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2441 Marshall Ave 06-1546 SFRPERMIT ADDRES CONTRACTORI ADDRESS I Z q a�Ka uja%m PHONE NUMBER PROPERTY ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR ly\ tw.. f�-� PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # Q la - I EL� (v DATE 02 0 /C PERMIT DESCRIPTION h CtA-) `V PERMIT VALUATION 17cA 1 / ,,j SQUARE FOOTAGE a 3) L11 %° City of Sanford Certificate of Occupancy This is to certify that the building located at 2441 Marshall Ave for which permit number 06-1546 has heretofore been issued on March 20, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Building: R Addison 09/06/06 Engineering & Planning: G. Hyatt 08/31 /06 Public Works: M Watson Utilities: R Blake Fire Department: 08/30/06 08/30/06 Conditions (if blank, no conditions apply) John B Muroski Q)3,� m .09/12/06 Property Owner Building Official Date r ..... ._._ ...__ ___----.—_-- ... _.... . BUILDINCpEPARTMENT - Re. 2441 Marshall Avenue 1 From: RUBEN HYATT To: BUILDING DEPARTMENT Date: 8/31/2006 12:48 pm Subject: Re: 2441 Marshall Avenue ( n passed 08-31-06 `Y >>> BUILDING DEPARTMENT 08/30/06 8:05 AM >>> single family Metro Development - Larry 407-470-2116 BP 06-1546 _...-_ ---------_-------- .---- _....... -- -------- _ ............. BUILDING DEPARTMENT - Re. 2441 Marshall Avenue 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: 8/30/2006 4:12 pm Subject: Re: 2441 Marshall Avenue Approved 8.30.06 Mike Watson Cathy J. LoTempio Customer Service Rep Public Works Department 407-330-5627 fax# 407-330-5601 >>> BUILDING DEPARTMENT 8/30/2006 8:05 am >>> single family Metro Development - Larry 407-470-2116 BP 06-1546 ----__ _.____..__ _ _.----._- .__._-- ,. , ..._........_.... ..... _..... ___... __ BUILDING DEPARTMENT - Re: Fwd: 2441 Marshall Avenue CLEAR 8/30/06 1 From: RICHARD BLAKE To: BUILDING DEPARTMENT Date: 8/30/2006 4:01 pm Subject: Re: Fwd: 2441 Marshall Avenue CLEAR 8/30/06 CLEARED 8/30/06 Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> ED WOODS 1:09 pm Wednesday, August 30, 2006 >>> >>> RICHARD BLAKE 08/30/06 8:45 AM >>> Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> BUILDING DEPARTMENT 8:05 am Wednesday, August 30, 2006 >>> single family Metro Development - Larry 407-470-2116 BP 06-1546 City of Sanford Certificate of Occupancy This is to certify that the building located at 2445 Marshall Ave for which permit number 06-1539 has heretofore been issued on March 20, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: R Addison Engineering & Planning: G. Hyatt Public Works: M Watson Utilities: R Blake Fire Department: Date 08/25/06 09/ 12/06 09/ 11 /06 0/ 12/06 Conditions (if blank, no conditions apply) John B Muroski � Yy1 . ' .: _ 09/12/06 Property Owner Building Official Date _ - ...- - — - _ .............. . _ ...... ------- _ _ . — -- - -- _ _ . __............. .................. ......_..------ ---------------------------------------------- ---------------- __ BUILDING DEPARTMENT - Re: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE 1 From: RUBEN HYATT To: BUILDING DEPARTMENT Date: 9/12/2006 11:30 am Subject: Re: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE passed 09-12-06 >>> BUILDING DEPARTMENT 09/11/06 2:22 PM >>> SF Metro Development Gary 407-468-9217 bp6-1539 ........ ._-- BUILDING DEPARTMENT - Re: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: 9/12/2006 8:41 am Subject: Re: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE Approved 9.11.06 Mike Watson Cathy J. LoTempio Customer Service Rep Public Works Department 407-330-5627 fax# 407-330-5601 >>> BUILDING DEPARTMENT 9/11/2006 2:22 pm >>> SF Metro Development Gary 407-468-9217 bp6-1539 ------ .............. _..._ , . _._.__.. _ ._._.- ------ - BUILDING DEPARTMENT - Re: Fwd: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE 1 From: RICHARD BLAKE To: BUILDING DEPARTMENT Date: 9/12/2006 2:25 pm Subject: Re: Fwd: 2445 Marshall Ave - PLEASE RUSH i MISSED THIS ONE Cleared 9/12/06 Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> ED WOODS 1:25 pm Tuesday, September 12, 2006 >>> CLEAR 9/12/06 >>> RICHARD BLAKE 09/12/06 8:20 AM >>> Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> BUILDING DEPARTMENT 2:22 pm Monday, September 11, 2006 >>> SF Metro Development Gary 407-468-9217 bp6-1539 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1WO-000 Federal Emergency Management Agency Exoires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Metro Development Group, Inc. I Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 2441 Marshall Avenue City Sanford State FL ZIP Code32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 4, Block 5, 3rd Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Let. N28°47'15" Long. W81'16'45' Horizontal Datum: ❑ NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Numbed 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) sq It a) Square footage of attached garage 461.3 sq it 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 walls within 1.0 foot above adjacent grade c Total net area of flood openings in A8.b s In c Total net area of flood openings in A9.b sgin SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State City Of Sanford 120294 1 Seminole FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) , 0045 E April 17, 1995 April 17, 1995 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) _ Bl l . Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ❑ NAVD 1988 0 Other (Describe) N// 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)9 ©Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. 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/Ate. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Seminole County #5005201 Vertical Datum NAVD 1988 Conversion/Comments 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. 37.4 ® feet ❑ meters (Puerto Rico only) - ❑ feet ❑ meters (Puerto Rico belly) ,_ _ ❑ feet ❑ meters (Puerto Rico only) 37.0 ® feet ❑ meters (Puerto Rico only) 37.2 ® feet 0 misters (Puerto Rft bhly) M1 0 feet ❑ misters (Puerto Rico only) M.2 0 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 Paul D. Watkins License Number PSM 6315 Title Professional Surveyor and Mapper Company Name Central Florida Consulting Surveyors, Inc Address 629 Maitland Avenue City Altamonte Springs State FL ZIP Code 32701 -air, FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all preViOuS wiitinnc 1 .. Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Policy Number I 2441 Marshall Avenue City Sanford StateFLZIP Code 32771 1 Company NAIC Number I SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. Comments Item e) in Section C2 is Air Conditioner on Concrete Pad 1- 7—sr-, 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 El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see �,,� 8 of Inatn�tiortll) the next higher floot . (elevation C2.b in the diagrams) of the building Is ❑ feet ❑ meters 0 above or 0 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 Comments Date ❑ Check here Kpttachments 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 bya licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation date in the CommerKa area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑• Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: -❑ feet ❑ meters (PI2) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Title Telephone Signature Date Comments Check here N attaohmrrlta FEMA Form 81-31, February 2006 Replaces all previous editions BOUNDARY SURVEY SCALE 1" = 20' LOT 16 6' WOOD FENCE CERTIFIED TO: METRO DEVELOPMENT GROUP, INC. LOT 5 LEGAL DESCRIPTION LOT 4, BLOCK 5, 3RD SECTION DREAMWOLD, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 4, PAGE 70 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. ra, WOOD POWER POLE QQ CLEAN OUT oQ IRON ROD & CAP SPOT ELEVATION ABRREVIATIONS CONC CONCRETE CB CONCRETE BLOCK WF WOOD FRAME WM WATER METER COV COVERED IRON ROD AND CAP IRC PIPE FND FOUND OHW OVER HEAD WIRE (P) PLAT M MEASURED N&D NAIL AND DISK ID IDENTIFICATION NOTES LOT 17 _SET 5/8" IRC "LB 6771" SET 5/8" IRC 60,00' (P) 'LB 6771" N00'42'01"W (M) 60.04' (M) 6 5° 7' UTILITY ye EASEMENT SEPTIC TANK DRAIN FOLD LOT 4 BLOCK 5 —10.89' 21.57' LO to o � � N dp 8.50' 1 ##2441 1 STORY CB & WF RESIDENCE FINISHED FLOOR= 37.42' m N G t 3.70' W d 3.00' CONC PAD _ d G v W I io N It ;n rn Z -j 3 0 d U 21.36' ,yam J6,90 �6�0 CONC 16 DRIVE WM WM 60.00' (P 160.26' O NO -15'18"W (MA (M OH W FND 1 /2" IRC "PLS 5238" �y6� h ASPHALT PAVEMENT MARSHALL ," 1. DATE OF FIELD SURVEY: 8/23/06 REVISED: 9/7/06 ADDED NOTE 7. 2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1, SAID BEARING BEING N00'27.56"W (ASSUMED DATUM). 3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH MARK #5085201, BEING A NAIL & DISK HAVING AN ELEVATION OF 34.626' NAVD 1988. 4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT LOCATED DURING THE CONDUCT OF THIS SURVEY. 5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE "X" (AREAS OUTSIDE THE 500-YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294, PANEL 0045, SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995. 7. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN CHAPTER 18, SECTION 18-4 (o) OF THE SANFORD CITY CODE. LOT 18 6' CHAIN LINK FENCE O r Lr) to COV M CONC LOT 3 SW CORNER BLOCK 5 192.28' (M) SET 5/8" IRC "LB 6771" AVENUE CENTRAL FLORIDA CONSULTING SURVEYORS 629 Maitland Avenue - Altamonte Springs, FL 32701 Tel: (407) 767-0166 Fax: (407) 767-8558 email: cfcs6771@cfl.rr.com Certificate of Authorization *LB6771 I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUTES. OfAUUD. WATKINS PSM #/ 6 15 NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER CITY OF SANFORD PERMIT APPLICATION Permit #: of, I �) 1 l0 Date: �� Q Job Address: Description of Work: filoly HA L/C-- Total Square Footage Historic District: Zoning: Value of Work: S I !won M— Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole �1 1 Mechanical: Residential `� Non -Residential Replacement New (Duct Layout & Energy Cale. Required) 4-%M Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential ✓ Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name & Address: Phone: Contractor Phone & Fax: 'tl-) 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. 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. 1 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. N TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this this county, and there may be additional permits required from other governmental entities Nater ram, Acceptance of permit is verification that I will notify the owner of the property of 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 pro t may be found in the public records of tg ment distn s, state agencies, or federal agencies. Lien LaXv, FS 7 3. / I© ent Date Print Contractor/A e1K's Name Signature of Notary -State of Florida Date o �Y PG Ci Dawn A. Canada * Commission # DD&%104 X Expirea October 11, 20M Contractor/Agent is _ Personally K d Troy rain • Intunme, Ire. W0,AW7018 Produced ID APPROVALS: ZONING: UTIL: FD: ENG Special Conditions: Rev 03/2006 BLDG: TRI-TECH AIR CONDITIONING, INC. �t+�T1:C#F AIR �O11t1tY�tNG, ilk. 1041 SFIItI1Q1.A BLVD. CASSELBERRY, El. 31707 Power of Attorney Hereby name and appoint, V VG�IVI �_ �' V _ ___---__ of Tri-Tech Air Conditioning, Inc. to be my lawful attorney. In fact to act for me and apply to the_-�� ---L�C+LVI'�t�� for an H. V. A-C. permit for work to be performed at --- Lod - A--------------------------------------------- ____ ______a__ ___________-____________________. And to sign my i Charles T. Trier Acknowledged: appointment. Sworn to and subscribed before me this_ --- _ _ ---- day of _v. ------- -- _ _ (o Notary Public — State of Florida — lSem i y4 le Cou -- ---- ---- My Commission Expires---------------- o,,,Y pua� Dawn A. Canada : f, Commission # D0356104 * o� expires October 11, 2008 p BondadTrty Fain • a auranca. iM goo•$05-7019 Permit #: ©(0- Job Address: Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION „ ' Date: 31 �A Value of Work: _Total Square Footage 1110 $ y� -T Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 1150 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: tW # of Stories: I # of Dwelling Units: —t— Flood Zone: (FEMA form required ) Owners Name & Address: Phone: Contractor Name & Address' State License Number: Phone & Fax: 40 —501 ` 9s% AT `S� Contact Person: I-N`�"i . " �� Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 Signature of Owner/Agent Print Owner/Agent's Name will notify the owner of the property of the requiremennFlorida Lien Law, FW 713. ©` Date Signature of Contractor/Agent Dat Print ntractor/Age y's N_amee,___ Y v �- Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: Contractor/Agent is _ Personally Known to Me or Produced ID ENG: BLDG: _ m MIKE TANNOUS ENGINEERING N C O R P O R A T. E D 261 Live Oaks Boulevard • Casselberry • Florida • 32707 Tel: 407-332-8688 • Fax: 407-332-9598 • Email: MTEincorporated@aol.com FIELD REPORT Project Name:oi �� awl A.440,0fu Client: �a �%- S Project Number: Date: fl- V eq )E!9i c0V /yl DYt�oi�srrlit r •9�3t/i.� /JL MTE, Inc. Representative: 00 CITY OF SANFORD PERMIT APPLICATION Lo+ 4 Permit #: Job Address: Lki Date: 1 I���� Ine Description of Work: I / 10-LO HA VC- GJ Total Square Footage 1 Historic District: Zoning: Value of Work: S I , 'm Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole /1 Mechanical: Residential `/ Non -Residential Replacement New (Duct Layout & Energy Ca1c. Required) 4-1 w) to��SKt Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential " Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name & Address: Phone: Phone & Fax: )D 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 permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 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 this county, and there may be additional permits required from other governmental entities dater rparr Acceptance of permit is verification that I will notify the owner of the property Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 pro t may be found in the public records of Bement distr s, state agencies, or federal agencies. Lien La\v, FS 7 3. ent Date Print Contractor/AnesName Signature of Notary -State of Florida Date Y p/ Dawn A. Canada N(/XEpires t : Commission # DD356104 xOctober 11, 2008 Contractor/Agent is _ Personally K a Tilly thin • inww", Inc. 800-3*?010 Produced ID ENG BLDG: TRI-TECH AIR CONDITIONING! INC. �l�if►* AIiL t'FO110tI.}@�IlN6, ll�. 10it UVULA BLVD, CASSELBERRY, FL. M Power of Attorney jC qI j Hereby name and appoint. V V - Tri-Tech Air Conditioning, Inc. to be my lawful attorney. In fact to act for me and apply to the �- SiL��64 for an H.V.A-C. permit for work to be performed at 7L�CL� _I_ C-----LO-1 -_q ---------------------------------------------- --- to sign my name ani Charles T. Trier CAC04 Acknowledged: appointment. Sworn to and subscribed before me this_ _ \- - _ _ _ _ _ day of Notary Public — State of Florida — (S,em l r)b le CWrr�-------------- My Commission Expires -----__ ---------------------------------- ------------------- o-,PaY Rues, Dawn A. Canada Commission # D0356104 U� Or� o` Expires October 11, 2008 pF p Bonded Troy Fein • Inawma. Inc Wo g8gT0+0 BOUNDARY SURVEY SCALE 1" = 20' LOT 16 6' WOOD FENCE — CERTIFIED TO: METRO DEVELOPMENT GROUP, INC. LOT 5 LEGAL DESCRIPTION LOT 17 LOT 18 _SET 5/8" IRC 6' CHAIN LINK FENCE LB 6771" SET 5/8" IRC 60.00' (P) LB 6771" N00'42'01"W (M) 60.04' (M) h }� 7' UTILITY -- Via' h ya' EASEMENT SEPTIC TANK DRAIN FEILD ��a I '"I LOT 4 h1, 1 h�y LOT 4, BLOCK 5, 3RD SECTION DREAMWOLD, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 4, PAGE 70 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. WOOD POWER POLE QQ CLEAN OUT Qo IRON ROD & CAP h6 SPOT ELEVATION ABRREVIATIONS CONC CONCRETE CB CONCRETE BLOCK WF WOOD FRAME WM WATER METER COV COVERED ROD AND CAP IRC IRON PIPE FND FOUND OHW OVER HEAD WIRE P PLAT M MEASURED N&D NAIL AND DISK ID IDENTIFICATION Relu:0 BLOCK 5 —10.89' O O 6° 21.57' r� U� I h 1n tr) � � N w 'D (V ;n 00 Z 11.03'� 1, O 0� !"� Mto COV M CONC 850 I LOT 3 ti ##2441 1 STORY CB & WF RESIDENCE FINISHED FLOOR= 37.42' N J 7�U U 21.36' CONC DRIVE 13.70' u� 3.00' w h CONC ON 4 I 00 Z SW CORNER BLOCK 5 192.28' (M) OHW SET 5/8" IRC FND 1/2" IRC' "LB 6771 " "PLS 5238" ham. ASPHALT PAVEMENT MARSHALL AVENUE WM O 60.00' (P) 5'18"W (M 60.26' (M) 1. DATE OF FIELD SURVEY: 8/23/06 REVISED: 9/7/06 ADDED NOTE 7. 2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1, SAID BEARING BEING NOO-27.56"W (ASSUMED DATUM). 3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH MARK #5085201, BEING A NAIL do DISK HAVING AN ELEVATION OF 34.626' NAVD 1988. 4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT LOCATED DURING THE CONDUCT OF THIS SURVEY. 5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE -X- (AREAS OUTSIDE THE 500-YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294, PANEL 0045, SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995. 17. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN CHAPTER 18, SECTION 18-4 (a) OF THE SANFORD CITY CODE. '01-pla CENTRAL FLORIDA CONSULTING SURVEYORS 629 Maitland Avenue - Altamonte Springs, FL 32701 Tel: (407) 767-0166 Fax: (407) 767-8558 email: cfcs6771@cfl.rr.com Certificate of Authorization *LB6771 I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUTES. 9_ 7--0:, A M.—WXTKINS PSM ;♦' 6 15 NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER v R REVISION /Ion :ssu� PERMIT # DATE PROJECT ADDRESS CONTRACTOR A;�/�c dr_ 1��i�7C 4ii^,g , ..Z4C, PHONE # !�O�-_59G,1- �// FAX # Gf 07-51-�33 DESCRIPTION OF REVISION /�c%SeC� %nG[S �/Id�✓Icc�'��'1 UTILITY DEPT FIRE PREVENTION PLANNING BUILDING MAT TRUSSWAY, LTD 71'.Build Righ t Flom The Start! qq;70;p www. trusswa y. com F ROOF TRUSS ENGINEERING FOR: SANFORD HOUSING PROJECT Ln w v yet » SANFORD, FLORIDA 3UILDING %4YPES: BLDG 1-7 MANUFACTURING, SALES AND DESIGN LOCATIONS • rA • _ _ ACWORTH GA _ ___ (770) 975-5777 _ 774) 975--3322 CHANDLER AZ 602 273-7323 484 961-0729 CLINTON NC (910) 299-0690 91O) 299-0692 COWPENS, SC FRED_ERICKSBURG, VA H_OUSTON, TX (864) 463-2914 (540) 898-3477 _LL_ (713) 691-6900 864) 63-2917 540j 898-3885 .(713 691-2464 HURST TX _ (817),589-1467 (817) 595-1097 JACKSON, MI _ NC (517) 764-1405 (336) 622-2244 (435) 603-3756 (336) 622-311 LIBERTY __ MICHIGAN CITY, IN (219) 872-3608 (800) 859.1166 ORLANDO, FL (407) 857-2777 (407) 851-7899 SPARTA, MI (616) 887-8264 (800) 748-0202 SALES AND DESIGN LOCATIONS . . . EAUSTIN-, TX PEEWEE VALLEY, -KY CHARLOTTE, NC _ HIGH POINT, NC INGELSIDE IL _ PATcaoo .IE, NY (512) 244-0573 (502) 243-3933__— (704) 522-1492 (336) 883-6966 _ (815) 344-4740 (631) 363-0151 1 1 631) 363-0054 885o Trussway Blvd. Orlando, FL 32824 Phone: (407) 857-2777 Fax: (407) 851-7899 Operations Mgr. Jim Thomas Design Mgr. Rene Pena Sales Rep. FRANK RODRIGUEZ ROOF 'TRUSS ENGINEERING FOR: SANFORD HOUSING PROJECT SANFORD, FLORIDA BUILDING TYPES: BLDG 1-7 TRUSSWAY JOB NUMBER: 53107 TRANSMITTED TO: METRO DEVELOPMENT JOBSITE CONTACT: MR. GARYHUGGINS # Date Issue Status Product(s) Notes 1 03/14/2006 CONST. ISSUE Roof 14 FI Raised seal .... 2>.. .......................... ...... 3 ©� 0- II 0� i VERSION 1.01 - 06/24/03 Project: Metro Development City of Sanford, Florida, Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Sanford Housing Seminole County Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Wind: 120 mph as per ASCE 7-98 & FBC2001, Truss design software: Mitek202O Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 Name, Address and License # of Structural Engineer of Record for the Building: Name: Kenneth H. Ehlers License # 18243 Address: 6034 Falconbridge Place, Mount Dora, FL 32757 This package includes truss design drawings with individual date of design. These trusses are listed below and on the attached spreadsheet. 