VERTICAL END WEB OF WR' p /MO 7HE HIP GIRDER TRUSS JACK ((2) — (0.148,, 1//4' P—nail ID£ —AWLS O JACK hSP &BOTTOM CHORD CON 770M. k HR' GIRDER VARIES SET NAILING FACE TYPICAL HIP OPEN dg=.%, THEW= 7RUSSWAY, LTD_ 8850 T4assway Blvd FL 32a24 (40�77 857 2777 (407) 857-7855 FAS REFER TO SHT.AT-1° FOR IMPORTANT INFORMATION! DATE : 110710J DRAWN BY: ES CHECK BY: ✓T JOB NO. : LE3159 REVISIONS 1 06 06 ES TJ[7LGI DBBO=DROP BEAM BY OTHERS l — / FBHBO=FLUSH BEAM d HANGER BY OTHERS FBBO=fLUSH BEAM BY OTHERS