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-1995 Sec.2. This is in accordance with Rule 61G5-31.003, Section 5 of the Florida Board of Professional Engineers. R01-RG2, HR01-3, J01-J210A, V01-V2-4 March 10, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, PE / FL License Number # 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 TRUSSWAY, LTD. - ROOF SPREAD SHEET PROJECT: SANFORD HOUSING Job #: 53107 Builder: METRO DEVELOPMENT rev: City: SANFORD Notes: State: FL Plant: Orl Dwn By: Bc Chk By: Salesmen: ds Item Count: 40 Pitch Span Description BLDG 1 2 3 4 5 6 7 Total LVL 1 1 1 1 1 1 1 TYPE FCTR REV I I I I I I I 4.00 38-00-00 ROOF TRUSS R01 59.81 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R01A(-2F 56.08 2 2 2 2 2 2 2 14 4.00 38-00-00 ROOF TRUSS R02 49.41 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R02A 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03A 47.84 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04 50.19 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04A 49.41 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R05 50.19 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R05A 51.76 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R06 52.55 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R06A 52.55 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R07 48.24 5 5 5 5 5 5 5 35 4.00 21-04-00 ROOF TRUSS R20 32.16 1 1 1 1 1 1 1 7 4.00 21-04-00 ROOF TRUSS R21 25.88 1 1 1 1 1 1 1 7 4.00 21-04-00 ROOF TRUSS R22 24.31 2 2 2 2 2 2 2 14 4.00 21-04-00 ROOF TRUSS R23 23.53 3 3 3 3 3 3 3 21 4.00 24-04-00 ROOF TRUSS R30 30.98 1 1 1 1 1 1 1 7 4.00 24-04-00 ROOF TRUSS R31 34.51 1 1 1 1 j 1 1 1 7 4.00 24-04-00 ROOF TRUSS R32 30.59 1 1 1 1 1 1 1 7 4.00 24-04-00 ROOF TRUSS R33 32.55 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS R40 8.24 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS R41 7.45 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS RG1 10.39 1 1 1 1 1 1 1 7 4.00 06-04-00 ROOF TRUSS RG2 10.39 1 1 1 1 1 1 1 7 2.83 09-09-05 ROOF TRUSS HR01 11.76 5 5 5 5 5 5 5 35 2.83 04-01-07 ROOF TRUSS HR02 5.10 2 2 2 2 2 2 2 14 2.83 03-11-05 ROOF TRUSS HR03 3.92 1 1 1 1 1 1 1 7 4.00 01-00-00 ROOF TRUSS J01 2.35 16 16 16 16 16 16 16 112 4.00 03-00-00 ROOF TRUSS J03 3.92 12 12 12 12 12 12 12 84 4.00 05-00-00 ROOF TRUSS J05 5.10 10 10 10 10 10 10 10 70 4.00 07-00-00 ROOF TRUSS J07 7.45 22 22 22 22 22 22 22 154 4.00 02-10-08 ROOF TRUSS J210 3.92 1 1 1 1 1 1 1 7 4.00 02-10-08 ROOF TRUSS J210A 3.14 1 1 1 1 1 1 1 7 4.00 03-10-08 ROOF TRUSS Vol 3.14 2 2 2 2 2 2 2 14 4.00 07-10-08 ROOF TRUSS V02 6.28 1 1 1 1 1 1 1 7 4.00 03-11-04 ROOF TRUSS V2 3.92 1 1 1 1 1 1 1 7 4.00 05-11-04 MONO TRUSS V3 5.49 1 1 1 1 1 1 1 7 4.00 03-11-04 MONO TRUSS V4 3.92 1 1 1 1 1 1 1 7 RH3 7 7 7 7 7 7 7 49 Print Date: 11/04/2005 08:46:58 AM Page 1 of 1 Version: 1.4.3 Job Truss (Truss Type oty I Ply 53107 / METRO DEV/ Sanford Housing / Bc j 53107 HR01 ROOF TRUSS 1 1 i I Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:06 2005 Page 1 I 1 8 8 5-11-14 9-9-5 1 8 8 5-11-14 3-9-7 Scale = 1:19.5 2x3 11 D 4x6 = 3x4 = 5-11-14 9-9-5 5-11-14 3-9-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.35 B-E >315 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.56 B-E >201 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 41 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-6-11 oc bracing. REACTIONS (lb/size) E = 603/Mechanical B = 440/0-11-0 Max Horz B = 264(load case 3) Max Uplift E _ -309(load case 3) B = -281(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-F = 0/18 B-F = 0/18 B-C =-792/247 C-D =-110/33 D-E =-200/120 BOT CHORD B-E =-470/758 WEBS C-E =-804/427 NOTES (7-9) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; porch 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift bt joint E and 281 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown, 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-F=-60 Trapezoidal Loads (plf) Vert: F=O(F=30, B=30)-to-D=-147(F=-43, B=43), B=-2(F=9, B=9)-to-E=-49(F=-14, B=-14) IQBAL H.A. GAGAN P.E. # 25389 8860 Trussevay bo6levard Orlando, FL. 32824 MxID ,14N5 Job Truss Truss Type ioty PIy 153107 / METRO DEV/ Sanford Housing / Bc 53107 I HR02 ROOF TRUSS i 1 1 1 i Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 1 8 8 4-1-7 1 8 8 4-1-7 Scale = 1:9.8 C 2.83 E B T1 B 1 D 3x3 = 4-1-0 4-1-0 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TQ -0.02 B-D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 15lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 12 lb uplift at BOT CHORD 2 X 4 SYP No.2 joint C, 185 lb uplift at joint B and 42 lb uplift at joint D. 5) Beveled plate or shim required to provide full BRACING bearing surface with truss chord at joint(s) C. TOP CHORD 6) "Fix heels only" Member end fixity model was used Sheathed or 4-1-7 oc purlins. in the analysis and design of this truss. BOT CHORD 7) In the LOAD CASE(S) section, loads applied to the Rigid ceiling directly applied or 10-0-0 oc bracing. face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for REACTIONS (lb/size) more information. C = 4810-3-8 9) NOTE: The seal on this drawing indicates B = 196/0-11-5 acceptance of professional engineering D = 27/Mechanical responsibility solely for the truss component design Max Horz shown. B = 40(load case 3) 10) NOTE: Trusses are designed for an Enclosed Max Uplift building condition as per building designer, C =-12(load case 4) assuming doors and windows are protected from B =-185(load case 3) windbome debris impact as per Fla. Bldg. Code D =-42(load case 3) 1606.1.4 Max Grav C = 48(load case 1) LOAD CASE(S) B = 196(load case 1) Standard D = 64(load case 2) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FORCES (lb) Uniform Loads (plf) Maximum Compression/Maximum Tension Vert: A-E=-60 TOP CHORD Trapezoidal Loads (plf) A-E = 0/18 B-E = 0/18 Vert: E=-O(F=30, B=30)-to-C=-62(F=-1, B=-1), B-C = -20/7 B=-2(F=9, B=9)-to-D=-21(F=-0, B=-0) BOT CHORD B-D = 0/0 NOTES (8-10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. IQBAL H.A. GAGANL.E.#389 2) This truss has been designed for a 10.0 psf bottom 8860 Trussway chord live load nonconcurrent with any other live loads. Orlando, FL. 32824 3) Refer to girder(s) for truss to truss connections. 1 I'll' iJob Truss Truss Type Qty Ply 153107 / METRO DEW Sanford Housing / Bc 153107 HR03 ROOF TRUSS 1 1 1 ; Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 1$ 8 3-11-5 1-8-8 3-11-5 Scale = 1:9.5j 2.83 F12 C I w r .r i I B /J E T1 Bi 3x3 = I 3-11-5 3-11-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.01 B-D >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(TQ -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 15lb LUMBER 5) "Fix heels only" Member end fixity model was used TOP CHORD 2 X 4 SYP No.3 in the analysis and design of this truss. BOT CHORD 2 X 4 SYP No.3 6) In the LOAD CASE(S) section, loads applied to the i face of the truss are noted as front (F) or back (B). BRACING 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. Sheathed or 3-11-5 oc purlins. 8) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering Rigid ceiling directly applied or 10-0-0 oc bracing, responsibility solely for the truss component design shown. REACTIONS (lb/size) 9) NOTE: Trusses are designed for an Enclosed C = 39/Mechanical building condition as per building designer, B = 192/0-11-5 assuming doors and windows are protected from D = 24/0-3-8 windbome debris impact as per Fla. Bldg. Code Max Horz 1606.1.4 B = 38(load case 3) Max Uplift LOAD CASE(S) C =-10(load case 4) Standard B =-130(load case 3) 1) Regular: Lumber Increase=1.25, Plate Max Grav Increase=1.25 C = 39(load case 1) Uniform Loads (plf) B = 192(load case 1) Vert: A-E=-60 D = 58(load case 2) Trapezoidal Loads (plf) Vert: E=-O(F=30, 13=30}to-C=-59(17=0, B=0), FORCES (lb) B=-2(F=9, B=9)-to-D=-20(F=O, B=0) Maximum Compression/Maximum Tension TOP CHORD A-E = 0/18 B-E = 0/18 j B-C = -19/5 BOT CHORD B-D = 0/0 NOTES (7-9) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior 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) Refer to girder(s) for truss to truss connections. _ 1 4) Provide mechanical connection (by others) of truss to I bearing plate capable of withstanding 10 lb uplift at joint IQBAL H.A. GAGAN P.E. # 25389 C and 130 lb uplift at joint B. - -- — — ------- -- 8850 Trusswa,.Vr �ouievard — QrlanrlII_t -a�RA MAR 14 ZO i russ i ype Uty ; Ply 53107 / METRO DEV/ Sanford Housing 53107 JJ01 ROOF TRUSS 1 1 5.100 a Sep 17 2004 MiTek Industries, Inc. 1&d Oct 26 17:00:32 1-M LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.00 B >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/AN5195 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = -20/Mechanical B = 161/0-4-0 D = 10/Mechanical Max Horz B = 36(load case 4) Max Uplift C = -20(load case 1) B = -128(load case 4) D = -9(load case 4) Max Grav C = 29(load case 4) B = 161(load case 1) D = 19(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -27/19 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; 8CDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint C, 128 lb uplift at joint B and 9 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1A LOAD CASE(S) Standard Scale = 1:4.E PLATES GRIP MT20 244/190 Weight: 5 lb IQBAL H.A. GAGAN, P.E. 9 25389 8850 Trussway Boulevard Orlando FL MAR 1/1ZM Job Truss Truss Type - (Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J03 ROOF TRUSS 11 1 Job Reference (optional) Trussway, Orlando, FI _I 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 1-2-8 3-0-0 C 1-2-8 3-0-0 21 ,�7 4.00 F12 i B T1 A 81 -� 3x3 = D 3-M 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 11 lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.3 to bearing plate capable of withstanding 27 lb uplift at BOT CHORD 2 X 4 SYP No.3 joint C, 147 lb uplift at joint B and 28 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 3-0-0 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing, acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. C = 63/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 214/0-4-0 building condition as per building designer, D = 28/Mechanical assuming doors and windows are protected from Max Horz windborne debris impact as per Fla. Bldg, Code B = 61(load case 4) 1606.1.4 Max Uplift C =-27(load case 4) LOAD CASE(S) B =-147(load case 4) Standard D =-28(load case 4) Max Grav C = 63(load case 1) B = 214(load case 1) D = 55(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -35/16 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left 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. IQBAL H.A. GAG P.E. 0 5389 2) This truss has been designed for a 10.0 psf bottom 8850 Trusswayy boulevard chord live load nonconcurrent with any other live loads. Orlando, FL. 32824 3) Refer to girder(s) for truss to truss connections. MAR 14 7006 Job Truss Truss Type _ Oly Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 1J05 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 ' -1-2-8 5-0-0 1-2-8 5-M 10.7 4.00 12 T B 131 D 3x3 = 5-0-0 5-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.10 B-D >564 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0,31 Vert(TL) 0.09 B-D >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 17lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 68 lb uplift at BOT CHORD 2 X 4 SYP No.2 joint C, 183 lb uplift at joint B and 47 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 5-0-0 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing. acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. C = 131/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 285/0-4-0 building condition as per building designer, D = 48/Mechanical assuming doors and windows are protected from Max Horz windborne debris impact as per Fla. Bldg. Code B = 86(load case 4) 1606.1A Max Uplift C =-68(load case 4) LOAD CASE(S) B =-183(load case 4) Standard D =-47(load case 4) Max Grav C = 131(load case 1) B = 285(load case 1) D = 95(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -51/34 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left 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 i chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. IQBAL H.A. GAGAN P.E. # 25389 RR ;n Trusswav boulevaud Orlando, Ft_. 32824 MAR 14 youb Job i truss Truss Type foty Pry 53107 / METRO DEV/ Sanford Housing / BC 153107 J07 I ROOF TRUSS 1 1 i : Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17.00:33 2005 Page 1 -1-2-8 7-0-0 1-2-8 7-0-0 _ I C2�B�D Sc -1: i5 '1 4.00 j 12 2x3 I i 1 u� // T1 � `l � I ��-- 1 _ F E 2x3 11 3x3 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP�� TCLL 20.0 i Plates Increase 1.25 TC 0.48 Vert(LL) 0.29 E-F >273 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0A4 Vert(TL) 0.24 E-F >327 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.01 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 i (Matrix) i Weight: 25lb LUMBER NOTES (6-8) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-98; 120mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp WEBS 2 X 4 SYP No.3 B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left BRACING exposed; Lumber DOL=1.33 plate grip DOL=1.33. TOP CHORD This truss is designed for C-C for members and forces Sheathed or 6-0-0 oc purlins. , and for MWFRS for reactions specified. BOT CHORD 2) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 3) Refer to girder(s) for truss to truss connections. D = 154/Mechanical 4) Provide mechanical connection (by others) of truss B = 367/0-8-0 to bearing plate capable of withstanding 92 lb uplift at E = 99/Mechanical joint D, 230 lb uplift at joint B and 73 lb uplift at joint E. Max Horz 5) "Fix heels only" Member end fixity model was used B = 112(load case 4) in the analysis and design of this truss. Max Uplift 6) NOTE: Refer to yellow bracing and/or T-1 sheet for D =-92(load case 4) more information. B =-230(load case 4) 7) NOTE: The seal on this drawing indicates E _-73(load case 4) acceptance of professional engineering Max Grav responsibility solely for the truss component design D = 154(load case 1) shown. B = 367(load case 1) 8) NOTE: Trusses are designed for an Enclosed E = 112(load case 2) building condition as per building designer, assuming doors and windows are protected from FORCES (lb) windborne debris impact as per Fla. Bldg. Code Maximum Compression/Maximum Tension 1606.1.4 TOP CHORD A-B = 0/22 B-C = -61/0 LOAD CASE(S) C-D = -59/42 Standard BOT CHORD B-F = 0/0 E-F = 0/0 WEBS C-F = -71/43 i IQBAL H.A. GAGAN P.E. # 25389 8350 Trussvvav boulevard MAR 1 �'r 2006 Job —(Truss rTrussType Oty IPir 53107 / METRO DEV/ Sanford Housing / Bc 53107 J210 ;ROOF TRUSS 1 1 ! ! i � :Job Reference o tional Trussway, Orlando, FI 6.40- a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:34 2005 Page 1 -1-2-8 2-10-8 C 1-2-8 2-10-8 4.0011 2 42 / i e i T7 B1 D 2-10-8 2-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES i WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) ( Weight: 11 lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.3 to bearing plate capable of withstanding 23 lb uplift at BOT CHORD 2 X 4 SYP No.3 joint C and 118 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 2-10-8 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing. acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. C = 46/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 220/0-8-0 building condition as per building designer, D = 25/Mechanical assuming doors and windows are protected from Max Horz windbome debris impact as per Fla. Bldg. Code B = 59(load case 4) 1606.1.4 Max Uplift C =-23(load case 5) LOAD CASE(S) B =-118(load case 4) Standard Max Grav C = 46(load case 1) B = 220(load case 1) D = 50(load case 2) 1 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-8 = 0/22 B-C = -37/11 BOT CHORD B-D = O/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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 •\i chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. IQBAL N.A. GAGAN P.E. # 25389 Orlando, FL. 32824 MAR 1 n r195 Job iTruss Truss Type Qty Ply 153107 / METRO DEV/ Sanford Housing / Bc 1 53107 J210A ROOF TRUSS 1 j 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:34 2005 Page 1 2-10-8 B i 2-10-8 1 I ,, Scale = 1:7.01 2-10-8 LOADING (psf) I SPACING 2-0 0 CSI I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 A-C >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 A-C >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code FBC2001/ANSI95 ( (Matrix) Weight: 9lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.3 to bearing plate capable of withstanding 15 lb uplift at BOT CHORD 2 X 4 SYP No.3 joint A and 42 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 2-10-8 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing. acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. A = 99/0-8-0 8) NOTE: Trusses are designed for an Enclosed B = 74/Mechanical building condition as per building designer, C = 25/Mechanical assuming doors and windows are protected from Max Horz windborne debris impact as per Fla. Bldg. Code A = 37(load case 4) 1606.1.4 Max Uplift A = 15(load case 4) LOAD CASE(S) B =-42(load case 4) Standard Max Grav A = 99(load case 1) B = 74(load case 1) C = 50(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -28/22 BOT CHORD A-C = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Refer to girder(s) for truss to truss connections. L H.A. CAGAN P.E. # i503ri1�ClP Yi Orlanc30, .32824 MAR 14 NTu JOD 1fuss I truss type uty Iray 153107 / METRO DEW Sanford Housing 53107 R01 ; ROOF TRUSS 1 1 1 J !i�, 0 6.100 s Sep 17 2004 11-2-§ 5-5-12 7-0-0, 11-8-15 16-7-9 21-4-7 26-3-2 31-0-0 32-64 38-M 39-2-8 1-2-8 5-5-12 1-6-4 4-8-15 4-10-10 4-8-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2-8 Scale = 1:67.7 2x4 11 4.00 F12 6x7 = 3x7 = 3x10 MI120H 2x4 D E F G 3x9 = 3x6 = 3x5 = 6x7 H I J K 2x4 46 = V U T S R Q P O 4x7 = 4x5 = 4x5 = 5x6 = 6x12 = 6x8 = 5x6 = 4x5 = 4x5 = 7-0-0 11-8-15 16-7-9 1616-0 21-4-7 26-3-2 31-" 38-0-0 7-M 4-8-15 4-10-10 0-0-7 4-8-7 4-10-10 4-8-15 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.17 O-P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.26 O-P >967 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 M n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 210lb LUMBER TOP CHORD 2 X 4 SYP No.1 'Except* T1 2 X 4 SYP No.2, T1 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 1 Row at midpt E-S, H-S, J-R REACTIONS (lb/size) S = 414610-4-0 M = 1438/0-8-0 B = 906/0-3-0 Max Horz B = -52(load case 6) Max Uplift S = -1730(load case 3) M = -681(load case 4) B = -453(load case 3) Max Grav S = 4146(load case 1) M = 1447(load case 8) B = 918(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2013/804 C-D =-1816/753 D-E =-448/190 E-F =-1130/2819 F-G =-113012819 G-H =-1130/2819 H-1 =-930/429 1-J =-930/429 J-K =-3004/1276 K-L =-3341/1396 L-M =-3506/1433 M-N = 0/26 BOT CHORD B-V =-735/1862 BOT CHORD U-V =-616/1636 T-U =-116/448 S-T =-116/448 Q-R =-1161/300 P-Q =-1161/3004 O-P = 41191/309 M-0 =-1285/3262 R-S = 2322/930 WEBS C-V =-261/148 D-V =-358/888 D-U =-1346/555 E-U =-269/821 E-S =-3539/1457 G-S =-670/335 H-S =-4092/1712 H-R =-442/1189 J-R =-2311/936 J-P =-61/371 K-P =-120/83 K-0 =-328/823 L-0 =-181/116 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; porch 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) All plates are MT20 plates unless otherwise indicated. 6) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1730 lb uplift at joint S, 681 lb uplift at joint M and 453 lb uplift at joint B. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5131b down and 1441b up at 31-0-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The designtselection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 13) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20 , R-V=-44(F=-24), O-R=-44(F=-24), M-O=-20 Concentrated Loads (lb) Vert: V=-513(F) 0=-513(F) V�-� L H.A. G.AGAtd, P.E. # 25389 riando, FL. 32824 MAR 14 Z006 Job Truss Truss Type oty Ply 53107 / METRO DEW Sanford Housing / Bc 53107 R01A iROOF TRUSS 1 2 Job Reference (optional ~Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:48 2005 P q un h N 6 1? 2-8 7-0-0 11 8-14 16-7-9 21 4-7 26-3-2 31-0-0 + 38-0-0 39-2-8 1-2-8 7-M 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0 1-2-8 Scale = 1:67.7 4.00 12 6x7 = 3x5 = 3x5 = 3x6 = 2x4 II 3x6 = C D E F G H 6x7 = Ic; 0 5x7 = S R Q P O N M L 46 = 2x4 11 5x12 M1120H = 4x9 = 46 = 20 11 4x6 = 6x6 = 5x12 M1120H = 7-0-0 11-8-14 16-7-9 21-4-7 26-3-2 31-0-0 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.65 O-P >691 240 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.29 O-P >348 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-8-12 oc bracing: P-R 8-11-11 oc bracing: O-P. REACTIONS (lb/size) B = 347210-8-0 J = 2616/0-8-0 Max Horz B = 52(load case 5) Max Uplift B = -939(load case 3) J = -700(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-9584/2413 C-D = -13049/3383 D-E =-15298/3957 E-F = -13160/3359 F-G =-13160/3359 G-H = -13160/3359 H-1 =-10250/2600 I-J = -6985/1695 J-K = 0/26 BOT CHORD B-S = -2237/8995 R-S =-223218951 Q-R = -3309/13049 P-0 =-3309/13049 O-P = -3882/15298 N-0 =-2493/10250 M-N = -2493/10250 L-M =-1520/6526 J-L = -1517/6536 WEBS C-S = -66/687 C-R =-1218/4620 D-R = -1747/627 D-P =-656/2530 E-P = -148/626 E-O =-2424/675 G-O = -259/121 WEBS H-O =-862/3262 H-M =-1699/518 I-M =-1095/4204 I-L = 0/256 NOTES (13-15) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 1 Od Common(. 1 48"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 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise 7 PLATES GRIP MT20 244/190 M1120H 187/143 Weight: 409 lb 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 lb uplift at joint B and 700 lb uplift at joint J. 10) Girder carries hip end with 7-0-0 end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 13) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 15) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, C-E=-125(F=-65), E-I=-60, I-K=-60, B-S=-20, P-S=-42(F=-22), J-P=-20 Concentrated Loads (lb) Vert: S=-513(F) P=-1564(F) P.E. # Truss r531 Truss TypeOty Ply 53107 /METRO DEV/ Sanford Housing / Bc 07 R02 j ROOF TRUSS 1 1 L Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:49 2005 Page 1 11-2-§ 5-3-2 9-0-0 15-4-3 22.7-13 29-M 32-8-14 38.0-0 39-2-8 j 1-2-8 5-3-2 3-8-14 6-4-3 7-3-10 6-4-3 3-8-14 5-3-2 1-2-8 Scale = 1:68.0 3x5 = 4.00 12 6x6 = 3x6 = 4x9 = 6x6 = D E F G H 2x4 2x4 C5 W `W3 1-- - W4 I 6 B /'I / // y/ / // W J o Ln K .- r4A '7 o 4x5 = Q P 0 N M d L 45 = 4x9 = 3x6 = 5x5 = 2x4 // 3x6 = 4x9 9-0-0 16-7-9 16f-0 21-4- 1 29-0-0 38-0-0 9-0-0 7-7-9 0-0-7 4-8-0 7-8-0 I i 9-M Plate Offsets X Y : D:0-2-7 Ed a H:0-2-7 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.29 B-Q >691 240 MT20 244/190 TCDL 10.0 BCLL 0.0 Lumber Increase 1.25 Rep Stress Incr YES BC 0.65 WB 0.85 Vert(TL) -0.23 B-Q >864 Horz(TL) 0.03 J n/a 180 n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 178lb LUMBER 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD 2 X 4 SYP No.2 BOT CHORD more information. BOT CHORD 2 X 4 SYP No.2 B-Q =-774/806 P-0 =-683/345 8) NOTE: The seal on this drawing indicates WEBS 2 X 4 SYP No.3 O-P =-683/345 N-0 = 0/573 acceptance of professional engineering M-N = 0/527 L-M = 0/527 responsibility solely for the truss component design BRACING J-L =-255/1375 shown, TOP CHORD WEBS 9) NOTE: Trusses are designed for an Enclosed Sheathed or 4-11-0 oc pudins. C-Q =-444/302 D-Q =-116/42 building condition as per building designer, BOT CHORD E-Q =-927/1129 E-0 =-1020/737 assuming doors and windows are protected from Rigid ceiling directly applied or 6-0-0 oc bracing. H-L = 0/195 1-L =-376/207 windborne debris impact as per Fla. Bldg. Code WEBS G-N = 0/245 G-L =-182/599 1606.1.4 1 Row at midpt G-O G-O =-1762/561 LOAD CASE(S) REACTIONS (lb/size) NOTES (7-9) Standard B = 536/0-3-0 1) Unbalanced roof live loads have been considered 0 = 1868/0-3-8 for this design. J = 771/0-8-0 2) Wind: ASCE 7-98; 120mph (3-second gust); Max Horz h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B = 59(load case 6) B; enclosed; MWFRS interior zone and C-C Interior(1) Max Uplift zone; cantilever left and right exposed ; porch left B =-393(load case 4) exposed; Lumber DOL=1.33 plate grip DOL=1.33. 0 =-697(load case 4) This truss is designed for C-C for members and forces J =-218(load case 5) and for MWFRS for reactions specified. Max Grav 3) Provide adequate drainage to prevent water B = 560(load case 8) ponding. i 0 = 1868(load case 1) 4) This truss has been designed for a 10.0 psf bottom J = 790(load case 9) chord live load nonconcurrent with any other live loads. FORCES (lb) 5) Provide mechanical connection (by others) of truss Maximum Compression/Maximum Tension to bearing plate capable of withstanding 393 lb uplift TOP CHORD at joint B, 697 lb uplift at joint 0 and 218 lb uplift at A-B = 0/22 B-C =-8841894 joint J. C-D =-474/685 D-E =-4081662 6) "Fix heels only" Member end fixity model was used E-F =-472/1089 F-G =-472/1089 in the analysis and design of this truss. G-H =-1030/237 H-1 =-1138/225 I-J =-1495/364 J-K = 0/22 BOT CHORD B-Q =-774/806 P-Q =-683/345 O-P =-683/345 N-O = 0/573 M-N = 0/527 L-M = 0/527 L''\ I J-L =-255/1375 IQBAL H.A. GAGA P.E. # 25389 boulevard 8850 Truss�vay ---- ------------ -_-- -- Orinodn__FL- _32824 _ mp1rn06 JDD I rU55 i cuss i ype ❑tY ; my153107 / METRO DEV/ Sanford Housing 53107 1 R02A ROOF TRUSS 6.100 s Sep :46:49 2005 11-2-8 5-3-2 9-0-0 a 15-4-3 22-7-13 29-0-0 32-8-14 38-0-0 1-2-8 5-3-2 3-8-14 6-4-3 7-3-10 6-4-3 3-8-14 5-3-2 Scale = 1:67.9 4.00112 3x5 = 6x6 = 3x10 M1120H = 49 = 6x6 = 47 = P 0 N M L K 47 = 49 = 5x12 M1120H WB = 5x12 M1120H WB = 49 3x5 = 2x4 // 9-0-0 16-8-0 21-4-0 29-0-0 38-0-0 9-0-0 7-8-0 4-8-0 7-8-0 9-0-0 I� 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 1.03 N-P >437 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.84 M-N >535 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) -0.25 J n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 176lb LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T2 2 X 4 SYP No.1, T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 'Except" B22X4SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-7-5 oc bracing. WEBS 1 Row at midpt E-P, G-K REACTIONS (lb/size) J = 1500/0-8-0 B = 1583/0-3-0 Max Horz B = 65(load case 6) Max Uplift J = -890(load case 5) B = -959(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3957/3583 C-D =-3622/3438 D-E _-3351/3236 E-F =-4581/4388 F-G =-4581/4388 G-H =-3306/3201 H-1 =-3573/3401 I-J =-3856/3506 BOT CHORD B-P =-3346/3704 O-P =-4162/4534 N-O =-4162/4534 M-N =-4253/4574 L-M =-4156/4524 K-L =-4156/4524 J-K =-3262/3594 WEBS C-P =-345/214 D-P =-937/882 E-P =-1404/1166 E-N =-239/245 H-K =-9261865 WEBS I-K =-276/176 G-M =-244/252 G-K =-1441/1196 G-N = -81/95 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces , and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint J and 959 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard A 3A111, P.E. # 2538 [Job Truss Truss Type �Qty Pry 153107 / METRO DEV/ Sanford Housing / Bc 53107 R03 ROOF TRUSS 1 1 Job Reference (optional) I Trussway, Orlando, FI _i 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Page 1 i 11-2-8 5-0-6 11-0-0 19-0-0 27-0-0 I 32-11-10 38-0-0 39-2-8 — --7—� 1-2-8 5-0-6 5-11-10 8-0-0 8-0-0 5-11-10 5-0-6 1-2-8 Scale = 1:68.0 I 4.00 12 6x7 = 3x5 = 3x6 = 6x7 = D E F G 1 2x4 W3 , J 2x4 War W1 W i \:\W3 H ' 4 ' W J , � 4x5 = P o O N M L K 45 = 3x5 = 3x6 5x5 = 3x5 = 3x6 = 3x5 = 7-5-5 16-8-0 21-4-0 30-6-11 38-M 7-5-5 9-2-11 4-8-0 9-2-11 7-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.34 N-P >587 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.27 N-P >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 174 lb LUMBER j TOP CHORD 2 X 4 SYP No.2 *Except* BOT CHORD LOAD CASE(S) T2 2 X 4 SYP No.1 B-P =-765/794 O-P =-241/41 Standard BOT CHORD 2 X 4 SYP No.2 N-O =-241/41 M-N =-460/434 WEBS 2 X 4 SYP No.3 L-M = 0/644 K-L = 0/644 I-K =-205/1388 BRACING WEBS TOP CHORD C-P =-479/299 D-P =-710/639 j Sheathed or 4-10-1 oc purlins. D-N =-12381879 E-N =-1374/528 BOT CHORD E-M =-83/660 G-M =-778/374 j Rigid ceiling directly applied or 6-0-0 oc bracing. G-K =-74/608 H-K =-425/265 j WEBS 1 Row at midpt D-N NOTES (7-9) 1) Unbalanced roof live loads have been considered REACTIONS (lb/size) for this design. B = 474/0-3-0 2) Wind: ASCE 7-98; 120mph (3-second gust); N = 1979/0-4-0 h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp 1 = 723/0-8-0 B; enclosed; MWFRS interior zone and C-C Interior(1) Max Horz zone; cantilever left and right exposed ; porch left B =-68(load case 7) exposed; Lumber DOL=1.33 plate grip DOL=1.33. Max Uplift This truss is designed for C-C for members and forces B =-376(load case 6) , and for MWFRS for reactions specified. N =-727(load case 4) 3) Provide adequate drainage to prevent water 1 =-201(load case 5) ponding. Max Grav 4) This truss has been designed for a 10.0 psf bottom B = 518(load case 8) chord live load nonconcurrent with any other live j N = 1979(load case 1) loads. I - 758(load case 9) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift FORCES (lb) at joint B, 727 lb uplift at joint N and 201 lb uplift at Maximum Compression/Maximum Tension joint 1. TOP CHORD 6) "Fix heels only" Member end fixity model was used A-B = 0/22 B-C =-865/884 in the analysis and design of this truss. C-D =-484/715 D-E _-521/1192 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F =-195/108 F-G =-1951108 more information. G-H =-1158/155 H-I =-1512/293 8) NOTE: The seal on this drawing indicates j I-J = 0/22 acceptance of professional engineering BOT CHORD responsibility solely for the truss component design B-P =-7651794 O-P =-241/41 shown. N-O =-241/41 M-N =-460/434 9) NOTE: Trusses are designed for an Enclosed L-M = 0/644 K-L = 0/644 building condition as per building designer, I-K =-20511388 assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GAGAN P.E. # 25389 �� - vucvm as C3riando, .32824 53107 1 RO3A I ROOF TRUSS 1 i 1 U, 6 6.100 s Sep 17 -1-2-e 5-0-6 11-0-0 19-0-0 21-4-4 27-M 32-11-10 38-0-0 1-2-8 5-0-6 5-11-10 8-0-0 2-4-4 5-7-13 5-11-10 5-0-6 4.00 F12 6x7 n 3x5 = 3x6 = 6x7 = E F G W Scale = 1:67.8 47 — O N M L K J 47 = 3x5 = 3x10 M1120H = 3x5 = 3x5 = 3x5 = 3x10 M1120H = 7-5-5 _ T 14-0-0 -_� 16-M r 21-4-0 T 24-M 30-6-11 38-0-0 7-5-5 6-6-11 2-8-0 4-8-0 2-8-0 6-6-11 7-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.36 L-M >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.73 M-O >617 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.18 1 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 'Except* T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing REACTIONS (lb/size) 1 = 1491/0-8-0 B = 1588/0-8-0 Max Horz B = 74(load case 6) Max Uplift I =-323(load case 5) B =-402(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3904/1222 C-D =-3616/1099 D-E _-3699/1241 E-F =-3701/1244 F-G =-3701/1244 G-H =-3639/1136 H-1 =-3927/1271 BOT CHORD B-0 =-1105/3633 N-0 =-893/3034 M-N =-893/3034 L-M =-1200/3885 K-L =-907/3043 J-K =-907/3043 1-J =-1157/3667 WEBS C-0 =-324/226 D-O =-351544 D-M =-225/902 E-M =-421/221 E-L =-419/217 G-L =-212/896 G-J =-60/550 H-J =-337/247 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint I and 402 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 M1120H 187/143 Weight: 172 lb M qR f. 7nt'1 i�55 1ti55 type Qty IPly 153107 / METRO DEV/ Sanford Housing / Bc 153107 R04 ;ROOFTRUSS 1 1 L Job Reference (optional) Trussway, Orlando, FI 6.160 a Sep 17 2004 MiTek Industries, Inc. Thu Od 27 08 46:51 2005 Page 1 1-2-8 5-7-1 13-" 19-" 25-0-0 32 4-15 38-0-0 39-2- 1-2-8 5-7-1 7-4-15 6-0-0 6-0-0 7-4-15 5-7-1 1-2-8 Scale = 1:68.0 6x7 = 4.00 12 3x5 = 6x7 = D E F i I \ \ 2X4 \ �\ 2x4 Wes/ V�/2 W�4/ 3 C i i/ G Ih d 4' . 45 = O 0 N M L K J 4x5 = 3x5 = 3x6 = 6x6 = 3x5 = 6x6 = 3x6 = I 7-4-13 15-1-9 15�-3 22-9-13 30-7-3 38-M 7-4-13 7-8-12 0-0-10 7-7-9 7-9-6 7-4-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,72 Vert(LL) 0.19 M-0 >974 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) 0.16 M-0 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0,86 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code FBC20011ANSI95 (Matrix) Weight: 178 lb LUMBER TOP CHORD 2 X 4 SYP No.2 WEBS BOT CHORD 2 X 4 SYP No.2 F-L =-492/270 F-J =-199/772 WEBS 2 X 4 SYP No.3 G-J =-472/294 BRACING I NOTES (7-9) TOP CHORD 1) Unbalanced roof live loads have been considered Sheathed or 3-11-15 oc purlins. for this design. BOT CHORD 2) Wind: ASCE 7-98; 120mph (3-second gust); Rigid ceiling directly applied or 6-0-0 oc bracing. h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) REACTIONS (lb/size) zone; cantilever left and right exposed ; porch left B = 340/0-3-0 exposed; Lumber DOL=1.33 plate grip DOL=1.33. M = 2072/0-3-8 This truss is designed for C-C for members and forces H = 764/0-8-0 and for MWFRS for reactions specified. Max Horz 3) Provide adequate drainage to prevent water B =-78(load case 7) ponding. Max Uplift 4) This truss has been designed for a 10.0 psf bottom B =-329(load case 6) chord live load nonconcurrent with any other live M =-721(load case 4) loads. H =-211(load case 5) 5) Provide mechanical connection (by others) of truss Max Grav to bearing plate capable of withstanding 329 lb uplift B = 409(load case 8) at joint B, 721 lb uplift at joint M and 211 lb uplift at M = 2072(load case 1) joint H. H = 808(load case 9) 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 8) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-519/601 acceptance of professional engineering C-D =-184/470 D-E =-521/1200 responsibility solely for the truss component design E-F =-386/34 F-G =-13361226 shown. G-H =-1645/335 H-1 = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, I B-O =-497/470 N-O =-766/449 assuming doors and windows are protected from M-N =-766/449 L-M =-2861376 windborne debris impact as per Fla. Bldg. Code K-L = 0/583 J-K = 0/583 1606.1.4 H-J =-243/1526 j WEBS n LOAD CASE(S) v C-0 =-523/329 D-O =-898/839 Standard D-M =-970/660 E-M =-1390/560 E-L 1 Q 3 A L H, A. Gr GA # 25389 =-185/791 8850 Tra Bras t3ou.evard Orland©, FL. 32324 1 1Job Truss Truss Type �Qri Ply 1153107 / METRO DEV/ Sanford Housing / Bc I 153107 R04A ;ROOF TRUSS 11 1 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46.51 2005 Page 1 1-2-§ 5-7-1 13 0-0 19-0 0 a 25 0 0 32-4-15 38-M 1-2-8 5-7-1 7-4-15 6-M 6-0-0 7-4-15 5-7-1 Scale = 1:67.8I 6x7 = 3x5 = 6x7 = 4.00112 D E F 2x4 .:- y \`Wl \W3 2x4 C W3 :uN2 Wj�i W G :W4 / vlle Ln A B i/ \ 82 \\/ , H 1� A o d 4x7 = N M L K J I 4x7 = 3x5 = 3x6 = 3x5 = 3x5 = 3x5 = 3x6 = I I 1 7-4-13 15-2-3 1 22-9-13 30-7-3 i 38-0-0 7-4-13 7-9-8 7-7-10 7-9-6 7-4-13 Plate Offsets X Y : B:0-2-2 0-0-2 H:0-2-2 0-0-2 LOADING (psf) I SPACING 2-0-0 I CSI DEFL in (loc) I/deft Ud j PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.30 K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.57 K-L >786 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 176 lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP SS -Except` 1) Unbalanced roof live loads have been considered T2 2 X 4 SYP No.2 for this design. BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS interior 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 Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 5-10-2 oc bracing. 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom H = 1491/0-8-0 chord live load nonconcurrent with any other live i B = 158810-8-0 loads. Max Horz 5) Provide mechanical connection (by others) of truss B = 84(load case 6) to bearing plate capable of withstanding 316 lb uplift Max Uplift at joint H and 395 lb uplift at joint B. H =-316(load case 5) 6) "Fix heels only" Member end fixity model was used i B =-395(load case 4) in the analysis and design of this truss. 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 A-B = 0/22 B-C =-3915/1219 responsibility solely for the truss component design C-D =-364111118 D-E _-3034/1013 shown. E-F =-3037/1018 F-G =-3665/1156 9) NOTE: Trusses are designed for an Enclosed G-H =-3944/1264 building condition as per building designer, BOT CHORD assuming doors and windows are protected from B-N =-1103/3659 M-N =-791/2843 windbome debris impact as per Fla. Bldg. Code L-M = -791 /2843 K-L =-949/3228 1606.1.4 J-K =-800/2849 1-1 =-800/2849 H-1 =-1150/3690 LOAD CASE(S) WEBS Standard C-N =-401/265 D-N =-152/684 D-L =-76/519 E-L =-408/187 E-K =-405/181 F-K =-67/516 F-I =-186/706 G-1 =-411/281 IQBAL H.A. GAGAN P.E. # 25389 8850 Tr uss:vr; b061evard Job Truss Truss Type IQty Ply 153107 / METRO DEV/ Sanford Housing / Bc 53107 R05 ROOF TRUSS 1 1 _ '• Job Reference (optional) Trussway, Orlando, FI a _ 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1 i 1-2-� 8-3-7 15-0-0 23-0-0 29-8-9 38-0-0 39 2 8 1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 1-2-8 j Scale = 1:68.0 4.00 12 6x7 = 6x7 zz E F 3x5 3x6 3x6 3x5 D 1 G C H \1N2 W 3 �`., W � W4 J B �y / VJA J IO' o 45 = Q P O N M L K 45 = 2x4 // 3x6 = 3x5 = 5x5 = 2x4 5x5 = 3x6 = 6-11-3 12-10-12 19-0-0 24-7-7 31-0-13 38-M 6-11-3 5-11-9 6-1-4 5-7-7 6-5-6 6-11-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.15 B-Q >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 j Vert(TL) -0.17 I-K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 178lb LUMBER TOP CHORD 2 X 4 SYP No.2 WEBS BOT CHORD 2 X 4 SYP No.2 E-N =-251/967 F-N =-828/351 WEBS 2 X 4 SYP No.3 F-L =-109/530 H-L =-809/333 H-K = 0/325 BRACING � TOP CHORD NOTES (7-9) Sheathed or 3-11-6 oc pudins. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp REACTIONS (lb/size) B; enclosed; MWFRS interior zone and C-C Interior(1) B = 276/0-3-0 zone; cantilever left and right exposed ; porch left P = 2018/0-5-11 exposed; Lumber DOL=1.33 plate grip DOL=1.33. 1 = 882/0-8-0 This truss is designed for C-C for members and forces Max Horz , and for MWFRS for reactions specified. B =-87(load case 7) 3) Provide adequate drainage to prevent water Max Uplift ponding. B =-298(load case 6) 4) This truss has been designed for a 10.0 psf bottom P =-650(load case 4) chord live load nonconcurrent with any other live I =-245(load case 5) loads. Max Grav 5) Provide mechanical connection (by others) of truss B = 357(load case 8) to bearing plate capable of withstanding 298 lb uplift P = 2018(load case 1) at joint B, 650 lb uplift at joint P and 245 lb uplift at 1 = 911(load case 9) joint 1. 6) "Fix heels only" Member end fixity model was used FORCES (lb) in the analysis and design of this truss. Maximum Compression/Maximum Tension 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. i A-B = 0/22 B-C =-1501442 8) NOTE: The seal on this drawing indicates C-D =-436/1006 D-E = 423/1108 acceptance of professional engineering E-F =-168/23 F-G =-867/202 responsibility solely for the truss component design G-H =-9471185 H-1 =-1783/357 shown. 1-J = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, B-Q =-389/75 P-Q =-469/43 assuming doors and windows are protected from O-P =-542/439 N-0 =-542/439 windborne debris impact as per Fla. Bldg. Code M-N = 0/660 L-M = 0/660 1606.1.4 =-261/1529 I-K =-230/1615 WEBS LOAD CASE(S) � C-Q =-348/336 C-P =-876/762 J Standard L/ E-P = -1557/588 IQ3A! N.A. GAGANd P.E. 4 25319'' 8850 Trust:°uvar Soul<evard --- — -- — - — - -- ---- -- ---- Orlando, F =- 24------, �> ( 7 'Jong. 1.ti:\ uv lJob Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / b—c--7 �53107 I R05A ROOF TRUSS 1 J Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Pag e 1 31-2-8 8-3-7 15-M 23-M 29-8-9 38-0-0 1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 Scale= 1:67.91 4.00,11-2 6x7 2x4 11 6x7 z:: E F G 3X5 3x6 T.11 3x6 zz� 3x5 At� /x', H c q 1 W2// 3 Ul W4 \1,5 B (14 TA 6 4x7 = Q 4x7 P 0 N M L K 2x4 3x6 = 4x9 = 3x5 = 2x4 3x5 = 3x6 6-11-3 13-1-9 134.9 1 M-0 1 24-7-7 244110-7 31-0-13 38-0-0 6-11-3 6-2-7 0-3-0 5-7-7 5-7-7 0-3-0 6-2-7 6-11-3 Plate Offsets (X,Y): 18:0-2-2,0-0-21, [J:0-1-14,0-0-2] LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.54 L-N >834 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 183 lb 1LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP No.2 *Except* 1) Unbalanced roof live loads have been considered T4 2 X 4 SYP No.1 for this design. BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(l) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 6-0-14 oc bracing. 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom B = 1588/0-8-0 chord live load nonconcurrent with any other live 1 = 1491/0-8-0 loads. Max Horz 5) Provide mechanical connection (by others) of truss B = 93(load case 6) to bearing plate capable of withstanding 387 lb uplift Max Uplift at joint 8 and 308 lb uplift at joint J. B =-387(load case 4) 6) "Fix heels only" Member end fixity model was used J =-308(load case 5) in the analysis and design of this truss. 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 A-B = 0/22 B-C = -3805/1094 responsibility solely for the truss component design C-D = -3016/937 D-E = -2937/954 shown. E-F = -2789/961 F-G = -2789/961 9) NOTE: Trusses are designed for an Enclosed G-H = -2942/962 H-1 = -3021/945 building condition as per building designer, I-i = -3830/1133 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-Q = -961/3522 P-Q = -994/3441 1606.1.4 O-P = -691/2631 N-0 = -691/2631 M-N = -695/2633 L-M = -695/2633 LOAD CASE(S) K-L = -1026/3462 J-K = -1000/3547 Standard WEBS C-Q = 0/316 C-P = -757/313 E-P = -95/510 E-N = -95/400 G-N = -92/397 G-L = -105/516 I-L = -776/341 I-K = 0/319 F-N = -288/182 IQSAI- H.A. G;`:QAJI , 6.E. 4 25389 8860 TrLISTTJZV Evflevarcl Orlando, FL. 32824 MAVD 7 JI. 10111i Job Truss T Truss Type Qty Ply 53107 /METRO DEV/ Sanford Housing / Bc 53107 R06 ROOF TRUSS ;1 1 Job Reference (optional)j Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1 -1-2-$ 5-1-6 { 11-4-0 17-M 21-0-0 } 26-8-0 32-10-10 38-0-0 39-2-8 1.2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8 Scale = 1:68.01 4.00 j 12 6x7 = 6x7 zz F G 2x4 11 , . 2x4 ! I I 3x6 ; 3x5 G T,, j H 3x6 1 W1 \ W2 3x5 D� I C3 W4 B J W4 m A \ '���K Ri o 4x5 = S bY d R Q P O N M 4x5 = 2x4 II 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 II 5-1-6 11-1-9 19-0 -0 + 26-10-7 32-5-3 --T 38-0-0 5-1-6 6-0-3 7-10-7 7-10-7 5-6-13 5-6-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.10 M-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.21 N-P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 K n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 193lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD LOAD CASE(S) BOT CHORD 2 X 4 SYP No.2 K-M =-429/2072 Standard WEBS 2 X 4 SYP No.3 WEBS C-S =-237/213 C-R =-7441727 BRACING E-R =-422/267 F-R =-1683/522 TOP CHORD F-P =-141/682 G-P =-511/245 Sheathed or 4-0-11 oc purlins. G-N =-366/1058 H-N =-421/265 BOT CHORD J-N =-606/194 J-M = 0/205 Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS NOTES (7-9) 1 Row at midpt F-R 1) Unbalanced roof live loads have been considered for this design. REACTIONS (lb/size) 2) Wind: ASCE 7-98; 120mph (3-second gust); B = 20110-8-0 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp R = 1948/0-5-11 B; enclosed; MWFRS interior zone and C-C Interior(1) K = 1023/0-8-0 zone; cantilever left and right exposed ; porch left Max Horz exposed; Lumber DOL=1.33 plate grip DOL=1.33. B =-97(load case 7) This truss is designed for C-C for members and forces Max Uplift and for MWFRS for reactions specified. B =-247(load case 6) 3) Provide adequate drainage to prevent water R =-586(load case 4) ponding. K =-272(load case 5) 4) This truss has been designed for a 10.0 psf bottom Max Grav chord live load nonconcurrent with any other live B = 289(load case 8) loads. R = 1948(load case 1) 5) Provide mechanical connection (by others) of truss K = 1023(load case 1) to bearing plate capable of withstanding 247 lb uplift at joint B, 586 lb uplift at joint R and 272 lb uplift at FORCES (lb) joint K. Maximum Compression/Maximum Tension 6) "Fix heels only" Member end fixity model was used TOP CHORD in the analysis and design of this truss. A-B = 0/22 B-C =-131/397 7) NOTE: Refer to yellow bracing and/or T-1 sheet for C-D =-400/912 D-E =-383/982 more information. E-F =-282/923 F-G =-5861196 8) NOTE: The seal on this drawing indicates j G-H =-16631541 H-1 =-1571/427 acceptance of professional engineering I-J =-1625/415 J-K =-2249/544 responsibility solely for the truss component design K-L = 0/22 shown. ' BOT CHORD 9) NOTE: Trusses are designed for an Enclosed B-S =-355/83 R-S =-355/83 building condition as per building designer, Q-R = 0/361 P-Q = 0/361 assuming doors and windows are protected from O-P = 0/755 N-O = 0l755 windborne debris impact as per Fla. Bldg. Code IQBAL H.A. C.A _ , fttl p E 25389 M-N =-429/2072 1606.1.4 8850 Truss% a Uou"evard Orlando, H .32824 Job ;truss ;Truss Type 1 Qty ,Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R06A I ROOF TRUSS 1 1 j I Job Reference (optional) Trussway, Orlando, FI i 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1 1-2-$ 5-1-6 11-4-0 17.0_0 1 21-0-0 I 26-8-0 32-10-10 38-M 1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8 Scale = 1:67.9 4.00112 6x7 = 6x7 = F G 2x4 II 2x4 II i 3x6 E /i \? H 3x6 3x5 = p W j;'\W2 I 3x5 z "1 �\ C / \\ \ 3 J B I K A J/ '' j L �j ` R1 - ?M � 4x7 = S R o Q P O N M 4x7 = 2x4 ! ! 4x9 = 3x6 = 3x5 = 3x6 = 49 = 2x4 r 5-1-6 11-1-9 19-0-0 26-10-7 a 32-5-3 38-0-0 5-1-6 6-0-3 7-10-7 7-10-7 5-6-13 5-6-13 Plate Offsets X Y : B:0-2-2 0-0-2 K:0-2-2 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.27 P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 P-R >800 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TQ 0.16 K n/a n/a BCDL 10.0 Code FBC20011ANS195 (Matrix) Weight: 193 1b LUMBER NOTES (7-9) ) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2 X 4 SYP No.2 for this design. WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BRACING B; enclosed; MWFRS interior zone and C-C Interior(1) TOP CHORD zone; cantilever left and right exposed; Lumber Sheathed or 2-11-10 oc purlins. DOL=1.33 plate grip DOL=1.33. This truss is BOT CHORD designed for C-C for members and forces, and for Rigid ceiling directly applied or 6-5-15 oc bracing. MWFRS for reactions specified. 3) Provide adequate drainage to prevent water REACTIONS (lb/size) ponding. B = 1586/0-8-0 4) This truss has been designed for a 10.0 psi bottom K = 1586/0-8-0 chord live load nonconcurrent with any other live Max Horz loads. B =-97(load case 7) 5) Provide mechanical connection (by others) of truss Max Uplift to bearing plate capable of withstanding 378 lb uplift B =-378(load case 4) at joint B and 378 lb uplift at joint K. K =-378(load case 5) 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. I FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 8) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-3871/1083 acceptance of professional engineering C-D =-3335/981 D-E =-3282/993 responsibility solely for the truss component design E-F =-3375/1108 F-G =-2432/812 shown. G-H =-3375/1108 H-1 =-32821993 9) NOTE: Trusses are designed for an Enclosed I-J =-3335/981 J-K =-3871/1083 building condition as per building designer, K-L = 0/22 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-S =-936/3596 R-S =-936/3596 1606.1.4 Q-R =-545/2402 P-Q =-545/2402 O-P =-545/2402 N-O =-545/2402 LOAD CASE(S) M-N =-936/3596 K-M =-936/3596 Standard WEBS C-S = 0/198 C-R =-529/162 E-R =-424/266 F-R =-350/1033 F-P =-68/244 G-P =-68/244 G-N =-350/1033 H-N =-424/266 �s - J-N =-529/162 J-M = 0/198 iQBAL H.A. G, 1N P.E. # 25389 _ — -- _ -- --- 8850 Truszvvay 6c nlevard _--- VIIA�IiIiJI IJob :Truss I Truss Type otr iPlr 153107 / METRO DEV/ Sanford Housing / Bc j53107 R07 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:41 2005 Page 1 71-2-8 5-9-3 13-4-2 19-0-0 24-7-14 32-2-13 38-0-0 39-2- 1-2-8 5-9-3 7-6-15 5-7-14 5-7-14 7-0-15 5-9-3 1-2-8 Scale = 1:66.6i I 6x6 = 4.00 12 F 3x5 = 3x5 G 3x6 7;::� 3x6 .. 2x4 D �� 'i :' W2;\W3 W5 W6 H 2x4 C / —82 - K o T � 07 = P O N M L 47 = 3x5 = 3x10M1120H= 4x9 = 3x10M1120H= 3x5 9-1-14 19-0-0 28-10-2 38-0-0 9-1-14 9-10-2 9-10-2 9-1-14 Plate Offsets X Y : B:0-2-2 0-0-2 J:0-2-2 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.28 L-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.61 L-N >731 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 179 lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2 X 4 SYP No.1 'Except' for this design. B3 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior 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 Sheathed or 2-4-4 oc purlins. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 6-6-1 oc bracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. B = 1586/0-8-0 4) All plates are MT20 plates unless otherwise J = 158610-8-0 indicated. Max Horz 5) Provide mechanical connection (by others) of truss B =-106(load case 7) to bearing plate capable of withstanding 368 lb uplift Max Uplift at joint B and 368 lb uplift at joint J. B =-368(load case 4) 6) "Fix heels only" Member end fixity model was used J =-368(load case 5) in the analysis and design of this truss. 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 A-B = 0/22 B-C =-3847/1126 responsibility solely for the truss component design C-D =-3462/943 D-E =-3391/961 shown. E-F =-2395/753 F-G =-2395/753 9) NOTE: Trusses are designed for an Enclosed G-H =-3391/961 H-1 =-4462/943 building condition as per building designer, I-J =-3847/1126 J-K = 0/2 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-P =-974/3591 O-P 1606.1.4 �7,,,QQ5/2854 N-O =-70512854 M-N='"-705/2854 L-M =-705/2854 J-L = -974/3591 LOAD CASE(S) WEBS Standard C-P =-444/277 E-P =-34/610 E-N =-834/353 F-N =-341231 G-N =-834/353 G-L =-34/6/610 I-L =-444/277 YACm- '` / IQSAL H.A. GP,G,A� 1 J 8360 a' b�oulavard Orlando, FL. 32824 j i Job 53107 :Truss R20 Truss Type ROOF TRUSS I oty Ply 153107 / METRO DEW Sanford Housing) Bc 1 1 !Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 �el -1-2-8 4-2-5 + 7-0-0 10-8-0 14-4-0 17-1-12 21-4-0 22-6-8 r 1-2-8 4-2-5 2-9-12 3-8-0 3-8-0 2-9-12 4-2-5 1-2-8 1 I Scale = 1:39.8i I I 5x5 = 2x3 11 5x5 = 4.00 12 D E F u� 1r; d 4x8 == M L K J 4x8 = 3x4 = 3x10 M1120H = 3x4 = 4x8 = 7-0-0 LOADING (psf) I 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 FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. REACTIONS (lb/size) B = 1753/0-8-0 H = 1753/0-8-0 Max Horz B =-50(load case 6) Max Uplift B =-488(load case 3) H =-488(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-4253/1057 C-D =-4149/1019 D-E =-4408/1127 E-F =-4408/1127 F-G =-4149/1019 G-H =-4253/1057 H-1 = 0/22 BOT CHORD B-M =-968/3944 L-M =-901/3874 K-L =-901/3874 J-K =-874/3874 H-J =-930/3944 WEBS C-M =-40/139 D-M =-95/681 F-J =-951681 G-J =-40/139 E-K =-537/280 D-K =-211/710 F-K =-211/710 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 14-4-0 7-4-0 CSI DEFL in (loc) I/defl TC 0.55 Vert(LL) 0.19 K >999 BC 0.91 Vert(TL) -0.39 K >635 WB 0.23 Horz(TL) 0.12 H n/a (Matrix) 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior 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) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint B and 488 lb uplift at joint H. 7) Girder carries hip end with 7-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5131b down and 1441b up at 14-4-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 13) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 7-0-0 Ud PLATES GRIP 240 MT20 244/190 180 M1120H 187/143 n/a I Weight: 99lb Standard Uniform Loads (plf) Vert: A-D=-60, D-F=-125(F=-65), F-I=-60, B-M=-20,' J-M=-42(F=-22), H-J=-20 Concentrated Loads (lb) Vert: M=-513(F) J=-513(F) V IGlSAL H.A. G ^;C A NNl P.E. # 25389 V ,A r, 4 1 i iri.1 LOW Job Truss (Truss Type oty Ply 53107 /METRO DEV/ Sanford Housing / Bc 53107 R21 !ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 Page 1 1-2-8 I 7-4-9 9J0-0 12-4-0 I 13-11-8 21-4-0 22-6 8 1-2-8 7-4-9 1-7-8 3-4-0 1-7-8 7-4-9 1-2-8 Scale = 1:39.8 5x5 = 5x5 = 4.00 12 2x3 D E 2x3 C— F I W6 Wy/ I/ �1�V1 WS j� \ \� i G 62 " ;�A IM 45 = J 1 45 = 4x6 = 5x10 = 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.20 B-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.44 B-J >564 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 G n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 90lb LUMBER 2) Wind: ASCE 7-98; 110mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=33ft; TCDL=5.Opsf; BCDL=S.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 4-1-0 oc purlins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 10-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. B = 919/0-8-0 5) Provide mechanical connection (by others) of truss G = 919/0-8-0 to bearing plate capable of withstanding 184 lb uplift Max Horz at joint B and 184 lb uplift at joint G. B =-51(load case 7) 6) "Fix heels only" Member end fixity model was used Max Uplift in the analysis and design of this truss. B = 184(load case 4) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for G =-184(load case 5) more information. 8) 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. A-B = 0/22 B-C =-1752/395 9) NOTE: Trusses are designed for an Enclosed C-D =-1349/289 D-E _-1437/300 bilding condition as per building designer, E-F =-1349/289 F-G =-1752/395 assuming doors and windows are protected from G-H = 0/22 windborne debris impact as per Fla. Bldg. Code BOT CHORD 1606.1.4 B-J =-281/1594 I-J =-281/1594 10) NOTE: Trusses are designed for an Enclosed G-1 =-281/1594 building condition as per building designer, WEBS assuming doors and windows are protected from C-J =-464/191 F-J =-464/191 windborne debris impact as per Fla. Bldg. Code D-J =-64/443 E-J =-64/443 1606.1.4 NOTES (7-10) LOAD CASE(S) 1) Unbalanced roof live loads have been considered for Standard this design. I-MAL H.A.G G N, PPE 3 g 8350 11l? ..:,,. / 80PflIivvard j Orden o,L. 32824 Job ITruss Truss Type ioty Ply 1531071 METRO DEV/ Sanford Housing / Bc 53107 R22 i ROOF TRUSS ! 1 1 i Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 g `1-2-8 7-4-14 I 10-8-0 t 13-11-2 21-4-0 22-6-8 1-2-8 74-14 3-3-2 3-3-2 7-4-14 1-2-8 i Scale = 1:39.0 5x5 = I D i i4.00 ;r12 2x3 :; 2x3 i C E B F a2 G 7TA 1 o q 45 = I H 4x5 = 4x8 = 3x6 = 10-8-0 21-4-0 I 10-8-0 10-8-0 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 F-I >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 F-I >567 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) i Weight: 86lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 'Except* B; enclosed; MWFRS interior zone and C-C Interior(1) B1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for BRACING MWFRS for reactions specified. TOP CHORD 3) This truss has been designed for a 10.0 psf bottom Sheathed or 4-0-12 oc purlins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 10-0-0 oc bracing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift REACTIONS (lb/size) at joint B and 240 lb uplift at joint F. B = 919/0-8-0 5) "Fix heels only" Member end fixity model was used F = 919/0-8-0 in the analysis and design of this truss. 1 Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for B =-67(load case 7) more information. i Max Uplift 7) NOTE: The seal on this drawing indicates B =-240(load case 4) acceptance of professional engineering j F =-240(load case 5) responsibility solely for the truss component design shown. FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed Maximum Compression/Maximum Tension building condition as per building designer, TOP CHORD assuming doors and windows are protected from A-B = 0/22 B-C =-1745/498 windbome debris impact as per Fla. Bldg. Code i C-D =-1361/369 D-E =-1361/369 1606.1A i E-F =-1746/498 F-G = 0/22 BOT CHORD LOAD CASE(S) B-1 =-366/1587 H-1 =-366/1588 Standard F-H =-366/1588 WEBS C-1 =-437/240 E-1 =-439/239 D-I =-172/752 I NOTES (6-8) I 1) Unbalanced roof live loads have been considered for this design. 1103 L 13 A. C!.GAN, P.E. # 25359 &;50 LI'Wevard i53107 "°'S i'russ type IWty 1my 153107 / METRO DEV/ Sanford Housing / Bc R23 I ROOF TRUSS 1 1 Job Reference (optional) ay, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Pt -1-2-8 i 7-4-14 10-8-0 13-11-2 21-4-0 1-2-8 7-4-14 3-3-2 3-3-2 7-4-14 Scale = 1 5x5 D 4x5 = H G 4x5 = 4x8 = 3x6 = 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 FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except' B12X4SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-2-7 oc bracing. REACTIONS (lb/size) F = 823/0-8-0 B = 923/0-8-0 Max Horz B = 73(load case 6) Max Uplift F =-159(load case 5) B =-240(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-1757/516 C-D =-1373/389 D-E =-1375/391 E-F =-1754/531 BOT CHORD B-H =-41911598 G-H =-437/1611 F-G =-437/1611 WEBS C-H =-437/238 E-H =-452/260 D-H =-190/764 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. 21 CSI I DEFL in (loc) Vdefl Ud PLATES GRIP TC 0.55 Vert(LL) -0.20 F-H >999 240 MT20 244/190 BC 0.82 Vert(TL) -0.45 F-H >554 180 WB 0.25 Horz(TL) 0.05 F n/a n/a (Matrix) Weight: 84 lb 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint F and 240 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used In the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard t'ou'evard L. 32324 0 Job Truss Truss Type Qty Ply Job Reference (optional) Scale 1:44.91 CN LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP I Weight: 104 lb WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOPCHORD MWFRS for reactions specified. Sheathed or 3-4-6 oc purlins. 3) Provide adequate drainage to prevent water Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. G 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B 73(load case 6) at joint G and 253 lb uplift at joint B. Max Uplift 7) "Fix heels only" Member end fixity model was used G -192(load case 5) in the analysis and design of this truss. B -253(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. 9) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering TOPCHORD responsibility solely for the truss component design E-F = -25521746 F-G = -2157/655 building condition as per building designer, BOTCHORD assuming doors and windows are protected from WEBS NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. .32824 '°` ^ ^ ^"vu J6b ;Truss Truss T a of PI Type y y ;53107 /METRO DEV/ Sanford Housing / Bc 53107 IR31 ROOF TRUSS I1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:44 2005 Page 1 I-1-2-8 , 5-11-0 10-8-0 13-M 16-M 18-6-13 24-4-0 1-2-8 5-11-0 4-9-0 2.4-0 3-0-0 2-6-13 5-9-4 I Scale = 1:44.9 5x5 4.00 f12 D 5x5 = 5x5 = E F 1 2x3 T1 2x3 IVI W8 1 !!G A — -B 1 �-K ,' Ln =JIM l 0 3x6 = L K J I 3x6 = 3x4 = 3x5 = 4x8 = 3x4 = I i 6-10-12 13-0-0 16-0-0 24-4-0 6-10-12 6-1-4 3-0-0 8-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.13 J-L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.29 H-1 >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 H n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) I Weight: 110 lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 3-9-5 oc puriins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. H = 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B = 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B = 73(load case 6) at joint H and 252 lb uplift at joint B. Max Uplift 7) "Fix heels only" Member end fixity model was used i H =-192(load case 5) in the analysis and design of this truss. B =-252(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 9) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering TOP CHORD responsibility solely for the truss component design A-B = 0/22 B-C =-2273/645 shown. C-D =-2116/630 D-E =-2175/709 10) NOTE: Trusses are designed for an Enclosed E-F =-2004/637 F-G =-2008/609 building condition as per building designer, G-H =-22921711 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-L =-554/2091 K-L =-374/1533 1606.1.4 J-K =-374/1533 1-1 =-462/1848 H-1 =-621/2131 LOAD CASE(S) WEBS Standard C-L =-302/185 D-L =-128/600 D-J =-279/905 E-J =-840/317 F-I =-60/352 G-1 =-336/194 F-J =-761225 NOTES ( 1) Unbalanceded roof live loads have been considered for this design. lQ t l t q CAC-,N! p.E. #/ 25389 £3 �_ pv t Sotolvard G ,�.o1eo, trL. 3d�32d 53107 R32 I ROOF TRUSS Ply 1 1 1 Housing / Bc 100 a Sep 17 2004 E -1-2.8 , 6-9-3 10-8-0 11-0-0 14-M 18-0-9 19-2-024-4-0 1-2-8 6-9-3 3-10-13 0-4-0 3-M 4-0-9 1-1-7 5-2-0 Scale = 1:44.9 10-8-0 4.00 512 5x8 = 5x5 = D E 46 = J 1 H 4x5 = 3x4 = 3x5 = 4x8 = 10-0-0 11_T 14-8-13 18-0-9 _119-2-0� 24-4-0 10-0-0 1-M 3-8-13 3-3-12 1-1-7 5-2-0 LOADING (psf) SPACING 2110 CSI I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.22 B-J >999 240 MT20 244/190 i TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 B-J >584 180 1 i BCLL 0.0 Rep Stress Incr YES WB 0.15 ! Horz(TL) 0.07 G n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 105 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. REACTIONS (lb/size) G = 951/Mechanical B = 1050/0-8-0 Max Horz B = 73(load case 6) Max Uplift G = 191(load case 5) B = -253(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2151/662 C-D =-1809/537 D-E =-1634/538 E-F =-1833/553 F-G =-2240/713 BOT CHORD B-J =-560/1988 1-1 =-365/1580 H-1 =-365/1580 G-H =-619/2083 WEBS F-H =-4621260 D-J =-47/385 E-H =-48/350 C-J =-396/219 D-H =-86/192 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint G and 253 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Orizndo, f L, 32824rd 'Job ITruss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R33 � ROOF TRUSS 1 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005 Page i 6-9-0 � 12-2-0 y 17-8-0 i 24-4-0 1-2-8 6-9-0 5-5-0 5-6-0 6-8-0 Scale = 1:45.41 5x5 = n nn (40 D O LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP N0.3 BRACING TOP CHORD Sheathed or 3-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing. REACTIONS (lb/size) G = 951/Mechanical B = 1050/0-8-0 Max Horz B = 134(load case 6) Max Uplift G =-189(load case 5) B =-257(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2254/611 C-D =-2107/613 D-E _-2231/661 E-F =-2010/555 F-G =-906/318 BOT CHORD B-J = -613/2069 1-1 =-406/1356 H-1 =-406/1356 G-H = 0/0 WEBS C-J =-353/222 D-J =-165/794 D-H =-217/901 E-H =-1055/421 F-H =-588/2132 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 3x6 = J I H G 3x4 = 3x5 = 49 = 2x4 11 7-7-6 17-8-0 24-4-0 7-7-6 10-0-10 6-8-0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.83 Vert(LL) -0.24 H-J >999 240 I MT20 244/190 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.53 H-J >539 180 Rep Stress Incr YES WB 0.68 Horz(TL) 0.04 G n/a n/a Code FBC2001/ANSI95 (Matrix) Weight: 1131b 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint G and 257 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard P.E. # 25 53107 R40 Trussway, Orlando, FI -1-2-8 1-2-8 4.00 112 i 13i101a 1] 131JRIy 3-0-0 3-0-0 oty 1 Pry I53107 / i 1 1 Job Refene 6.100 a Sep 17 2004 MiT 4-M 7-0-0 1-0-0 3-0-0 3x3 = 3x3 = C D Hou 2005 1-2-8 1 Scale = 1:15.8 iv A •o 4x4 = 4x4 = 3-0-0 4-0-0 1-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI j DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0,03 B-E >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.09 B-E >867 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) I 0,00 E n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 409/0-8-0 E = 409/0-8-0 Max Horz B =-31(load case 6) Max Uplift B =-154(load case 3) E _-154(load case 4) 1 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-425/96 C-D =-387/98 D-E =-425/96 E-F = 0/22 BOT CHORD B-G =-601387 G-H =-60/387 E-H =-60/387 NOTES (10-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint B and 154 lb uplift at joint E. 6) Girder carries hip end with 3-0-0 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 601b down and 171b up at 4-0-0, and 601b down and 171b up at 3-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, C-D=-65(F=-5), D-F=-60, B-G=-20, G-H=-22(F=-2), E-H=-20 Concentrated Loads (lb) Vert: G=-60(F) H=-60(F) PLATES GRIP MT20 244/190 Weight: 25 lb Itt3A K.A• C GAfJ P.E. #25389 J 7ra�oL'fevard Cria d0, FL, 32824 M A 0 11� _v,�v� Job ;Truss Truss Type Qb PIr j53107 / METRO DEV/ Sanford Housing / BC 53107 R41 ROOF TRUSS 1 1 I Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:46 2005 Page�1, -1-2-8 3-6-0 7-0-0 8-2-8 1-2-8 3-6-0 3-6-0 1-2-8 Scale = 1:15.5I 3x3 = C 4.00 12 i1 B /' T2 D B1 LC E 1. Ic 3x3 = 3x3 = 3-6-0 7-M 3-6-0 3-6-0 Plate Offsets X Y ; C;0-1-8 Ed e LOADING (psf) SPACING 2-M CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.08 B-D >900 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.17 B-D >450 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 25lb LUMBER 5) "Fix heels only" Member end fixity model was used TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss. BOT CHORD 2 X 4 SYP No.2 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. BRACING 7) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering Sheathed or 6-0-0 oc purlins. responsibility solely for the truss component design i BOT CHORD shown. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, REACTIONS (lb/size) assuming doors and windows are protected from B = 346/0-8-0 windborne debris impact as per Fla. Bldg. Code D = 34610-8-0 1606.1.4 Max Horz B =-33(load case 7) LOAD CASE(S) Max Uplift Standard B =-134(load case 4) D =-134(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-247/82 C-D =-247/82 D-E = 0/22 BOT CHORD B-D =-44/192 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp B; enclosed; MWFRS interior 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) Provide mechanical connection (by others) of truss to iab-' L H.A.rAGAN P.E. # 25389 bearing plate capable of withstanding 134 lb uplift at "30 t 1 VS--,Vy.VV bou!evard joint Band 134 lb uplift at joint D. Cdando, EL. 32824 53107 RG1 ROOF TRUSS 1 1 Sanford Housing Project !Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wt 3-6-0 7-M 3-6-0 3-6-0 2x3 C Scale = 1:1 1 4x5 = 3_6-0 7-0-0 4x5 = 3-6-0 3-6-0 j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.03 D-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.07 D-E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC20011ANS195 (Matrix) Weight: 36 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = D = Max Horz A = Max Uplift A = D = 1503/0-8-0 1503/Mechanical 85(load case 3) -327(load case 3) -356(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2536/535 B-C = -26/25 BOT CHORD A-E _-566/2369 D-E _-566/2369 WEBS C-D =-100147 B-E _-270/1421 B-D =-2496/596 NOTES (8-10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint A and 356 lb uplift at joint D. 5) Girder carries tie-in span(s): 21-4-0 from 0-0-0 to 7-0-0 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. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, A-D=-401 (F=-38 1) �i 20, FL 32 4 53107 / METRO DEW Sanford Housino / Bc 153107 RG2 ROOF TRUSS 1 I I Job Refere 6.100 a Sep 17 2004 MiT 2-10-8 6-4-0 2-10-8 3-5-8 5x5 = B 4.00112 Inc. Wed Oct 26 17:00:47 2005 Paae 1 Scale = 1:10.81 C 2x3 11 45 = 4x5 = 2-10-8 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 FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 1538/0-8-0 D = 1534/0-4-0 Max Horz A = 35(load case 5) Max Uplift A =-349(load case 3) D =-353(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2850/621 B-C = 0/0 C-D =-105/49 BOT CHORD A-E =-599/2663 D-E =-555/2432 WEBS B-E =-28611462 B-D =-2522/575 NOTES (10-12) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint A and 353 lb uplift at joint D. 5) Girder carries tie-in span(s): 24-4_0 from 0-0-0 to 3-5.8 CSI DEFL in (loc) I/defl Ud TC 0.18 Vert(LL) 0.04 D-E >999 240 BC 0.97 Vert(TL) -0.08 D-E >906 180 WB 0.63 I Horz(TL) 0.01 D n/a n/a (Matrix) 6) Girder carries hip end with 2-10-8 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531b down and 151b up at 2-10-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60, B-C=-63(F=-3), A-E=-453(F=-433), D-E=-454(F=-434) Concentrated Loads (lb) Vert: E=-53(F) PLATES GRIP MT20 244/190 Weight: 31 lb I I iw= t "!t• GACPIN P.E. #,t 25389 !Job 153107 Y a 0 Vol (ROOF TRUSS i 1-11-4 1-11-4 4.00';12 LOADING (psf) 1 SPACING 2-0-0 TCLL 20.0 I Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 84/3-10-8 C = 84/3-10-8 E _-0/3-10-8 D =-0/3-10-8 Max Horz E _-5(load case 7) Max Uplift A =-7(load case 4) C =-7(load case 5) E _-1 (load case 2) D =-1(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -77/45 B-C = -77/45 BOT CHORD A-E _ -5/5 A-C = -31/64 C-D = 0/0 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior 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. j Qty Ply 53107 / METRO DEW Sanford 11 j 1 I Job Reference (optional) 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 3x3 = 3-10-8 1-11-4 B 3x3 % 3x3 3-10-8 3-10-8 CSI DEFL in (loc) I/deft TC 0.03 Vert(LL) n/a n/a BC 0.04 Vert(TL) n/a n/a WB 0.00 Horz(TL) 0.00 C n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint A, 7 lb uplift at joint C, 1 lb uplift at joint E and 1 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard L/d PLATES GRIP 999 MT20 244/190 999 n/a Weight: 9 lb Scale = 1:6.4' .. , 24 Job Truss :,Truss Type -- oty ;Ply 53107 /METRO DEV/ Sanford Housing / Bc 153107 V02 I ROOF TRUSS 1 1 j i Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1 3-11-4 I 7-10-8 3-11-4 3-114 Scale = 1:12.9 3x3 = 4.00 12 B A ' //� B1 a 0 3x3 3x3 7-10-8 7-10-8 Plate Offsets X,Y : B:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 j Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 21 lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp BOT CHORD 2 X 4 SYP No.3 B; enclosed; MWFRS interior 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 TOP CHORD designed for C-C for members and forces, and for Sheathed or 6-0-0 oc pudins. MWFRS for reactions specified. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 4) Gable requires continuous bottom chord bearing. A = 292/7-10-8 5) Provide mechanical connection (by others) of truss C = 292/7-10-8 to bearing plate capable of withstanding 8 lb uplift at E _ -55/7-10-8 joint A, 8 lb uplift at joint C, 109 lb uplift at joint E and D = -5517-10-8 109 Ito uplift at joint D. Max Horz 6) "Fix heels only" Member end fixity model was used E = 15(load case 6) in the analysis and design of this truss. Max Uplift 7) NOTE: Refer to yellow bracing and/or T-1 sheet for A = -8(load case 4) more information. C = -8(load case 5) 8) NOTE: The seal on this drawing indicates E _ -109(load case 2) acceptance of professional engineering D = -109(load case 2) responsibility solely for the truss component design Max Grav shown. A = 306(load case 2) 9) NOTE: Trusses are designed for an Enclosed C = 306(load case 2) building condition as per building designer, assuming doors and windows are protected from FORCES (lb) windborne debris impact as per Fla. Bldg. Code Maximum Compression/Maximum Tension 1606.1.4 TOP CHORD A-B =-262/147 B-C =-262/147 LOAD CASE(S) BOT CHORD Standard A-E = -15/15 A-C =-110/223 C-D = 0/0 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. , V 11�. �, r t:v, iar c i L ...v24 j 53107 IV2 0 0 ROOF TRUSS Qty i Ply 153107 / METRO DEV/ Sant Job Reference (optional) 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed C 3-11-4 3-11-4 2x3 B 3x3 � 2x3 II Housing / Bc Scale = 1:9.0 7-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 A n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 11 lb LUMBER 2) This truss has been designed for a 10.0 psf bottom TOP CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live I BOT CHORD 2 X 4 SYP No.3 loads. WEBS 2 X 4 SYP No.3 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss BRACING to bearing plate capable of withstanding 1 lb uplift at TOP CHORD joint A, 21 lb uplift at joint D and 34 lb uplift at joint C. Sheathed or 8-0-0 oc purlins. 5) "Fix heels only" Member end fixity model was used BOT CHORD in the analysis and design of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 7) NOTE: The seal on this drawing indicates A = 136/3-11-4 acceptance of professional engineering D =-10/3-11-4 responsibility solely for the truss component design C = 100/3-11-4 shown. Max Horz 8) NOTE: Trusses are designed for an Enclosed D = 38(load case 4) building condition as per building designer, Max Uplift assuming doors and windows are protected from A =-1(load case 4) windborne debris impact as per Fla. Bldg. Code D =-21(load case 2) 1606.1.4 C =-34(load case 4) Max Grav LOAD CASE(S) A = 140(load case 2) Standard C = 100(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -29/22 i BOT CHORD A-D = -47/0 A-C = 0/0 i WEBS B-C = -79/58 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(l) zone; cantilever left and right exposed ;Lumbermber 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. I {: � ..71 duo 1 truss truss type IQty IPIy 153107 / METRO DEV/ Sanford Housing / Bc 1 �53107 IV3 iMONO TRUSS ji 1 i Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00 48 2005 Page 1 i 5-11-4 v n 0 2x3 II Scale:l"=1 B 3x3 % 2x3 II 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 FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = -40/5-11-4 C = 171/5-11-4 A = 248/5-11-4 Max Hoe D = 63(load case 4) Max Uplift D - -81(load case 2) C = -57(load case 4) Max Grav C = 171(load case 1) A = 270(load case 2) ' FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -48/37 BOT CHORD A-D = -78/0 A-C = 0/0 WEBS B-C =-135/98 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior 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. 5-11-4 CSI DEFL in (loc) I/dell TC 0.28 Vert(LL) n/a n/a BC 0.28 Vert(TL) n/a n/a WB 0.03 Horz(TL) -0,00 C n/a (Matrix) 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint D and 57 lb uplift at joint C. 5) "Fix heels only" Member and fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 18 lb P.r-:. V 23 / Bc 53107 V4 MONO TRUSS Trussway, Orlando, FI la 0 2-9-12 2-9-12 �1 1 i 6.100 s Sep 4.00 12 nc. Scale = 1:6.E 3x3 = 2x3 II 3-11-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber Increase 1.25 ( BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E _ -42/3-11-4 D = 99/3-11-4 A = 176/3-11-4 Max Horz E = 25(load case 4) Max Uplift E _ -42(load case 1) D = -26(load case 4) A = -33(load case 4) Max Grav E = 14(load case 4) D = 99(load case 1) A = 176(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -97127 C-D = -67/50 B-C = -67/32 BOT CHORD A-E _ -32/0 A-D = -32167 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior 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) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint E, 26 lb uplift at joint D and 33 lb uplift at joint A. 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. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb L L L. -..4 JO jO III -. ------------ XN t r. ............--- .. .......... .......... . ................ ... - ... ._ ........................ ....... ................ _............................... ... ... ........... _....... ... ......... ..,...._. ._.._. _ . _ __....-. ROOF LOADING TCLL 20 24" O.C. TCLL 10 1.25% DF TCLL 0 TOLL 10 PSF 40j WIND ASCE.7-98 ® 120 MPH ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON USP RH3 I HUS26 THD26 ROOF TRUSS PLA CEMEN T vormw TRUSSINAY, LTD. o i tdort OZ4 d (407) 857-2777 PH (407) 851-7899 FAX ,1vrsl�rar �I REFER TO SHT."T-1" FOR IMPORTANT co INFORMATION! 0 DATE : 10-27-5 DRAWN BY: Bc Go CHECK BY: JOB NO. :53107 SCALE : NTS o n ALL BEAMS ARE OE5/CNEO BY OINERS T RE. STRUCIURAL PLANS FOR BEAM 512E5 1 , D880-DROP BEAM BY OTHERS F880=FLUSH BEAM BY OTHERS t� �' ' ,FoilSTANDARDO Of- f- TA " S __­1 PROP T� FNP �2x4 RUNNERS > T. C. TRUSS 2x4 LEDGER EXTERIOR V4 UL T i Scissor Sci s Truss Scissor Truss i Goble Truss i ,I y , ; j VouR Line :i Boil Framed 3 WOtl�by Others) Voult Noi i I i nonPloleline (bejond)_------_ n9 Interior terior Interior] Exterior i CAUTION:, EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. TRUSS PLACEMENT FOR HANGER TYPE e A REFER TO DESIGNATED AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. TRUSSlAM1Y, LTD_ CAUTION: REFER TO 8 1/2"01" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE At7}StPlllST ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, �r p AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT. CAUTION: REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD SHEETS FOR A LISTING OF ALL MATERIALS (AND QUANTITIES THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE ` 1 TO BE SUPPLIED BY OTHERS. �lJ CAUTION: TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS M'EMBER.MULTI—PLY GIRDERS ARE SHIPPED UNATTACHED FOR EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE FOR REVIEWING 8 1/2%11" TRUSS DIAGRAMS TO DETERMINE PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD AND MAKING PROPER CONNECTIONS IN THE FIELD. CAUTION: CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT. �' 1 CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING r HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN TO W CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING), CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN AUTHORIZED SIMPSON STRONG —TIE & USP CONNECTOR T DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR lv'� CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY REPRESENTATIVE FOR DETAILS. CAUTION: CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION. NON—COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY OF THE TRUSS, REQUIRING REPLACEMENT OR REPAIR. CAUTION: CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN— TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER— TICAL BLOCKING IN LOAD PATHS, TO FOUNDATION, AS /1.r PER CODE REQUIREMENTS. W CAUTION: CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED ON WALLS OTHER THAN THOSE SPECIFIED. CAUTION: BOTTOM CHORD IS TO BE CONTINOUSLY BRACED. IN AREAS WHERE A RIGID CEILING IS NOT APPLIED DIRECTLY TO THE BOTTOM CHORD, LATERAL BRACING IS REQUIRED, AT 10'-0" O.C., AT BOTTOM CHORD. 11 WHEN VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING TRUSSES, FIELD BLOCK, WITH 2x4's AT 36"o.c., BETWEEN THE TOP CHORDS OF THE SUPPORTING TRUSSES. CAUTION: ODITIONAL STUDS MAY BE REQUIRED AT EACH SIDE OF COMPONENT CONSULT WITH ENGINEER OF RECORD. (E.O.R.) Q4 R 1.0 — JUNE, 2003 STRUCTURAL COORDINATION TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS, PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. �� Q SEISMIC/WIND REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS. CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST PROVIDED. BY TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY Of TRUSSES THAT HAVE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE C C� BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATNDATION.N. SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS, BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM — AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REQUIRED & CER— ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, DETAILS, DIMENSIONS AND QUANTITIES. IN. LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE r' M ^� GIRDERS, HEADERS, ETC. TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. W JOB COORDINATION TRUSS DESIGNS DRAWING OWNERSHIP DOCUMENT EXAMINATION THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH OTHER TRADES (MECHANICAL, PLUMBING, FIREPLACE, ETC.). IF "ON CENTER" TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY OTHERS AND NOTED IN CONTRACT DOCUMENTS. VERIFICATION OF LOADING, THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF TRUSSWAY AND ARE NOT TO BE REPRODUCED OR COPIED, IN THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT NOTES & SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY— DEFLECTION LIMITS, FRAMING METHODS, WINO & LATERAL BRACING IS THE WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING, DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I. OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.). OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN, COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.C.A. 'WARNING CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY. CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF I OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS POSTER` (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED WITHOUT WRW" AUTHORIZATION FROM TRUSSWAY. BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. REPORTED TO TRUSSWAY FOR MODIFICATION. NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED. ROOF DETAILS T— > SHEET GENERAL NOTES NOTAS GENERALES HAND ERECTION — LEVANTAMIENTO AMANO Trusses are not marked in any way to identify Los trusses no estan marcados de ningtin modo que 20 u' i /f T ssUs 30'o, �t the frequency or location of temporary bracing. identifique )a frecuencia o localization de los aniostres i L i Pass, s-,p Follow the recommendations for handling, 9 (bracing) temporales. Use las recomendaciones de mane)o, a •, ,• , �- r Guar —Er o {r,s ` r installing and temporary bracing of trusses. instalaci6n y arhostre temporal de los trusses. Vea e1 fQLkAg Refer to �I 1-03 Guideto�P�ce for Levant, `, �Ii-03Guya���Pr��a ei��jo/ns/a = a a �In�lli�&min of Metal Plate Ic' c.:a 4 �9 �i�e��Tru��M���nn�� Connected Wood Trusses for more detailed ` 2 � e tan os Information. Places de Metalpal _ra pare mayor infornwcion. usse"zp _.. Truss Design Drawings may specify locations of Los dibujos de diseho de los trusses pueden espedficar I F ► ;p Trusses up to 20' ->ies o rner,as. I � Trusses up to 30' All.permanent bracing on individual compression las localizations de los arnostres permanentes en los Trusses haste 20 pies cusses haste 30 pies members. Refer to the SCSI-B3 Summary miembros individuates en compresidn. Vea la hoja resume SCSI-B3 Dara los arr#astres rmanentes v refuerzos de bs Sheet - Web Member Permanent BrJeb Reinforcement for more information.on. All ll ooitlier mrembros setundarios ,webs! Para mayor informacron. El HOISTING — LEVANTAMIENTO permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del ^, r >:; r t ;;o �qt.,r: ,,,:* t:. .p;;ra=.y hra_.^,g s ..-.<)j and of the Building Designer. D senador del Ed fx o. ;ti: , .. ,, r,;. r..a :, c,:r ,> ©. , .." , r .,s . oorl co' , a ha" y _ e' a os.. to pr a .�,<e ,rstaia.7 y a r S rf) i )f ('*' '3 C rv' 3 3' r E r: r The con-;eq:�ene s or improper Ian n ,o ns+a.. g , v > . , _. �. and bracingrna � a collapv or the tru,tu e, ur I y• r worse., serious p".sonal inj;,. y r dE:�ath. r i1 r y 'ir SSf s c,er : the ak E rf'S 1 �'.t ) -)e r'7 P:J, I a -) C.' } a r : Y +'� . naae a 1,r> pi edr sera caida „ :a esT r.t:ra No ,<ian_e del p c t OF, trusses de r^z.; dr. 30 pin. a, in ,,E,c n,.e-rt,,, o c-ridos. Greater than 30' %70!1 :`"' _ Mors de 30 Dies ©Bandr'1° an truss ciates have,liar ig 'wear g'.oves when h a i, .g ands _ty , .s:r, . nr'e.r Jt(.g 3. d .y Emp Ulx 5 y p is d de n i taal t r rl txx es afiiados Use gtartes ,� .en.> , , ect. r s ;.'.:amd,-, Corte It1:, empaques.i.m HANDLING - MANEJO ISE :l,s i In .. windy west, n.r of near pow •r lines -. and -';toms. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO 14 POR LONGITUD DEL TRUSS tt r • cl da o da. ,t i. >sos r �_rra cables :3et.t:ros o de af- opuertos. If Spreader bar for truss bundles Ta line g /!k Amid laier:l oending. ,.site'a flexion lateral 0 of s.1'ttr a .a ma . '�/ J b a. ei � U dles e ,icalrnente '45 rirght.. '45t- 5uPiWs. 0 Do not s`.ore or: r almace e en \,�/ „rxnien ground. rr, de-igual. Toe -in Tagline 60' or less Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES ' TE oe-in Spreader bar 1/2 to 213 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stMbadc 10' o.c. max. mid -height Spreader bar 2/3 to �— 3/4 truss length —i Tagline �_ TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE © Rc r i i Z Su rm ri 5 eel-- T sl5a l; uKci- r Lir and -Tar iDo ar{.-B`xp:.' for ^sore information, Vea e r Ln F SI-dl La a cri n dt< it v,sS - Y r: QaVa Tem ral Para i naor nfo nac:c,:. ...., /n Do not walk °n unbraced trusses. No Gamine en ',asses sueltos. Z X of top _ riord s rary ' I F r a: �. r i0s I st de t ra Para e: U ,aaCatg6te en iinea Con „•t.., _i;, as fr dl> are :ostre5 :ate! ales a,c a _o;,oa. superior. Brace first truss well ~ before erection of additional trusses. Top Chord Temporary Lateral Bracing (CTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO Zs a= g me -hod s 1 ' 4 r> x'ce x- 4z a 1 V ' C>._ 6t.F.. C4 a ost _ es ,Petra .DOD . ,::>SE . x..✓:V t _ >Y_S ..e f: v,• prl :, 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es iamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 es 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a So pies* 4 pies maximo Consult a Professional Engineer for trusses longer than 60'. Consulte a un ingeniero para trusses de mas de 60 pies. St«+ SCSI-62 for 7CTL13 options, Ll Yea 'E Bl_SI-B: para'a5 oiLs5o es d.I TL \ ' Refer to --- T I Ssrntmary 4r.,,! : l t 6rd rg Vea el'E<surs_ rminai_ de „r lt�C, v d r=s r .>x s Spa P s o;a ,.+c}cess on , .tpS o ,4„ ,>es ,, ,,' ,;S : s are s cfiaeona;.s. R-;,:'a ,ste prcy-e0 .,,�. ; _......all - ?>tu „Xfos rs SY`i ES ., l 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12'length lapped over two trusses. ':cs a = re 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. same spacng as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT G3 iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTEI BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 fen 3 tar iL_ Maximum lateral brace spacing ,isRe r 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords y5 Diagonal braces , 3 , rvC n; �0' °r every 15 truss 3 1 d spaces (30' max.) Vea E t.StJr (. f bc, t37 A r tr y„ kr rraf- r * d The end diagonal In';s`.c's 0'c k,r" .„;:;... brace for cantilevered -� -,, .. rnay'x trusses must be placed Lateral braces E ur c,i6n on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION T! „tE,,,i j ,:l .s, .c .x'. an:.fac pa :e P...f..-; J Max Bow fj~ gm Maz Brnv Max, _Bow Length W4' 12.5' 1 Fyn' Length LergM r r 7/8' 14 6' 1 -ra (s r ` j D/50 D (n.) 1" 16.7 LZ of PI L. T 114' 1' 1- 1/8' 18.8' l a , ;:ka. g Plumb 3/4" 3' t 3/r.. 8 22.8 o / _�, 1" 4' �1-112' 2 0 i ' 1-1/4", 5' 1-3/4' D/60max 1-1/2"1 6' -29.2' 2" > 33.3' Ed1,r 1-3/4"' 7' CONSTRUCTION LOADING CARGA DE CONSTRUCCION © Do r,n) r) a9 v Itr ! r s:rt.,...,r a is l a.l o acing is Ye(U �iy Maximum Stack Height and prctpefiy in pla ya for Materials on Trusses No moc. da con. a coast: i3C:: Q hast�. gue todos Ios ar 4 }'stres st'-r '-okKado: r ,o Ina ape >p:acla y Segura, Do not exceed r.aa("rJ ti 4: r [ S Ref >sy�<. '1 `I rnrs 4 t_. nJ -1 l.$,, -3 }r Gr rvrr t ln. ex r a as maxi s t- r s ;ridad J:a I C iir.en.. "'cat 51 134 ca a3 ^ r 5rr .rJr C i,a ,,:ay)f n c}tine on not d sn , s x h . trust l �4 .l sa i :r iu' p qu, r-,s y,,,o1 )s -i ., ...,4cS nd,v1 sli-3r. mot• Material Height (h) Gypsum Boartl 12" Plywood or OSB 16" Asphalt Shingles 2 bundieS Concrete Bock 8" Clay Tile 3-4 tl1e5 high :f s '.r 3s r 3 1/ '� a' Y SS r as "'a: ':n ,, tit., r , fY. > co"'I" ..e pi.f> v e � E a G kd fa ra ais, ALTERATIONS — ALTERACIONES = -` © 2e`i>r to `,zI 3> 5v murY-`a c-cT. T :4%SS `�dl'iJcif;._�Vl7�itk', MQd a:QnS rtd ar}tA114LEQp V>t=. e r rt 't2 4 C S, 65 [)ac ri dr : sS a ! 1 x lh<a rid C7kCa. Y r rC cfe t s?alA top, t,CN r -s r ih any s c 3, member of a ;s unless sip i ,._rrnir,_c by ,:•e I .css _Sig , D ayr:ry. No torte, a ::. e.: U pe lf.,.': rinyt,.l 'nie:-^b y , 4.:'u4. fatal dE, .C) f Sr 3 r s. ,5 J- este E",t:E i,.:a; lit.. t (;ern t;dri ..1 .l clibujo d,:: G'15 n— , df` tTUS, ® Ir Ss .s t have n r erl a du ingconstruction altered v shout the Truss Manufacturer's prior ap„rov'al may Ferider er h Truss Man,1 artuE.r 5 i n te.0 warra, t, , ill: and void. Tritsse=; q,.W se Far' s b-riscar^yado of ant s cons.,-u :6n o hat. side' aft,crados Sin una auto,izafior dellF„)ncsinr . de Trus,c. purscIer, redU— P E'< mi'la: ,. ga an*:a Gel `ratrirarte de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Co Bailor and crane opi-tor (if applicable) are ca- pable to undertake the "M they ha' agreed to do m a particular pro)ect. The contractor should seek any repuired azaance regarding contraction practices from a competent path. The methods and procedures outlined are intended to ensure that the werafl construction techniques employed will put floor and roof trusses into place SAFELY. These recommentlatiom for handling, installing and !racing wood trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of responsibilities Invoked, be presented only as a GUIDE for use by a qualified Building Desprer or Erecoon(Installation Contractor. It is not intended Mat these recommendations be interpreted as superior to any design specfhcabon (provded by either an Architect, Engineer, Me Building Designer, the Erection/Installation Contractor or otherwise) for hurdling, installing and bracing wood busses and x does not dmotude the use d other equivalent methods for bracing and providing stability for the waft and column as may be determined by the truss Erectionnmtaeation Contractor Tnus, the wood Truss Council of America and the Truss plate Institute expressty disclaim any responsibility for damages arming from Cie use, application, or reliance m the recommendations and information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane " Madison, W! 53719 218 N. Lee St., Ste. 312 • Mexandira, VA 22314 6081274-4849 • www.woodtruss.com 703/683-1010 " —Ap rist.org BiWARNIW7 20D505111 K3) — OP & NAILS YRDER (ONO (0. 148 x 3 114" P—nail TOE —NAILS Cd BOTTOM CHORD CONNECTION. THROUGH BACK SIDE OF INTO END GRAIN OF TRUSS ARE NOT ALLOWED) 3) — (0. 148 "x3 114 " P—nail) TOE —NAILS @ TOP d, 'O TTOM CHORD CONNECTION FOR "HR " GIRDER ND (12) NAILS ALONG VERTICAL END WEB OF LIR " GIRDER INTO THE HIP GIRDER TRUSS. 2) — (0. 148 "x3 114 " P—nail TOE —NAILS @ OP & BOTTOM CHORD CONNECTION. R" ?DER TYPICAL HIP SET NAUINA OPEN FACE I Allowable Holes for Uniformly Loaded Beams i , 3" minimum 1/3 depth 13/" diameter maximum 1/3 depth i ---- --- - Allowed Hole Zone 1/3 depth � I Allowable Hole Zone 1/3 span 1/3 span 1/3 span r r Cutting, notching or drilling This hole chart is for typical beam applications only, and covers uniform loads and span holes are NOT allowed, conditions provided in this brochure. except a5 noted. 2. NO square holes are allowed. 3. For other hole configurations, contact your design professional or supplier for assistance. 11 Connections for Side -Loaded Beams 5-1/4" 2"J: 3 Pc. 1-3/4 " 2"E 1.314' x 3 fi---�—t t 7Jt 3 Pc_ 1-3/4" (Bon only) T I 2"j: ,-314-x4 3.5'x2 1.314-x 2.3.5" 1. Specific gravity for nail and bolt design is 0.44. 2. For 2 rows - 16-d nails @ 8' o.c. use 540 plf, 6" o.c. use 720 plf and 4' o.c, use 1080 plf. For 3 rows - 16-d nails @ 8' o.c. use 810 plf, 6' o.c. use 1080 plf and 4" o.c. use 1620 plf. 3. For 2 rows - .131" dia. gun nails @ 8" o.c. use 428 plf, 6" o.c. use 570 plf and 4" o.c. use 855 plf. For 3-rows .131" dia. gun nails 8" o c. use 638 plf, 6" ox, use 850 plf and 4" o.c. use 1275 plf. 4. For 1/2" bolts spaced 8' o.c. use 1125 plf, 6" o.c. use 1500 plf and for 4" o.c. use 2250 plf. 5. The beam must be sized to carry the applied load, the connection can then be checked for adequacy. 6. For 3 piece members, nailing is specified for both sides. 7. Values listed are for 100% duration. Increase 15% for snow loaded roof condi- tions and 25% for non -snow loaded roof conditions. 8. All nail and bolting requirements use the 2001 edition of the NDSCR as a guideline. NDSO does not purely apply to this con- nection problem. Bolt design assumes a worst case mode I single or double shear failure. Nail design assumes a worst case mode III failure. 9. For beams greater than 7" wide see a design professional for the bolting and loading requirements. 10. Screws cqn be used in place of bolts as long as the screw capacity is identical or greater than the 10' bolt capacity. See screw manufacluer literature. Specification Guide 1.0 GENERAL MASTER PLANK® is a laminate construction of spruce veneers procured from forests managed and certified under the Finnish Forest Certification System audited by BVQI (Bureau Veritas duality International) according to the IS014001 environ- mental standard and the ISO 9002 quality standard. It is composed of various qualities of veneer arranged to obtain optimum utiliza- tion of each veneer to develop maximum strength and reliability. All veneers are oriented with the grain parallel to the long dimension of the billet, and is commonly referred to as Laminated Veneer Lumber (LVL). 2.0 3.0 INTENDED USE This product is intended to be used as beams, joists, lintels or rafters under dry conditions of use, and for scaf- fold plank, staging, bleacher seats, cross arms, ladder rails and other industrial applications. DIMENSIONS AND COMPOSITION MATERIAL 4.0 Veneer Plies Face, back and inner plies are all of the same species and meet Pan European Forest Certification requirements. 4.1 Species Norway Spruce (Picea abies) 4.2 Grade The grade shall not be below Grade C, per American Product Standard PS 1. 4.3 Thickness The thickness of each veneer shall be nominal 3.0mm (0.110"). CONSTRUCTION 6.0 Glue Bond Requirements The glue shall meet or exceed American Product Standard PS 1-Exterior Type. 6.0 Grain Direction All veneers shall be oriented with the grain parallel to the long dimension of the billet. 7.0 Veneer Joints All individual veneer joints shall be scarfed and staggered, with a distance between joints of not less than 4" (10.16 cm). 8.0 Tolerances j i Width < 8" (200 mm) t 1/16" (1.5 mm) � ,,�.��±.�y'�R.{'�00�'ink��s'r. 600 mm ' +.' 1'r{8'tr3•��r �,"`k; _ > 24" 600 mm t 0.5 % OR 63 Bearing Information 4 Bearing at Concrete Wall Protect wood from ' direct contact with ' concrete per code �,;�'Considrr concrete requirements. and masonry connectors for this type of application. MANUFACTURE 9:0 Finished Product 9.1 Widths Widths shall be cut within tolerances given, and with square clean edges, for each order. 9.2 Lengths Lengths shall be cut within tolerances given, and with square clear edges, for each order. 9.3 Surface Surface may be sanded or unsanded as required by order. 9.4 Surface Surface (face) veneer may be grade A (clear) if requested. 9.5 Surface To enhance dimensional stability, seal coating can be provided upon request. QUALITY CONTROL 10.0 MASTER PLANK is manufactured under the ISO 9001 quality certification system. Quality control shall be under the supervision of the Technical Research Centre of Finland, Helsinki, Finland. IDENTIFICATION 11.0 MASTER PLANK 2 Strap per code if top gearing for is not continuous - °rerneadrr. Door or Window plate w Header ! J \UTrimmers. See page 4 / item il5, and following 1/2* Plywood tables for minimum or OSD filler number of trimmers. 5 Bearing at Wood or Steel Column \Vcrify required \ bearing area. ' , .3 vrr awoky .4 rrArmpon wM�ao" AgA,K,. NEA-665 -1 Z»oo F, . ZA E L"WATEa VENEER LUMBER Finnforest M... AAk-d Fwdt"As, USA M Fw.a &,O—.d Wand DMA - Minimum of 2 rows 16d (3 12') nail 1 Y o.c, Minimum of 3 rows 16d (3 1/2') nails at 12" o.c. for 14', 16" and 18" beams. Multiple pieces of Master Plank can be nailed or bolted together to form a header or beam o1 Me required size, up to a ma,dmum width of 7". Connection of Multiple Pieces of Top -Loaded Beams For side -loaded Multiple member beams, see table on Pg. 3 N 1-20' 0 20 40 MARSHALL AVENUE I",, x 60' FOTAL R/W .,9 F. X—CUT 0— — 192.50s(R&M) SIR LOT 3 W E5 S 00`26'27" SIR SIR — S 00"26'27" E 60.00s(R&M) SIR I NOTE: BOUNDARY SURVEY AND SITE PLAN LOT 17 'CA LOT 5 'Nolalkly X—X--x Wki ilml (lo IMAM[) X1,11Y 'A' VIL W IWIt, "'I N1 Os 14clelliti"'m 1 1 (N) MtM11RILD ;;IA IMN—CL I W11 ll, IMUMLll 1 01IND sks)ll 110t) M 'IIy "N't I A/C All k/w VlAy (.tlul) NAIL/0"K (sW ()1jCR11jAL) sl 11IIN Hill C01,10HION1 R I Cm 1001,10 COLICIR, I I s, 140)PLAdy Cm,KR NW, Ni)!111 FLOOD INFORMATION; ,i I I VAIN It IILMIN�S V1l.!H1 1111WN AN" I-IR 0111,106,lil N lil 11 11) LWAMNG N%WICL til MRN NAILS Nqt, S ,;N AWRI Atli) )A[, 0001FWAII01'M)Iksv, Oiiltt—t WHO) umtks`l WHIRWIa N011LO III,(— Alil) Ps'0110,11 WIL WY ht FLOOD ZONE PROV11:tO tjY JN0tit(;W)jN0 Llinihia, i0I!1LllA11Ift,. h) WASUREWNib 10 W1 ltl`V't�� Alk tit LXA(;UR-%1iis fsifl ClAsti;y PR,)JjjIfS Sdj()YYN Ilf"LCitj %VjkL N01 �)silssk I11 kUVtNLVIS, 11 ANY. 10 UNWL 11 WIN, COMMUNITY NO. Iq MiSIILA(11111 10H tact MINI!, OR 01111k ?44 NUI IIVAU) 9) WASUNIMMIS I,) W000 I I NO AM PANEL 10W IMOM0,110N 'W's Dckk�!;� PANEL NO. NU, 01�)CD kNUMNANOS NIP SHOVII t,) j1,VA11I)s4­ 11 SHOWN Nik LWflt) (AN )a (A)ISil't 1), WOCA) j?t)fA Ft0jjiAt tMLi1kAN(:Y M�AGEI,40ql SUFFIX ()N 11� PROP(Rly Pt AI 01 WCORI, NA110NA1 (;Jk)l)tllk Vtklkt� IWOM 1919 (1) W'1i WASWtS Aid AGtNo r1t)i1j) Wi, MAI-1- DATE OF FIRM II(A 1A WAII ADDRESS: DATE OF SURVEY MARSHALL AVENUE SURVEY NO. SANFORD, FLORIDA I LEGAL DESCRIPTION: C.F.W' iFiED TO: LOT 4, BLOCK 5. OREAMWOLD, ACCORDING TO THE PLAT A44 1/11, METRO DEVELOPMENT GROUP, INC. THEREOF AS RECORDED IN PLAT BOOK 4, PACE 70. OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. IS A is 11 Y SIGNtU AW) AA3W •is1 S� :1OF A L UNOMO J`JNVI-Y 'L lWNW11 UNIAk 111 01111 " 1. "(1 (;s' 1111 (;N0;R-,,1GNf0 U) CUPIt',, AkiAIA11011ULD A1001 lit 0Alt 01 ',)k)RVf) SHOWN W10014 Alls ('I 1t111; t) AN0101s: I P41111f, s I,, ()'I 11) ! I 10S I 116 Nit 1`A;Ij11A0%' AT!DAI�!)S A', S WHIH Lit 111, ?L01 .�T:" CLOSING SERVICES A IIL��Ilk! BY: It (A)AP1111 It(;' 0A 111sAFMS sAl V C )DI I jH11k)1Ni Ill11(1i I Z�2 ()�/ 11,000A S I A, ,3 ; 1; S 1. 1 , t if If `Id 1111 IV, I': :i,;11'1,1,)'6,l. I I MID/, M Q. NO 52321 No AIL L )F PROFESSIONAL SURVEYOR 00*%k BEALE X 120294 0045 E 4/17/95 6/21/05 28931 7 V \ '41110NOW ASSOCIATES 282 SHOW AVENUE, SUITE 124 LONGWOOD, FLORIDA 32750 PIIONF,: 407-331-5577 FAX: 407-331-9188 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: - - --_. __ 5F08DIST _-_- - _ - - - Builder: Address: Permitting Office: SANFORD City, State: SANFORD, FL Permit Number: Owner: SPEC HOME Jurisdiction Number: Climate Zone: Central I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type Single Pane a. Clear glass, default U-factor 180.4 ft' b. Default tint 0.0 ft' c. Labeled U or SHGC 0.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Frame, Wood, Adjacent b. Concrete, Int Insul, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage b. N/A New _ Single family _ I 3 _ No 1440 ft' Double Pane 0.0 fl' _ 0.0 ft' _ 0.0 ft' R=0.0, 139.4(p) ft _ R=11.0, 416.3 ft' _ R=4.1, 690.7 ft' _ R=30.0, 1440.0 W _ Sup. R=6.0, 50.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 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) Glass/Floor Area: 0.13 Total as -built points: 21299 PASS Total base points: 21989 Cap: 30.0 kBtu/hr _ SEER: 10.00 Cap: 30.0 kBtu/hr _ HSPF: 7.50 Cap: 40.0 gallons _ EF: 0.88 PT, CF, _ I hereby certify that the plans and specifications covered Review of the plans and THE sT by this calculation are in plia ith the Florida ' specifications covered by this �o� = 9T�o Energy Code. calculation indicates compliance �o with the Florida Energy Code. PREPARED B ! Before construction is completed a° DATE: -711 & this building will be inspected for I hereby certify that this g, as designed, is in compliance with Section 553.908 f.I,coD wed`°�' compliance with the Florida Energy Code. Florida Statutes. OWNER/AGENT: j BUILDING OFFICIAL: DATE: DATE: FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:, SANFORD, FL, PERMIT #: I 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 1440.0 25.78 6682.2 Single, Clear E 0.0 0.0 15.0 63.97 1.00 959.6 Single, Clear S 15.0 7.7 40.0 48.22 0.50 958.5 Single, Clear N 0.0 0.0 24.0 30.19 1.00 724.6 Single, Clear W 0.0 0.0 30.0 57.68 1.00 1730.4 Single, Clear S 0.0 0.0 30.0 48.22 1.00 1446.7 Single, Clear SE 18.0 6.0 16.0 61.07 0.41 397.4 Single, Clear SE 18.0 7.7 19.4 61.07 . 0.42 495.4 Single, Clear E 0.0 0.0 6.0 63.97 1.00 383.8 As -Built Total: 180.4 7096.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 416.3 0.70 291.4 Frame, Wood, Adjacent 11.0 416.3 0.70 291.4 Exterior 690.7 1.90 1312.3 Concrete, Int Insul, Exterior 4.1 690.7 1.18 815.0 Base Total: 1107.0 1603.7 As -Built Total: 1107.0 1106.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Base Total: 20.0 96.0 As -Built Total: 20.0 96.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1440.0 2.13 3067.2 Under Attic 30.0 1440.0 2.13 X 1.00 3067.2 Base Total: 1440.0 3067.2 As -Built Total: 1440.0 3067.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 139.4(p) -31.8 -4432.9 Slab -On -Grade Edge Insulation 0.0 139.4(p -31.90 -4446.9 Raised 0.0 0.00 0.0 Base Total: -4432.9 As -Built Total: 139.4 4446.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 1440.0 14.31 20606.4 1440.0 14.31 20606.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT Summer Base Points: 27622.6 Summer As -Built Points: 27525.6 _ .---- __ .__ .-- — _.- Total Summer X System ..................._ = Cooling - Total X - Cap - ------ --_ X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 27525.6 1.000 (1.087 x 1.150 x 0.95) 0.341 0.902 10059.8 27622.6 0.4268 11783.8 27525.6 1.00 1.188 0.341 0.902 10059.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1440.0 5.86 1518.9 Single, Clear E 0.0 0.0 15.0 12.37 1.00 185.6 Single, Clear S 15.0 7.7 40.0 9.90 2.21 876.8 Single, Clear N 0.0 0.0 24.0 15.07 1.00 361.6 Single, Clear W 0.0 0.0 30.0 13.25 1.00 397.4 Single, Clear S 0.0 0.0 30.0 9.90 1.00 296.9 Single, Clear SE 18.0 6.0 16.0 10.59 1.94 328.4 Single, Clear SE 18.0 7.7 19.4 10.59 1.88 385.8 Single, Clear E 0.0 0.0 6.0 12.37 1.00 74.2 As -Built Total: 180.4 2906.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 416.3 1.80 749.3 Frame, Wood, Adjacent 11.0 416.3 1.80 749.3 Exterior 690.7 2.00 1381.4 Concrete, Int Insul, Exterior 4.1 690.7 3.31 2282.8 Base Total: 1107.0 2130.7 As -Built Total: 1107.0 3032.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Base Total: 20.0 102.0 As -Built Total: 20.0 102.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1440.0 0.64 921.6 Under Attic 30.0 1440.0 0.64 X 1.00 921.6 Base Total: 1440.0 921.6 As -Built Total: 1440.0 921.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 139.4(p) -1.9 -264.9 Slab -On -Grade Edge Insulation 0.0 139.4(p 2.50 348.5 Raised 0.0 0.00 0.0 Base Total: -264.9 As -Built Total: 139.4 348.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1440.0 -0.28 -403.2 1440.0 -0.28 -403.2 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT Winter Base Points: 4005.2 Winter As -Built Points: — -- 6907.8 Total Winter X System _ _ .. _ _ Heating _ _ ------ Total X -- Cap - --- X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) - --- -- 6907.8 1.000 (1.078 x 1.160 x 0.95) 0.455 0.950 3547.7 4005.2 0.6274 2512.9 1 6907.8 1.00 1.188 0.455 0.950 3547.7 EnergyGauge^" DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE I 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 3 2564.00 7692.0 40.0 0.88 3 1.00 2564.00 1.00 7692.0 As -Built Total: 7692.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points 11784 2513 7692 21989 1 10060 3548 7692 21299 PASS 0�TKE ,nn , � a EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST ....-. _ .—------ - _ —.._ —__ COMPONENTS — SECTION i REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 1 606 1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area .5 cfm/sq ft._door area Exterior & Adjacent Walls 606.1.ABC.1.2.1 foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility I penetrations; between wall panels & top/bottom plates; between walls and floor. - _.-...--- — — ....... 1 from, and is sealed to, the foundation to the late. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter e, p netratio_ns and seams. Ceilings i 606.1.ABC.1.2.3 Between walls & ceilings, penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board &top plate; installed_ that is sealed at the perimeter at penetrations and seams. Recessed Lighting Fixtures i 606.1.ABC.1.2.4 i conditioned space, tested. ....... Multi -story Houses 606.1-ABC.1.2.5 Air barrier on perimeter of floor cavily between floors. _. _ Additional Infiltration reqts 606.1.ABC.1.3 ^_ _shave combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS __SECTION REQUIREMENTS — t CHECK Water Heaters ! 612.1 breaker (electric)or cutoff as) be_proyided._External_or built-in heat trap re uired j__-_ -must Swimming Pools & Spas 612.1 j must have a pump timer. Gas spa & pool heaters must have a minimum thermal Iefficiency of Shower heads 612.1 flow must be restricted to no more 2.5gallon_per minute at 80_PSIG____-. __. - --r- --- --- _ Air Distribution Systems 610.1 _Water attached, sealed, insulated, and installed in accordance with the criteria of Section 610. 1 Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCSB v3.30 DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more efficient the home. SPEC HOME, , SANFORD, FL, 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 30.0 kBtu/hr - 3. Number of units, if multi -family 1 - SEER: 10.00 _ 4. Number of Bedrooms 3 - b. N/A - 5. Is this a worst case? No - - 6. Conditioned floor area (ft') 1440 ft' c. N/A - 7. Glass area & type Single Pane Double Pane - - a. Clear - single pane 180.4 ft= 0.0 ft2 - 13. Heating systems b. Clear - double pane 0.0 ft2 0.0 ft2 - a. Electric Heat Pump Cap: 30.0 kBtu/hr - c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 - HSPF: 7.50 - d. Tint/other SHGC - double pane b. N/A - 8. Floor types - - a. Slab -On -Grade Edge Insulation R=0.0, 139.4(p) ft - c. N/A - b. N/A - - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 40.0 gallons - a. Frame, Wood, Adjacent R=11.0, 416.3 ft2 - EF: 0.88 - b. Concrete, Int Insul, Exterior R=4.1, 690.7 ft2 - b. N/A - c. N/A - - d. N/A - c. Conservation credits - e. N/A (HR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=30.0, 1440.0 fl= - 15. HVAC credits PT, CF, - b. N/A - (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 50.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) ST9�� in this home before final inspection. Otherwise, a new EPL Display Card will be completed O�T1iE based on installed Code compliant features. Builder Signature: Date: a° * 9 Address of New Home: City/FL Zip:ooD *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. TM your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.30) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5860 Fax: 407-886-6326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeeir.com Project Information For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL Notes: 1440 SQ FT Design• • Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 24724 Btuh Ventilation air 50 cfm Ventilation air loss 1760 Btuh Design heat load 26484 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling2 Area (ft2) Volume (ft') 11422 11372 Air changes/hour 1.00 0.50 Equiv. AVF (cfm) 190 95 Heating Equipment Summary Make Trade Efficiency Heating input Heating output Heating temp rise Actual heating fan Heating air flow factor Space thermostat 0.0 HSPF 0 Btuh @ 47°F 0 OF 1000 cfm 0.040 cfm/Btuh Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 18240 Btuh Ventilation 990 Btuh Design temperature swing 3.0 OF Use mfg; data n Rate/swing multiplier 0.98 Total Sens. equip. load 18845 Btuh Latent Cooling Equipment Load Sizing Internal gains 920 Btuh Ventilation 1474 Btuh Infiltration 2795 Btuh Total latent equip. load 5189 Btuh Total equipment load 24035 Btuh Req. total capacity at 0.70% SHR 2.2 ton Cooling Equipment Summary Make Trade Efficiency 0.0 EER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual cooling fan 1000 cfm Cooling air flow factor 0.055 cfm/Btuh Load sensible heat ratio 79 % Sold(italie values have been manually overridden A:. wrilghtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21 CMK F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1 RIGHT-J SHORT FORM Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@c8.rr.com Web: ceebeeair.com Project Information For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL Htg Clg Outside db (OF) 38 93 Inside db (OF) 70 75 Design TD (OF) 32 18 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 43 HEATING EQUIPMENT Make Trade Efficiency Heating input Heating output Heating temperature rise Actual heating fan Heating air flow factor Space thermostat 0.0 HSPF 0 Btuh @ 470F 0 OF 1000 cfm 0.040 cfm/Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 COOLING EQUIPMENT Make Trade Efficiency 0.0 EER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual cooling fan 1000 cfm Cooling air flow factor 0.055 cfm/Btuh Load sensible heat ratio 79 % ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) MAST BED 212 5817 4573 235 251 DINING 89 2492 1277 101 70 FOYER 56 1628 661 66 36 LAUNDRY 71 834 1018 34 56 KITCHEN 105 261 273 11 15 BATH 2 52 130 136 5 7 BED 3 174 4198 4200 170 230 BED 2 163 3651 2685 148 147 FAMILY 364 3324 2112 134 116 MAST BATH 74 1831 1081 74 59 A A A �%All/ G15 CC7 nl)13 7Z 4 7 Bold/italic values have been manually overridden wngjjtsoft Right -Suite Residential"' 5.5.06 RSR30434 2005-Jul-11 10:46:21 ,� F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1 Entire House d 1422 24724 18240 1000 1000 Ventilation air 1760 990 Equip. @ 0.98 RSM 18845 Latent cooling 5189 Tl1TA1 CI AAn'% I)n AOA Annn 4AAA W o —1 I--- LVTV-T LTVVV I vvv • vvv Bold/italic values have been manually overridden t wrightsoft Right -Suite ResidentialT 5.5.06 RSR30434 FARIGHT J ARCHIVES12005\5FO6DIST.rsr 2005-Jul-11 10:46:21 Page 2 RIGHT-J COMPONENT CONSTRUCTION REPORT Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeair.com Project• . • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL Design Information Htg Clg Infiltration Outside db (°F) 38 93 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°) 32 18 Fireplaces 0 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 43 CONSTRUCTION DESCRIPTIONS AREA R-VAL AIR HTG HTM LOSS CLG HTM GAIN (ft') (ft'-°F/8tuh) (Btutd°F) (Btuhlft') (Btuh) (8tuhK?) (Btuh) WALLS 13C Wd Fr Part,R-11,1/2" Gypsum,R0.5 Sheath 416 11 37.5 1.4 599 1.2 487 14B Masonry Wall,8" or 12" Block + R-5 691 6.9 99.5 4.6 3183 2.1 1422 WINDOWS 1 C Metal Frame, Single Pane, Clear Glass 121 0.9 140 gA Door,Wood Fr,Single Pane, Clr Glass 19 1.1 18.2 8C SGDoor,Metal Fr,Single Pane,Clear Glass 40 0.9 46.2 DOORS 11A Metal, Fiberglass Core 20 1.7 11.8 CEILINGS 16G Under Unconditioned room, R-30 insulation 1422 30 46.9 FLOORS 22A Slab Floor on Grade, No Edge Insulation 139 1.2 113 37 4472 58 7025 30 581 29 571 37 1477 29 1175 19 377 13 255 1.1 1501 26 3614 1.4 1970 0.0 0 wroghtsoft Right -Suite ResidentialT 5.5.06 RSR30434 2005 Jul-11 1 Page 1 AC F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1 Sheet 1 Job #: 5F08DIST Performed by JAS for: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY FL CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247 APOPKA, FL 32704-2247 Phone:407-886-5960 Fax:407-886-6326 Scale: 1 : 86 Page 1 Right -Suite Residential (tm) 5.5.06 RSR30434 2005-Ju1-11 12:55:55 IT J ARCHIVESQ005�5F08DIST DUCT SYSTEM SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886.6326 Email: ceebeeairsystems®cil.n.com Web: ceebeeair.com Project Inf• • • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL External Static Pressure: Pressure Losses: Available Static Pressure: Friction Rate: Actual AVF: Total Effective Length (TEL): HEATING COOLING 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.000 in/100ft 0.000 in/100ft 1000 cfm 1000 cfm 359 ft Supply Branch Detail Table Name Htg (Btuh) Clg (Btuh) Htg (cfm) Clg (cfm) Dsn FR Vel (fpm) Dia (in) Rect Sz (in) Duct Matl Tmk MAST BED 5817 4573 235 251 0.000 0 0 9x 0 VIFx stl DINING 2492 1277 101 70 0.000 0 0 6x 0 VIFx stl FOYER 1628 661 66 36 0.000 0 0 5x 0 VIFx stl LAUNDRY 834 1018 34 56 0.000 0 0 5x 0 VIFx stl KITCHEN 261 273 11 15 0.000 0 0 5x 0 VIFx SO BATH 2 130 136 5 7 0.000 0 0 4x 0 VIFx stl BED 3 4198 4200 170 230 0.000 0 0 8x 0 VIFx stl BED 2 3651 2685 148 147 0.000 0 0 7x 0 VIFx stl FAMILY 3324 2112 134 116 0.000 0 0 7x 0 VIFx stl MAST BATH 1831 1081 74 59 0.000 0 0 6x 0 VIFx stl MAST WIC 557 223 23 12 0.000 0 0 4x 0 VIFx stl Supply Trunk Detail Table Name Trunk Type Htg (cfm) Clg (cfm) Vel (fpm) Diam (in) Rect Duct Size (in) Duct Material Trunk stl Peak AVF 1000 1000 0 0 12 x 0 RectFbg Bold/italic values have been manually overridden 1 wrightsoft Right -Suite Residential' 5.5.06 RSR30434 2005-Jul-11 10:57;54 F:\.RIGHT J ARCHIVESt2005\5F08DIST.rsr Page 1 Return Branch Detail Table Diffus Design Design Design Vel Dia Rect Sz Stud/Joist Duct Name Sz (in) AVF (cfm) (in H2O) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb1 0 x 0 274 0.00 0.000 0 0 14 x 0 VIFx rt1 rb2 0 x 0 71 0.00 0.000 0 0 9 x 0 VIFx rt1 W 0 x 0 142 0.00 0.000 0 0 8 x 0 VIFx rt1 rb4 0 x 0 514 0.00 0.000 0 0 10 x 0 VIFx rt1 Return Trunk Detail Table Name Trunk Type Htg (cfm) Clg (cfm) Vel (fpm) Diam (in) Rect Duct Sz (in) Duct Material Trunk rt1 Peak AVF 1000 1000 0 0 14 x 0 RectFbg C. wrnghtsoft Right -Suite Residential- 5.5.06 RSR30434 Zrx F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr 2005-Jul-11 10:67:54 Page 2 DUCT TREE DIAGRAM Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-88"326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeeir.com Project• • • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL External Static Pressure: Pressure Losses: Available Static Pressure: Friction Rate: Actual AVF: Total Effective Length (TEL): HEATING COOLING 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.000 in/100ft 0.000 in/100ft 1000 cfm 1000 cfm 359 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MAST BED DINING FOYER LAUNDRY KITCHEN BATH 2 BED 3 BED 2 FAMILY MAST BATH MAST WIC —250. —69. —36. —55. —14. —7. —230. —147. —115. —59. —12. RETURN TRUNKS AND BRANCHES rb1 —273. rb2 —70. rb3 —141. rb4 —513. Sold/italic values have been manually overridden 1 wrightsoft Right -Suite Residential- 5.5.06 RSR30434 F:\RIGHT J ARCHIVES\2005\5FOODIST.rsr 1000 1000 2005-Jul-11 10:57:54 Page 1 Job #: 51F08DIST Performed by JAS for: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY FL Sheet i CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247 APOPKA, FL 32704-2247 Phone:407-886-5960 Fax:407-886-6326 Scale: 1 : 117 Page 1 Right -Suite Residential (tm) 5.5.06 RSR30434 2005-Jul-11 10:57:45 IT J ARCHIVES\2005\5F081 Job:(RDVRML30) /Rod Vermillio /Metro I Al THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 11.27 It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. TC1 -I- TC2 TC3 TC4 19 19' �---- 6'10"B - + 6'0"7 + 8'T'1 6'1"1 6'0"7 LVC 38' - {�}� 9'6' ♦ 9'1'2 + 38' - �- BC1 + BC2 -I_ - Rv=16D5# U=424# W=8' SEAT PLATE REQUIRED LEFT RAKE - 1'4"14 LEFT JIG = 20'1"10 DESC. = Al 'jqMTfN` H"- 9, .. FBC/TPI1995(STD)._.__.._. ... QTY= 4 TOTAL 4 "034 FALCON0410ft PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 4 9 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND �yL. MOUNT DORA, f32757 WARNINGS. FL, REG. 18243 51"2 ♦ 9'6" =��{ BC3 + BC4 Rv=16W# U=424# W=8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 20'1"l0 SEQ = 30743 REV. 7.02.0527.10 _.... ....... SCALE=0.2059 ..... .......... ....... ._._....... . _..._ ._...._ ._. ......._ ... . ...... __ TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job:(RDVRML30) /Rod Vermillio /Metro / A2 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 11.2711 mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and L1240 total load. TC1 -I- TC2 TC3 TC4 19 15 6'07 611*1 6111 6'07 6'10"8 �{ F— 1t71'12 38' — �-- BC7 BC2 Rv=181# U=180# W-8" SEAT PLATE REQUIRED Rv=1917# U=503# W=11"13 SEAT PLATE REQUIRED LEFT RAKE _: 1'4"14 LEFT JIG = 20'1"10 DESC. = A2 PLT,T �I,1 E � FBCITP11995(STD) _.. _. Q I TY`= 1 1-1 TOTAL 1 Coll '034 Wetwsmt' a PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL, 1 9 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA I" FL 32757 WARNINGS. FL. REG.18243 - 2T10"4 9'1"2 ♦ 916" =i`I BC3 + BC4 R, 11130 U=295# W18" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 20'1"10 SEQ = 30740 REV 7.02.0527.10 SCALE 0 2059 _._........_.. ....., _..__._,._. TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job (RDVRML30) lRod Vermillio /Metro / A3 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.94 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 Itfrom roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets U3601ive and U240 total load. �— TC1 TC2 F TC3 TC4 TC5 1T ♦ 4' 1T ------ �-- 6'2"3 54"12 4' —-- 5'S•1----+}~-- 5'4"7 ♦ 678 �{ IN 3X r�s Fr� �---- Rv=1605# U=425# 1Ar8" BC1 SEAT PLATE REQUIRED i I 'CLEFT R&KE = 1IN4 ±rr..Bk ie,iYD.�r�4Yf6i..wwr1 w.: ♦C FBCrrPI1 38' 8'2"14 +} 3'1D"4 8'1"2 38' BC2 + BC3 QTY= 1 TOTAL= 1 JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 MOUNT OOK FL 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL REG.1824 WARNINGS. m �8' 8'6" BC4 —� Rv=-16050 U=425# VW8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 18'0"5 SEQ = 30758 REV 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips JobjRDVRML30) /Rod Vermillio /Metro / A4 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.94 If mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 fl from roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets U360 live and L/240 total load. �— TC1 TC2 TC3 TC4 TC5 1T ♦ 4' 1T — �-- 673 5'5"1 5,4"12 —+'— 4' --♦-- 5'S"1 '}' 5'4"7 I 678 12'4"13 25'7"3 I:h 8'6" ♦ 3'5"15 --♦- 4'8"15 3'10"4 8'1"2 - �= 38' BC1 + BC2 BC3 Rv--3210 U=180# W=8" SEAT PLATE REQUIRED Rv=1899# U=4989 W=5"11 L' EFT RAKE = 1'4"14 LEFT JIG = 180"5 IJ4 FALCONDAIDGE PLACE JUL 19 L005 MOUNT DORA, FL 32757 FL. REG.18243 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. e's" ^ILI BC4 Rv=991# U=2640 W=8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 18'0"5 SEQ = 30737 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro I AS Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 �- TC1 — THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 12D mph wind, 10.61 It mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and L/240 total load. —. TC2 TC3 TC4 15' ♦ 8' 15' - -+}�— 8'1 T11 4' 4' 611 "6 b, to �B. {%}�— T6" 1'4" BC1 Rv=1608# U=427# V0-8" SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 1511 04MMUNLUS, RE, FBCrrPl1995(STC '03 Ept�EtlDiE PLACE 38' T1'2 ♦ 4' ♦ 4' 7'1'2 T6" �{i{ 38, BC2 BC3 J Rv=1518# U=395# W=8' SEAT PLATE REQUIRED QTY= 1 TOTAL= 1 JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED `, , i�{� ry p ell C +C PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR INfOVIri'LJ�I'fM, FL 3r,f7% WARNINGS. AL NOTES,IMPORTANTSPEClFICATIONS AND FL. REG.18243 RIGHT JIG = 15'11" SEQ = 30755 REV 7.02.0527.10 SCALE=0.2129 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job.(RDVRML30) /Rod Vermilfio /Metro / A6 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT Il, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 (A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better "T` brace. 80°k length of web member. Attached ' Deflection meets L/360 live and U240 total load. with 8d nails @ 6" OC. �---- TC1 15' F--- 8'0"5 14'713 TC2 TC3 6'11"U g' li{�---- 76" ♦ 6'S'15 ♦ 8'5"7 - �� 38 gC1 BC2 Rv=390# U=180# Vlh-4" Rv=1952# U=503# -5"11 LEFT RAKE = V414 LEFT JIG = 1611" DESC. = A6 FBC/TPI1 ��;t� 1r`i%*......._ .... _._ .....__ _. _ ...... QTY 1 TOTAL= 1 i034 FALCONDRIDGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DOK FL 3,2757 WARNINGS. FL. REGA8 _ TC4 TC5 j 15' - 23'7"3 - 72"14 ♦ TB" L� BC3 -I Rv=8699 SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 15"11" SEQ = 30734 REV 7.02.0527.10 SCALE 0 2059 _ . _ ....... ..._ . _.. _..... __. _......_ .._ ....._ _ _.....,...._.. TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 five and U240 total load. Job:(RDVRML30) /Rod Vermillio /Metro / A7 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 TC1 - - 13' i — TO"10 611"6 i6' TC2 . 12' 38' - 14" 38' - i i BC1 BC2 Rv=16DB# U=428# W=8' SEAT PLATE REQUIRED L" EFT RAKE = 1'4"14 LEFT JIG = 13'9"12 DESC. = A77 FBC/TPi1995(STD)_......_.. ..........._.. ..... QTY 1 TOTAL 1 '034 FALCONDR100f PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DO'R A',FL 3V37 WARNINGS. FL. REG.18243 6' ♦ 5' 11"6 6' 6'1"2 TC3 13' 7'0"10 �{ l--w 66' — BC3 —I Rv=15189 U=398# W=8" SEAT PLATE REQUIRED RIGHT JIG = 13'912 SEQ = 30752 REV 7.02.0527.10 SCALE 0 2129 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / A8 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS. MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC Bot chord 2x4 SP Al DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. TC1 TC2 TC3 13' ♦ 12' 13' 70"10 511"6 5'10"4 61"12 5'11"6 7'0"10 �{ 3X4 n- 16'2"13 ♦ 217"3 — ILIr 66" 6'1"2 Y4"13 2'8'15 -+-- 510"4 61"2 38' BC1 BC2 Rv=472# U=180# -4" Rv=1991# U=522# W-6111 LEFT RAKE .: 1'4"14 LEFT JIG = 13'9"12 434aLCol5DUE PLACE JUL 19 2005 MOUNT DORA, FL 32757 FL, REG.18243 FBC/TPI1995 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 6'6" =1 I BC3 Rv=747# U=203# W8" SEAT PLATE REQUIRED RIGHT RAKE = V4" 14 RIGHT JIG = 13'9"12 SEQ = 30731 REV. 7.02.0527.10 SCALE=0.2059 ....,_.._... ........ _...__ .._. m... TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30)lRodVermillw/Metro/A9 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT i_..... _.... _.. _._ ....... _. _._.. Top chord 2x4 SP #1 120 mph wind, 10.13 ft mean hgl, ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge, CAT 11, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets L/360 live and L1240 total load. TC1 11' ♦ F 6'0"10— 4'11"6 6'11"12 TC2 13'8' 38.- I�I�--- 5'6" .5'1"2 ♦ 68"4 + 1'4- 38' - BC1 + BC2 Rv=16080 U=429R W=8- SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 11'8" 7 tflafibjP. _.._ FBC._lTPI1995(STD) QTY.... TOTAL 1 . ,...... _.. _._ '034 FALCONMOGE PLACE JUL05 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND CC e}'# MOUNT ©OIM, FL 32757 WARNINGS. FL. REG.18243 �j TC3 TC4 6'8'4 —r--— 56'6 SXB TI C 1-�B' 6'8"4=f��-�}�-5'8"2 + 6'1-=1�{ �. BC3 -I Rv=1518# U=3950 W=8" SEAT PLATE REQUIRED RIGHT JIG = 12'11"3 SEQ = 30749 REV 7.02.0527.10 SCALE=0.2129 _._ _...,,_ .... .._ ., .. ..............._..._.._... TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE Spec Job:(RDVRML30) /Rod Vermillio /Metro / A10 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 9.94 fl mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC Boll chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 (A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better "T' brace. 80%length of web member. Attached Deflection meets U360 live and U240 total load. with 8d nails @ 6" OC. TC1 11' T 3x TC2 TC3 -I . 16' -�• 11' - T 8'1`12 + 4'l1"6 ♦ 6'0"10 "I I 18'6` ICI--- 5-6" + 61"2 + sa" _;— 2'5"12—{----- T1o"4 38' BC1 + BC2 Rv=535# U=180# -4" Rv=1905# U=500 W=4" LEFT RAKE = 1'4"14 LEFT �.JIIG�11'8"7� p MWIR&f ' Akas{�t Tig' FBC/TPI1995(STD) QTY= 1 TOTAL= 1 JUL 1 9 2005 � MOUNT DOHA, FL 32757 FL.REG. 18243 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 21'4" 17 BC3 Rv=7719 U=208# W=8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'8"7 SEQ = 30728 REV 7.02.0527.10 SCALE 0 2059 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / All THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.13 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT ll, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets 1-/360 live and L/240 total load. TC1 TC2 _I_ TC3 TC4 5 13'8" 37 127 4'10"14 4'1"2 4'8"7— 46"11 4'4"15 3'2" 67*10 �I cve T fn v 1--o 8' 38' 87"2 V4*15 4'6"11 —+— 44"15 3'5"6 5'6"2 6'1" Ohl 1'4" BC1 + BC2 BC3 Rv=16087E U=429# vw8" Rv=1518# U=394# W-18" SEAT PLATE REQUIRED SEAT PLATE REQUIRED PLE6-AKE = �r4"14 LEFT JIG = B'7"2 .FBC/TPI19 134 FALCONORIDGE PLACF QTY= 1 TOTAL= 1 JUL 1OQS THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 MOUNT GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA, FL 32757 WARNINGS. FL. REG.18243 RIGHT JIG = 12'11"3 SEQ = 30746 REV 7.02 0527 10 SCALE=0.2129 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.0psf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG O/A LEN. 38 TYPE Spec Job (RDVRML30) /Rod Vermillio /Metro / Al2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top 11 chord 2x4 SP #1 120 mph wind, 9.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT Il, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 (A) Continuous lateral bracing equally spaced on member. Or tx4 #3 or better T brace. 80°A length of web member. Attached Deflection meets L/360 live and U240 total load. with 8d nails @ 6" OC. T 3x s_+s TC1 Imo--- 5 ♦ �.-- 410'14 4'1"2 6'9'12 TC2 TC3 + TC4 _I 20' I 9" ♦ 6'4'6 6'B"12 ♦ 4'1'2 4'10"14 --I h . 1616' 1 21'4" I:{�---- 8'7"2 ♦ 66"4 59"12 ♦ 6'64 38' BCt BC2 Rv---567# U=1800 -4' Rv=18480 U=4 7# V+/-4" L► EFT RAKE" = 1'4"14 LEFT JIG = 9'72 '1034 FaLC0N8RinrF Pi or. JUL 1 9 2005 MOUNT DORA, FL 32757 FL. RLD.1824. FBCITPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 87'2 BC3 =j Rv=796# U=212# W=8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 9'7"2 SEQ = 30725 REV. 7.02.0527.10 1111 SCALE=0.2059 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / A13 Top chord 20 SP #1 :TC2 2x6 SP #1: Bot chord 2x6 SP #1 Webs 20 SP #3 SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at -1.33 to 60 PLF at 7.00 TC - From 127 PLF at 7.00 to 127 PLF at 13.54 TC - From 60 PLF at 13.54 to 60 PLF at 39.33 BC - From 4 PLF at -1.33 to 4 PLF at 0,00 BC - From 20 PLF at 0.00 to 20 PLF at 7.00 BC - From " PLF at 7.00 to 44 PLF at 13.54 BC - From 20 PLF at 13.54 to 20 PLF at 38.00 BC - From 4 PLF at 38.00 to 4 PLF at 39.33 BC - 484 LB Conc. Load at 7.00 BC - 1860 LB Conc. Load at 13.54 i— TC1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required NAILING SCHEDULE: (10d box_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS 1 ROW C 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psi. (A) Continuous lateral bracing equally spaced on member. Deflection meets Lt360 live and L/240 total load. Calculated vertical deflection is 0.52" due to live load and 0.51" due to dead load at X = 13-8-4 TC2 r TC3 TC4 7' 13'8" + F5'2" 12'2" 4'1"14 710"2 6'11"12 1 Q 684 `5� 516"6617"10 SX6 4 12 8X12 3X4 SX12 WB 3X4 _ 3X4 (A) f W1 W5 W7 W10 X10(A1) 4X5(At) �*8' 3X4 HS616 3X4 8X10 3X4 {.a 60"1D + 6111"12 + 611"12 3�CR + 52" + ssz s1o" —I i ems{ 7• gig^g 24'5"8 48" BC1 Rv=3637# U=1043#' W-8" SEAT PLATE REQUIRED i :E = 1'4"14 = T5" 14 P.t. FBC/TPI1995(STD) '034 FALCONBR1DGE PLACE JUL 10 '2005 MOUNT DORA, FL 32757 FL. REG.18243 BC2 QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BC3 Rv--2508# U=720# W=f SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 12'11"3 SEQ = 30632 REV. 7.02.0527.10 _._. SCALE=0.2059 ......... . _. _..., _.... _ .... __ .... TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DURTAC. 1.25 SPACING 24.0" TYPE spec Job:(RDVRML30) /Rod Vermillio /Metro / A14 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psi, wind BC DL=5.0 psf. #1 hip supports 74)-0 jacks with no webs. Deflection meets 1-1360 live and U240 total load. T N 3 Yf5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required NAILING SCHEDULE: (10d box nails) TOP CHORD: 1 ROW Q 12" o.c. BOT CHORD: 1 ROW Q 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (A) #3 or better scab brace. Same size & 80% length of web member. Attach with 10d nails @ 6" OC. Left side jacks have 7-0-0 setback with 0-2-0 cant and 1-4-0 overhang. End jacks have 7-M setback with D-M cant and 1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. �— TC1 + TC2 TC3 TC4 --� I -- 7' 24' 1 r ,I �--- 3'10"14 —�-- 3.1.2 8'2'5 775 6'2"5 - - - 3'1"2 —�I� 3'10"14 q f7 SX5 SXB 4X4 SXB �3X4 1M2 (A) �3X4 T W1 � � W7 "'� X6(A1) 3X6(At) 8, SX6 3X4 X. 3X4 5X6 n^ 166" (:}�---- 6'72 T 10"13 ♦ 1 9"3 ♦ B'5"3 3W I^- 7' 24' raa BC1 BC2 BC3 Rv=1021# U=291# -4" Rv=4# 4045# U=10864" L' EFT RAKE = 1'4"14 LEFT JIG = 7 5 14 ��■�..,.._,.. FBC/TPI1995(STD) _........ _ QTY= 1 PLIES= 2 TOTAL= 2 PAL(ObN"Fireft PLACE JUL 1 9 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR AL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT M FL U757 WARNINGS. FL. RM 18243 21'4" 7'10"13 67"2 =1�I T 4e BC4 -I Rv=14270 U=396# Wlir SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 7'5"14 SEQ = 30666 REV 7.02.0527.10 ..___ SCALE=0.2059 ._.. _.. _... .................. TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.0psf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job-(RDVRML30) /Rod Vermill'io /Metro / B1 Top chord 2x4 SP #1 Bof chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. f7 3X4(A r+s THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.94 it mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 fist. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. TCt + TC2 2'4" F--- 6'0"10 4'l1"6 2'4" 4'11"6 — TC3 11' — 4X4 06 12 4 p 3X4 W3 3X4 N Q 1) W1 W2 3X4(AI) 8' 3X4 SX6 3X4 3X4 ELi•-- 5'6" BC1 Rv--WB# L =250# H=Simpson HUS26 wl(4) 16d, 0.162"x2.5" nails in Truss w/(14) 16d, 0.162"x2.5" nails in Girder Girder is (2) 1.50x 5.50 SP SolidSawn LEFT JIG = 11'8"7 P.E+ FBC/TPI1 ,034 FALCON1301061! PLAL JUL 19 2005 MOUNT DORAt FL 32757 FL. REG.16243 24'4" 5'2"14 2'2"4 5'1"2 5'6" =i-'•i 24'4" BC2 J Rv=1064# U=2M# W=B" SEAT PLATE REQUIRED CITY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. RIGHT RAKE = 1'4"14 RIGHT JIG = 11'87 SEQ = 30624 REV 7.02.0527.10 SCALE 0 3262 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC ILL O.Opsf TOT.LD. 40.Opsf O/A LEN. 240400 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / B2 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require Deflection meets L/860 live and L1240 total load. different connections than indicated. Refer to manufacturer publication for additional information. TC1 TC2 --+— TC3 TC4 F--- 4'10"14 4'1"2 3'1.8. V11*2 24'4" F: 8'8"14 ♦ 4'6"4 ♦ 10'3"2 5'8"14 =- 24'4" - - 1'4" +I BC1 + BC2 I Rv=968# =2499 H=Sanpson HUS26 Rv=1060 U=263# W=8" w1(4) 16d, 0. 162-x2.5" nails in Truss SEAT PLATE REQUIRED w/(14) 16d, 0.162-4.5" nails in Girder Girder is (2) 1.50x 5.50 SP SolidSawn �-T` RIGHT RAKE = 1'4"14 RIGHT JIG = 114"4 0619 30.3262 FBC/TPI1995(STD) QTY 1 TOTAL 1 REV 7.02.0527.10 SCALE �jp�1#1 �t ygq +�y.�+ #/► J`T%1it�[7nlulaC'1'LF1{+._. ......_.......... __... _. ..._. - _..__._....... TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf OU9= DORA, FL�� FOR AL NOTES,IMPORTANTSPEClFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 240400 FL. AEG. 1$2'AA��N WARNINGS. DUR.FAC. 1.25 SPACING 24.0" TYPE spec Job:(RDVRML30) /Rod Vermillio /Metro / 83 Top chord 2x4 SP #1 Bot chord 2x6 SP #1 :BC2 2x4 SP #1: Webs 2x4 SP #3 SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 25.67 BC - From 20 PLF at 0.00 to 20 PLF at 24.33 BC - From 4 PLF at 24.33 to 4 PLF at 25.67 BC - 1561 LB Cone. Load at 3.06 Deflection meets U360 live and L/240 total load. TC1 TC2 -- TC3 — T ♦ T 3'8" — 4'6"4 ♦ 2'5"12 —♦-- 3' ♦ 3'8" — THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required NAILING SCHEDULE: (10d_box nails) TOP CHORD: 1 ROW 12" o.c. BOT CHORD: 1 ROW 12" o.c. WEBS ' 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP B, wind TC DL-5.0 psf, wind BC DL-5.0 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 4'11"2 — TC4 10'8" — 5'8'14 =i 24'4" 3'8"10 + 77'8 -- — 2'8"6 + 3'11-8 10'3 2 i 24'4" _,_ 1'4"'I I� 3'0"12 15610 BC1 Rv--2345# U l8# H=Simpson HGUS26-2 wl(4) 16d, 0. 162"x2.5" nails in Truss wl(20) 16d. 0.162'SQ.S" nails in Girder GIB is (2) 1.50x 5.50 SP SolidSawn JIG = 7'5"14 .=R3 934 FALCONRRIDGE PLACI JUL. 19 2005 MOUNT 00RA, FL 32757 FL. REG.18243 FBC/TPI1 21'3"4 QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BC2 Rv=1248# U=4350 VV=E SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"3 SEQ = 30614 REV. 7.02.0527.10 SCALE=0.3262 TC LL 20.Opsf REF TC DL 1 O.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 240400 DUR.FAC. 1.25 SPACING 24.0" TYPE spec Job:(RDVRML30) /Rod Vermillio /Metro / C1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 20 SP #3 SPECIAL LOADS ---(LUMBER DUR.FAC.=1.25 / PLATE DURYAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 22.54 BC - From 20 PLF at 0.00 to 20 PLF at 0.69 BC - From 50 PLF at 0.69 to 50 PLF at 20.40 BC - From 20 PLF at 20.40 to 20 PLF at 21.21 BC - From 4 PLF at 21.21 to 4 PLF at 22.54 5'7 6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B. wind TC DL-5.0 psf, wind BC DL=5.0 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. TC1 TC2 1 V6"8 W'e" — #11"2 4'11"2 5'8"14 - 21'2"8 F� 610"15 ♦ 5'6"13 ♦ 6'11"11 - -- — 21'2"8 - - 1'4" �i BC1 Rv=1139# =393# H=Simpson HUS26 w/(6) 10d Common, 0.148"x3.0" nails in Truss w/(14) 10d Common, 0. 148'x3.0" nails in Girder Girder is (1) 1.50x 5.50 SP SolidSawn BC2 �1 Rv=1234# U=426# W=8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 ` — RIGHT JIG = 11'4"4 L' EFT J1G = 11'2" 13 DESC. = C1 � - A ► ► FBCrrPI1995(STD) QTY= 3 TOTAL= 3 REV„ 7.02.0527.10 SEQ 30660 SCALE 0 3714 TC LL 20.Opsf REF 1.14 FALCONRRIOGE PLACE TC DL 10.0psf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG J U L 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 210208 ikAnUNT IDO t , 32757 MV 1 WARNINGS. DUR.FAC. 1.25 FL. REG.18243 SPACING 11 24.0" TYPE GOmn Job.(RDVRML30) /Rod Vermillia /Metro / C2 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 22.54 BC - From 20 PLF at 0.00 to 20 PLF at 0.69 BC - From 50 PLF at 0.69 to 50 PLF at 20.40 BC - From 20 PLF at 20.40 to 20 PLF at 21.21 BC - From 4 PLF at 21.21 to 4 PLF at 22.54 s'7"6 F � 6'10"15 Rv=11420 U=394 W=6"6 SEAT PLATE REQUIRED LEFT JIG = 11'2" 13 Oft WhUlL ulb, r.4 FBC/TPI1 '034 FALCONRRinrr..ol A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 ft mean hgl, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B. wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and U240 total load. TC1 TC2 mare ma• — 411"2 4'11"2 + BC1 21'2"6 6'6"13 217"6 QTY= 1 TOTAL= 1 JUL 1 9, 7 P, THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT OUNA, �L 32151 WARNINGS. FL: REG.182,d? 68"14 - s•11"11 _ _ 1'4" — BC2 _I Rv--1231# U=4250 W=6" SEAT PLATE REQUIRED RIGHT RAKE = T4" 14 RIGHT JIG = 11'4"4 SEQ = 30655 REV 7.02.0527.10 SCALE 0 3714 TC LL 20.Opsf REF TC DL 10.0pSf DATE 06-01-2005 BC DL 10.Opsf DRWG _ BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 210208 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job.(RDVRML30) /Rod Vermillio /Metro I C3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 SPECIAL LOADS —{LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at -1.33 to 60 PLF at 22.67 BC - From 4 PLF at -1.33 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 0.81 BC - From 50 PLF at 0.81 to 50 PLF at 20.52 BC - From 20 PLF at 20.52 to 20 PLF at 21.33 BC - From 4 PLF at 21.33 to 4 PLF at 22.67 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50It from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and U240 total load. TC1 TC2 — 10'8" 10'8" — 5'8'14 4'11'2 + 4'11"2 +} 5'8'14 -�I I �L 6'11'11 {F 1'4' BCt — Rv--1234# U=42 W=8" SEAT PLATE REQUIRED LEFT RAKE t=!'4"14 LEFT JIG = 11'4"4 DESCI = C3 21'4" . 6'6"13 21'4" . FBCIfPl1995(STD) ..._... ,...._.__.. QTY 2 TOTAL 2 '034 FALCONRRIDGE PLACI THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA,'FL 32757 WARNINGS. FL. REG.'18243 1'4' BC2 J Rv=1234# U=424# W=8" SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30650 REV. 7.02.0527.10 SCALE=0.3488 ....._...... _ .. _... _.._.., _._ ..._.._ ..__._ .. TC LL _..____. "_' __ 20.Opsf ... ._ REF TC DL 10.0pSf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL 0.0psf TOT.LD. 40.Opsf O/A LEN. 210400 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job:(RDVRML30) /Rod Vermillio /Metro / C4 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 �---- 4'10"14 TC1 TC2 g .{. 3,4" 4,1"2 3,4" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP 8, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and U240 total load. 4'1"2 — TC3 9— 4'1D"14 ---�{ 4X4 4X6 12 4 C::— 3X4 W2 3X4 Oi W4 5 ^ W1 (Al) 3X4(Al) 8' SX6 3X4 21'4" Fi 8'8"14 ♦ 3'2"4 ♦ 8'T2 BC1 BCZ Rv--939# U=251# W-8" Rv=939# U=2510 W=� 8" SEAT PLATE REQUIRED SEAT PLATE REQUIRED i LEFT RAKE = 1'4"14 LLpE�FFTppJ�IIGG = 9'7"2 ��ki1WAAA T4 rFr FBClTP11 _ QTY= 1 TOTAL= 1 JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA, FL 3276 WARNINGS. FL. REG.18243 RIGHT RAKE = 1'4"14 RIGHT JIG = 9'7"2 SEQ = 30645 REV 7.02.0527.10 SCALE 0 3488 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG "BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 210400 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / C5 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 It mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BC DL=5.0 psf. Webs 2x4 SP #3 #1 hip supports 7-0-0 jacks with no webs. Leff side jacks have 74)-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 7-0-0 setback with 0-0-D cant and 1-" overhang. Right side jacks have 7-" setback with 0-0-0 cant and 1-4-0 overhang. Deflection meets L1360 live and W40 total load. TC1 T I �- 3'1D'14 3'1'2 31- TC2 + TC3 _I T4' —I' T ---- -. {�- 3'8' 3'1'2 3'10'14 21'4" — I.�' 6'T ♦ 3'6' 1-4" 21'4' — BCt Rv=-1754# U=61 # W-S' SEAT PLATE REQUIRED EFT RAKE = It4" 14 LEFT JIG = 7'5"14 c !''!�i G � . �.... FBC/TPI1995(STD) ....... QTY 1 TOTAL= 1 6034 FALCDNRRIDGE PLACF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA, FL 32757 WARNINGS. PL. REG.18243_ _ 3W ♦ 67" 7' BC2 _I Rv=1754# U=617# W=8- SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 7'5"14 SEQ = 30641 REV 7.02.0527.10 SCALE 0 3488 ..... _ _...._.. . .._._...._........ _._ TC LL .._. 20.Opsf REF TC DL 1 O.Opsf DATE 06-01-2005 BC DL 10.0psf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 210400 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro I Dt Top chord 2x4 SP 01 Bot chord 2x4 SP #1 Webs 2x4 SP #3 TC1 3'6" TV THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.77 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and U24D total load. TC2 3'6" 3'6" I'►4"14 3'1"2 ♦ 3'1"2 -'- 4"14+1 �-- 10"8 T BC1 J Rv--33k U=1800 W-3"8 Rv=336# U=1BDN W=3"8 LEFT RAKE = 11"1 1 T81111in FBCITP11995(STD) QTY= 1 TOTAL= 1 - "JUL V !6 UJ 1 9 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 19. WML B. RIGHT RAKE = 11"'1 RIGHT JIG = 3'9"11 SEQ = 30709 REV 7.02 0527.10 S...... .� TC LL 20.OpSf REF TC DL 1 O.OpSf DATE 06-01-2D05 BC DL 10.OpSf DRWG BC LL O.OPSf TOT.LD. 40.OPSf O/A LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job:(RDVRML30) /Rod Vermilfto /Metro / D2 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP 01 wind BC DL=5.0 psf. Webs 2x4 SP #3 #1 hip supports 3-0-0 jacks with no webs. Left side jacks have 3-0-0 setback with 0-4-0 cant and 1-4-0 overhang. End jacks have 3-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 3-0-0 setback with 04-0 cant and 1-4-0 overhang. Deflection meets L/360 live and U240 total load. J t2 hX4(A1) T itts 1 TC1 TC2 3' + 1' 3' 1 4X4 T 3' TC3 L. 4" &4" -- - 4" -'I 4.14 + 4"14 2'6"14 — 8"B 28"14 ♦--i 3' p 2r tva BC1 J o.._wco t -oue tervn Rv=4689 U=2361t W=3"6 .EFT RAKE = 1'4"14 y . EHLE,Rsy P.E. 10„IYIR.p�yy��e6)f6i',.�W'pL FBC/TPI1995{STD) m^ m y M QTY 1 TOTAL 1 ¢ .__ ........... ..._. - __..... JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED p A PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 MOUNT DORA, FL 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL. REG.18243 WARNINGS. 8' RIGHT RAKE = 1'4"14 RIGHT JIG = 3'3"6 SEQ = 30712 REV 7 02 0527 10 ....__ ......_. SCALE 0.8661 .._.. __. _ .. _...... _.,.. . _......... ....... ._.._....... . _.... _ ......... TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.0psf O/A LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / E1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 20 SP #, 2 Complete Trusses Required �- Bot chord 2x6 SP #1 Webs 2x4 SP #3 NAILING SCHEDULE: (10d_box _nails) SPECIAL LOADS TOP CHORD: 1 ROW 12" O.E. —(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) BOT CHORD: 2 ROWS (8J 6" o.c. (EACH ROM TC - From 60 PLF at 0.00 to 60 PLF at 7.00 WEBS : , ROW @ 4" o.c. BC - From 20 PLF at 0.00 to 20 PLF at 7.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC - 2345 LB Conc. Load at 1.46 IN EACH ROW TO AVOID SPLITTING. BC - 968 LB Conc. Load at 3.40, 5.40 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require 120 mph wind, 15.00 ft mean hgl, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC different connections than indicated. Refer to manufacturer publication for additional information. DL=5.0 psf, wind BC DL=5.0 psf. Right end vertical not exposed to wind pressure. j TC7 ^ ^ 11360 live and I Q40Inial lead =j Ir - 4'3"10 2'6"10 ice— 1'5's Rv--29 1# U=10e30 W-8" SEAT PLATE REQUIRED L�' EFT JIG = 7'5"14 D i, FALCONRAinr* P CI` MOUNT 0MA, FL 32757 FL. REG.1824:1 1'11'4 2' ssa 23459 BC1 FBC/TPI1995(STD) QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. B' 174 =i sear 3X4 J Rv-181i0# U=58W H=Simpson HHUS26-2 w/(6) 10d Common, 0.148x3.0" nails in Truss w/(14) 10d Common, 0. 148"x3.0" nails in Girder Girder is (2) 1.50x 5.50 SP SolidSawn RIGHT JIG = T01 SEQ = 30637 REV. 7.02 0527.10 SCALE 1.0251 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 'BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE mono Job (RDVRML30) /Rod Vermillio /Metro / E2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, Bot chord 2x6 SP #1 wind BC DL=5.0 psf. Webs 2x4 SP 03 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE. different connections than indicated. Refer to manufacturer publication for additional information. OPPOSITE SIDE SUPPORTS 3-M JACKS. JACKS HAVE NO WEBS. Deflection meets L/360 live and U240 total load. i Rv=1701# U=765# W=8" SEAT PLATE REQUIRED 1 LEFT JIG DESC. = E2 '034 FALCONBRIDGE PLACF JUL 19 ?005 MOUNT DOpRAy FL 32757 .F . REG. .1024,'# FBC/TPI1 TC1 3' 3' — TC2 _4'. 3'8"8 — 3' 4' 3W 3"B --I 5X8(R) 3X4 BC1 Rv--1561# U=69W H=Simpson HUS26 w/(6) 10d Common, 0.146"x3.0" nails in Truss wl(14) 1Dd Common, 0.148"x3.0" nails in Girder Girder is (1) 1.50x 5.50 SP SolidSawn QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. B' RIGHT JIG = 4'2" 9 SEQ = 30588 REV. 7.02.0527.10 SCALE=1.1960 TC LL 20.Opsf REF ^DATE TC DL 10.Opsf 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE hipm Job:(RDVRML30) /Rod Vermillio /Metro / EJ7 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 9.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT ll, EXP B, wind TC Bot chord 20 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and U240 total load. TCt-'�Ir"' NAILED 0'4"4 I-- 4.14 1 67"2 BC1 1'4- Rv=3 U=1809 W=8' Rv=740 U='18& NAILED SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 RIGHT JIG = 8'4" LEFT JIG = 7'5"14 SEQ = 30678 DESC. = EJ7 REV 7.02.0527.10 SCALE 1.0047 _PLT TYP WAVE _,. _ ... FBC/TPI1995(STD) __......._ ........ QTY 18 TOTAL 18 _..__._ . ^� TC LL 20.Opsf REF KENNETH H. ENLEKP.E. TC DL 10.0psf DATE 06-01-2005 .04 FALCONERIDG€ PLACF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf JUL 19 7n'os FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 7 WARNINGS. t}A!T �yry j 1 � DUR.FAC. 1.25 MOUNT DOME FL 32757 SPACING 24.0" TYPE ejack FL. REG. 82 ; _ Job:(RDVRML30) /Rod Vermillio /Metro / EJ7C1 Top chord 2x4 SP #1 Bot chord 20 SP #1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.27 it mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets 1-1360 live and L/240 total load. TC1 -- - 800 '- 6P NAILED H�-, F— 4"14 5r2 10'4"4 BC1 Rv=392# U=180# W-4- Rv=73# U=1 NAILED Pk - LEFT RAKE = 1'4"14 LEFT JIG 7"14 RIGHT JIG 8 4 DESC = EJ7C1 SEQ 30697 PL1 tYP WAVE FBC/TPI1995(STD) QTY 4 TOTAL 4 REV 7.02.0527.10 SCALE 1 0047 _. _.-.,, ___.__ .._._._. ___.............. __ _ _....._ _._.._... .......... TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 ,%CnNr. I h M. LIMERS, P.E. THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.0pSf DRWG -134 FALCONBRIDGE PLACF PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND JUL 1 {�05 WARNINGS. ` DUR.FAC. 1.25 psf O/A LEN. 7 FL 3275T SPACING 24.0" TYPE ejack CUNT DOPA Iti Dl=/± 4001A9 Job:(RDVRML30) /Rod Vermillio /Metro / EJ3 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 8.61 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BC DL=5.0 psf. Rv=530 U=180# NAILED TC1 - 1'4' 3 BC1 -I Rv=248# U=180# W=8' Rv=24# JI&W NAILED SEAT PLATE REQUIRED i LEFT RAKE '4"14 LEFT JIG = 3'3"6 DESC. = EJ3 PLT. TYP.-WAVE ,.cant i n n. EHLERS, P.E. 134 FALCONBRIDGE PLACE JUL `l � 1005 MOUNTDORA, FL 32757 FL REG.1824.3 QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 9'0"4 8' RIGHT JIG = 4'4" SEQ = 30681 REV. 7.02.0527.10 SCALE=1.9321 TC LL 20.Opsf REF TC DL 1 O.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 3 DURTAC. 1.25 SPACING 24.0" TYPE ejack Job:(RDVRML30) /Rod Vermillio /Metro / EJ3C Top chord 2x4 SP #1 Bot chord 2x4 SP #1 3X4(A1) T �I 1 LEFT RAKE = 1'4"14 LEFT JIG = 3'3"6 DESC. ' EJ3C PLT P WAVE ..tNNt i fi N. EHLIrR5, P.E. 134 FALCONBR}DGE PLACE MOUNT 11 7- w - 1L1 32757 1 FL. REG.18243 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Rv=39# U=lW# NAILED TCl �— 4.14 2'72 - - 1'4• 3' BC7 -1 Rv=2670 U=180# W=3'8 Rv=200 ULW NAILED FBC/TPI1995(STD) QTY 2 TOTAL 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. )'0"4 B' RIGHT JIG = 4'4" SEQ = 30718 REV. 7.02.0527.10 SCALE=1.9321 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 3 DUR.FAC. 1.25 SPACING 24.0" TYPE ejack Job:(RDVRML30) /Rod Vermillio /Metro / BJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 8.94 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L./360 live and L/240 total load N 3X4(A1) TC1 Rv=1220 U=100# NAILED �-- 4'14 47'2 1- 1'4" 5' - BC1 Rv=315# U=1800 W=8" Rv=49# U=1 NAILED SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 5'4"10 DESC. = 8 'S PLT. TYP.-WAVE FBCITPI1 1%thrtt Il h H. EHLERS9 P.E. '034 FALCON$RIDGE`PLACF JUL 1 9 7095 MOUNT DO%f-L 327757 FL. REG.18243 QTY= 8 TOTAL= 8 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" 3'B"4 B' RIGHT JIG = 6'4" SEQ = 30684 SCALE=1.3219 REF DATE 06-01-2005 DRWG O/A LEN. 5 TYPE jack Job:(RDVRML30) /Rod Vermillio /Metro / BJ5C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 8,94 fl mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and U240 total load. N 3X4(A1) LEFT RAKE 1'4"14 LEFT J!G = 5'4"10 DESC.= BJ5C1 PLT. TYP. VIWA\, ALM:I H H. E 4-HSI P.E. '034 FALCONBO16GE PLACE UNT DORAO FL 32757 ;FL REG.1824,3 TC1 Rv=1209 U=1$0# NAILED H Imo-- 4"14 47"2 - - l'4' S' Bel Rv=3 t11r U=180# W=4" Rv:Z U=1 NAILED FBClTPI1 QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. )VA B' RIGHT JIG = 6'4" SEQ = 30701 REV. 7.02.0527.10 SCALE=1.3219 _.... . _... ......._.... ............. TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 BC DL 10.0pSf DRWG BC ILL O.Opsf TOT.LD. 40.Opsf O/A LEN. 5 DUR.FAC. 1.25 SPACING 24.0" TYPE jack Job: (RDVRML30) /Rod Vermillio /Metro BJ3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 pst, Top chord 2x4 SP #1 Wind BC DL=5.0 psf. Bot chord 2x4 SP 01 Rv=53# U=180# NAILED TC1 3X4(Al) LEFT RAKF = 1'4"14 LEFT XG = 3'3"6 DESC. BJ3 PLT. TYP.-W;-.VE 1111-1- . ... . ..... .. ,%tNtel h H. EHLERSO P.E. 134 FALCON13RIDGE PLACE I JUL 19 2005 MOUNT DOK FL 32767- FL. REG. 18243 1-4- 3' 1 Rv=248# U=18W W-S" Bcl Rv=24# U-Jl&W NAILED SEAT PLATE REQUIRED FBCfTP11995(STD) QTY=8 TOTAL . . .. .. ..... THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Ai 00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. )'0"4 B' RIGHT JIG = 4'4" SEQ = 30687 REV. 7.02.0527.10 . .. ..... SCALE =1 .9320 ­-, --- - - - ---- TC LL . .... 20.Opsf REF TC DL 1 O.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 3 DURYAC. 1.25 SPACING 24.0" TYPE jack Job:(RDVRML30) /Rod Vermillio lMetro / BJ3C1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 It mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Rv=500 U=180# NAILED TC1 2'7'2 3' BC1 _I Rv=252# U=180# ytr4' Rv=230 U=180# NAILED LEFT RAKE = 1'4'14 LEFT JIG = 3'3"6 DESC.= BJ3C1 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY 2 TOTAL 2 i%tNNt 1 n M. thLOS; P.L. 134 FALCONBRIDGF PLACI THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT AURA, f 3275? FL. REG.18243 3'0"4 RIGHT JIG = 4'4" SEQ = 30704 REV 7.02.0527.10 SCALE=1.9320 TC ILL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC ILL O.Opsf TOT.LD. 40.Opsf O/A LEN. 3 DUR.FAC. 1.25 SPACING 24.0" TYPE jack Job:(RDVRML30) /Rod Vermillio /Metro / BJ7 Top chord 2x4 SP #1 Sol chord 2x4 SP #1 ih LEFT RAKE = 1'4"14 LEFT JIG = 1'2"6 DESC. = BJ1 PLT. TYP.-WAVE AONO t1 H. EHLER$g P.E. 034 FALCONBRIDGE RLACE JUL 19 2005 MOUNT DOPAf FL 32757 FL.. REG.18243 FBC/TPI1 THIS DV,/G. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.27 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psi, wind BC DL=5.0 psf. TC1 1'4' ♦ 1 BCt -� Rv=257# U=180# +N=8' SRv=-6# U=180# NAILED EAT PLATE REQUIRED Rv--86# U=180# NAILED QTY= 10 TOTAL= 10 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. )'4"4 RIGHT JIG = 2'4"1 SEQ = 30690 REV. 7.02.0527.10 SCALE=3.3790 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 1 - DUR.FAC. 1.25 SPACING 24.0" TYPE jack Job:(RDVRML30) /Rod Vermillio /Metro / BJ1C Top chord 2x4 SP #1 Bot chord 2x4 SP #1 LEFT RAKE = `I'4"14 LEFT JIG = 1'2"6 DESC.= BJ1C PLT. TYP.'NAVE FBC/TP11 � -NNETH H. EHLER , P.E. TC1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.27 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psi, wind BC DL=5.0 psf. _I QTY= 4 TOTAL= 4 134 FALCONRiaAE n� CF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED J�f U ��liV PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND JUL 2005 WARNINGS. MOUNT OOK FL 32757 FL, REG.18243 3'4"4 B' 4"14 7-2 BC1 Rw324# U=2400 W=3"8 Rv=-16# U=lW# NAILED Rv=-154# U=1800 NAILED RIGHT JIG = 2'4"1 SEQ = 30721 REV. 7.02.0527.10 SCALE=3.3792 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG O/A LEN. 1 TYPE jack Job:(RDVRML30) /Rod Vermillio /Metro / 8J1C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 8.27 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BC DL=5.0 psf. TC1 8'4"4 B' 4"14 72 r` 1'4" 1' - BC1 Rv=256# U=182# VW-4" Rv=•7# U=I80N NAILED Rv-920 U=18W NAILED Y LEFT RAKE = 14"14 LEFT JIG = 1'2"6 RIGHT JIG = 2'4"1 DESC.= BJ1C1 SEQ = 30707 PLT TYP.'v"]AVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV 702.0527.10 SCALE 3.3790 woe tHLE P.E. TC LL 20.Opsf ..... .. ... ........ ..... REF I TC DL 10.Opsf DATE 06-01-2005 134 FALCCNBRIDGE PLACF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10,Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf JUL ? r�^5 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 1 '� WARNINGS. DUR.FAC. 1.25 A' p� unUNTOUIDA 327 7 SPACING 24.0"' TYPE JBCk FL. REG.18243 Job:(RDVRML30) /Rod Vermillio /Metro / CJ7 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. -�] 5'5'12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00It mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psi, wind BC DL=5.0 psi. Hipjack supports 6-11-8 setback jacks with no webs. 44*5 r-231# U=1 NAILED F"6"11 ♦ 8'6'12 6'10+j 1'10'10 ( W10"1 BC7 Rv=-426 U=217# 0-10"9 Rv=362# U=18dq# NAILED SEAT PLATE REQUIRED LEFT RAKE = 1"11"4 LEFT JIG = 1:)'2"4 DESC.= CJ7 PLT TYP WAVE , trmt_ I ti ti. EHLERS, P.E. 134 FAL.CONBRIDGE PLACF 7005 !MOUNT, DORA, FL 3275t FL. REG. 18243 QTY= 4 TOTAL= 4 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 10'4"3 8' RIGHT JIG = 11'8"11 SEQ = 30671 REV. 7.02.0527.10 _....,_ SCALE=0.7142 _ ... _._ TC LL 20.Opsf . _ .. � ...�_ .... .... ... ._.... REF TC DL 10.0psf DATE 06-01-2D05 BC DL 10.Ops# DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 91001 DUR.FAC. 1.25 SPACING 24.0" TYPE hip Jack Job (RDVRML30) /Rod Vermillio /Metro / CJ7C1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 It mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. The following trusses need concentrated loads at the end of their overhangs: 3-0-0 span/setback member on the 0-1-8 cant Sub -fascia beam assumptions: 4-4-0 sub -fascia beam on the 0-1-8 cantilever side. 4-4-0 sub -fascia beam on the 0-1-8 side requires 26 Ibs and the 3-0-0 span/setback member on the 0-1-8 cant side requires 26 lbs. cantilever side. Deflection meets U360 live and U240 total load. Hipjack supports 6-11-8 setback jacks with 0-1-8 cantilever one face; 0-1-8 cantilever opposite face. TC1 sv ? trfi•11 5'S'12 ♦ 4'4•5 v= NAILED 1 D'4"3 8' 6"11 I 8'8'12 6"10 —•I i 1110110 ♦ 510"1 BC7 Rv--426# =219# V&S"11 Rv--343# U=1806 NAILED LEFT RAKE- 1'11"4 LEFT JIG = 10'2"4 RIGHT JIG = 11'811 DESC CJ7C1 SEQ = 30694 PLT TYP.AVAVE FBC/TPI1995(STD) T QTY= 1 .TOTAL _ 1 mm _.... _. REV„ 7.02.0527.10 SCALE 0 7142 ti. EHLERS, P.E. TC LL 20.Opsf REF TC DL 1 O.Opsf DATE 06-01-2005 11134 FdCONBRlDGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf 11 ,) FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND 2005 WARNINGS. TOT.LD. 40.Opsf O/A LEN. 91001 DUR.FAC. 1.25 MOUN1 DQRA,_fL 32757 SPACING 24.0" TYPE hipjack FL. REG.18243 Job:(RDVRML30) FRod Vermillio /Metro / CJ3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Deflection meets U360 live and U240 total load. sw THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 it mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Hipjack supports 2-11-8 setback jacks with no webs. TC1 VV13- Rv=45# U=1@D# NAILED 1 I I 1 9,0„3 2.83 12 3X4(A1) io 8' 3'r7 4'r3 i i r Rv=187# U=1809 V&10'9 Rv=190 U=1109 NAILED BC1 SEAT PLATE REQUIRED LEFT RAKE = 1' l 1`4 LEFT JIG = 4'4"9 RIGHT JIG = 6'0"13 DESC. = CJ3 SEQ = 30674 PLT TYF.-VVAVE _.__.. _ FBC/TP11995(STD) QTY= 1 TOTAL= 1 ...... ... ...._.__..-._.._.. ... ......_ _...... _.._....-_....._..._. REV. 7.02.0527.10 SCALE=1.3802 P.E.TC KENNETM N.ENLERS, E LL 20.Opsf __...,. REF TC DL 10.0psf DATE 06-01-2005 1%4 1:ALCD1j1AI1)4E PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1O.OpS0.Ops f DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL JUL 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 40203 WARNINGS. DUR.FAC. 1.25 T �y �r� 1 M FL_327 _ _ SPACING 24.0" TYPE hipjack Job:(RDVRML30) /Rod Vermillio /Metro / CJ3C Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Sub -fascia beam assumptions: 4-3-8 sub -fascia beam on the 0-3-8 cantilever side. 4-3-8 sub -fascia beam on the 0-3-8 cantilever side. sm 1 r LE*T RAKE = 1'11 "4 LEFT JIG =. 4'4"9 DESC. = CJ3C PLT. TYP.-WAVE ..cniltt^! t1 H. tnt iS, P.L. .. 134 FALCONPRinGE PIACF t. ?CO5 MOUNT DORA, FL 32757 - FL. REG.18243 1'10'10 FBC/TPI1 2.83 12p 1►- 4"15 ----j I -- 6"11 — Rv=213# U=18W W=4'15 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00Itmean hgt, ASCE 7-98, CLOSED Bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. The following trusses need concentrated loads at the end of their overhangs: 2-11-8 span/setback member on the 0-3-8 cant side requires 27 Ibs and the 2-11-8 span/setback member on the 0-3-8 cant side requires 27 Ibs. Hipjack supports 2-11-8 setback jacks with 0-3-8 cantilever one face; D-3-8 cantilever opposite face. TCt 6'D"13 Rv=180 U=1W# NAILED QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 3'7"7 4'2"3 BC1 Rv-10# U=18D# NAILED 9'0"3 8' RIGHT JIG = 6713 SEQ = 30715 REV. 7.02.0527.10 SCALE=1.3802 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 40203 DUR.FAC. 1.25 SPACING 24.0" TYPE hipjack CITY OF SANFORD PERMIT APPLICATION Date: 3 -2-y -0(. Permit # : ot�, - 190 Job Address: lob' 4 Description of Work: kANCrrvi TN4��-L% Total Square Footage Historic District: Zoning: Value of Work: S J;Wm Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets e - Plumbing Repair - Residential or Commercial Occupancy Type: Residential --"" Commercial Industrial Construction Type: M# of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name & Address: t' &�-4 l Jl�ej�M t �•> Phone: Contractor Name & Address: — State License Number: Phone & Fax: Bonding Company: Address: Mortgage Address: Architect/ Address: Contact Person: 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: 1 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 asrateEmanagjment districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: Print Contracimr AeeiWs Name 13. Date Sigurefif Nott�Statef Flortd8 Date ►j �!S t ;u Tf�; f�• Contractor/Agent is _ Personally Known to Me or _ Produced ID ENG: BLDG- V-. A it is THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: LYNNE R. WILSON, ESQUIRE "huffield, Lowman & Wilson, P.A. Post Office Box 2087 Orlando, Florida 32802-2087 PERMIT NO. MARYANNE r ';, CLERK OF CIRCUIT COURT SLMINULE , N BK 05827 FIGS 0557-0559 CLERK'S 0 2005125557 NkLURDED 0'1/26/2005 0214309 Ph RkLMNUIN6 FtES 27.00 RkLURDED BY D Thomas Os SEMEN TAX FOLIO NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement: Description of property: SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY THIS REFERENCE 2. General description of improvement: construction of seven single-family residences Owner information: a. Name and address: JOHN B. MUROSKI 732 Keaton Parkway Ocoee, Florida 32761 b. Interest in property: fee simple c. Name and address of fee simple title holder (if other than Owner): Contractor (name and address) METRO DEVELOPMENT GROUP, INC., a Florida corporation 129 Robin Road Altamonte Springs, FL 32701 a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 5. Surety: N/A a. Name and address: b. Phone Number c. Fax Number (optional, if service by fax is acceptable). d. Amount of bond: $ SACLI1'-N'rS\BV3J °i n1188 Metro Development Group, In6l 188aip.wpd V6 EXHIBIT "A" Legal Description Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3`d SECTION DREAMWOLD, according to the plat thereof as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida. SACLIENTS\"B&'I\1188 Metro Development Group, htc\I1881egal.wpd 6. Lender: (Name and address) BRANCH BANKING AND TRUST COMPANY 255 South Orange Avenue, Suite 112 Orlando, Florida 32801 a. Phone Number (407)563-4017 b. Fax Number (optional, if service by fax is acceptable). 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: (Names and addresses) a. Phone Number, b. Fax Number (optional, if service by fax is acceptable). 8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY, Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue, Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes. a. Phone Number (407) 564-4017 b. Fax Number (optional, if service by fax is acceptable). 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): 14 (Owner) STATE OF FLO A COUNTY OF MUROSKI, Individually The foregoing instrument was executed, sworn to and acknowledged before me this July oZ 12005, by JOHN B. MUROSKI, Individually. m„........................II-.......... Signa of Not ublic (SEAL MApY 8 91IUFFIELD �„V,,,,, + Cow 0003522e17 (800)4324384 M0,y L-. Sh U-q) eId Name of Notary Public (Typed, Printed or stamped) Personally Known OR Produced Identification ✓ Type of Identification Produced: r� y r1" Lift_ ok, SACLIENTS\B\DB&T\l 188 Metrc Development Group, Inc\] 188uip.wpd THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: LYNNE R. WILSON, ESQUIRE OShuffield, Lowman & Wilson, P.A. Post Office Box 2087 Orlando, Florida 32802-2087 PERMIT NO. M14HYANNE ► :, CLERK OF CIRCUIT COURT SWUNl]LE . 4Y BK 05827 FIGS 0557-0559 CLERK'S # 2005125557 HEL'UHUED 07/a/2005 0214309 PM RiAMNUINB FLE'3 27.00 REL'UHDED BY D Thous SEMtN TAX FOLoll I ,. �p NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement: Description of property: SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY THIS REFERENCE 2. General description of improvement: construction of seven single-family residences 3. Owner information: a. Name and address: JOHN B. MUROSKI 732 Keaton Parkway Ocoee, Florida 32761 b. Interest in property: fee simple c. Name and address of fee simple title holder (if other than Owner): 4. Contractor (name and address) METRO DEVELOPMENT GROUP, INC., a Florida corporation 129 Robin Road Altamonte Springs, FL 32701 a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 5. Surety: N/A a. Name and address: b. Phone Number c. Fax Number d. Amount of bond: $ (optional, if service by fax is acceptable). SACLIENT�113U'r1&,' 1188 Metro Development Group, Inc\] 188eip.wpd EXHIBIT "A" Legal Description Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3`d SECTION DREAMWOLD, according to the plat thereof as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida. S:\CLIENTS\BBB&TV 188 Metro Development Croup, 6uU 1881egal.wpd 6. Lender: (Name and address) BRANCH BANKING AND TRUST COMPANY 255 South Orange Avenue, Suite 112 Orlando, Florida 32801 a. Phone Number (407)563-4017 b. Fax Number (optional, if service by fax is acceptable). 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: (Names and addresses) a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY, Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue, Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes. a. Phone Number (407) 564-4017 b. Fax Number (optional, if service by fax is acceptable). 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified):_ /%_ (Owner) STATE OF FLO A COUNTY OF MUROSKI, Individually The foregoing instrument was executed, sworn to and acknowledged before me this July e2 , 2005, by JOHN B. MUROSKI, Individually. "I" ...... ... . AN ....................... µj"' (SEAL MY f SHUFFIELDwit qr comnw 000,225E'Vfts qla" M&Gnftd�(WC)432„ �AIIE W -W Ma✓�JL-ShU-ffte�d Name of Notary Public (Typed, Printed or stamped) Personally Known OR Produced Identification ✓ Type of Identification Produced: river a r— rac, SACLI6NTS\9\t?S&n1188 tv:etr^ Development Croup, lnc\l 188aip.wpd CITY OF SANFORD PERMIT APPLICATION Permit # : o t0 " /t:�Lk� Date: Job Address: 2441 Marshall Avenue Sanford Florida Description of Work: Construct Single Family ResidenceCIV p Historic District: Zoning: SR-1- of Value of Work: $ R Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) 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 Total Square Footage: Construction Type: Block # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M 36-19-30-524-0500-0040 (Attach Proof of Ownership & Legal Description) Owners Name & Address: John B. Muroski, 732 Keaton Parkway, Ocoee, FL 32761 Phone: 407-654-1594 Contractor Name & Address: Metro Development Group, Inc., 129 Robin Road, Altamonte Springs, FL 32701 State License Number: CBC1251965 Phone & Fax: 407-599-4711 Contact Person: Gary Huggins Phone: 407-468-9217 Bonding Company: Address: Mortgage Lender: BB&T Address: 255 South Orange Avenue, Orlando, Florida 32801 Architect/Engineer: Distinguished Designs/Rod Vermillio; Ken Ehlers, P.E. Phone: 407-772-7768 / 352-383-0760 Address: 216 Markham Woods Rd., Longwood / 6034 Falconbridge Place, Mt. Dora Fax: 407-772-2162 / 352-383-8650 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. 1 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: 1 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. ty of the require nts of Flori ien Law, FS 713. -.•� Signature of Contractof/t Date MD 5 n.:.Arorn kl.—o 7"-JUUAAMN NIEMANN MY COMMISSION # DO 299770 EXPIRES: March 27, 2008 Bonded Thru Budget Notary Services (Initial & Date) Special Conditions: ..ern r2rBS z)�l �- � /,l(93 sir mar _...