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Home My WebLink About1140 W 25 St 05-3949 New SFH (2)C7 d PERMIT Aflp SUBDIVISION10- En vi CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE I PERMIT # 050* 13 0) 49 DATE If PERMIT DESCRIPTION A&A) PERMIT VALUATION SQUARE FOOTAGE n 0 0 H m City of Sanford Certificate of Occupancy This is to certify that the building located at 1140 W. 25` h Street for which permit number 05-3940 has heretofore been issued on December 02, 2005 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 — Detached subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: R. Addison 08/25/06 Engineering & Planning: G. Hyatt 08/28/06 Public Works: M. Watson 08/31/06 Utilities: R. Blake 08/28/06 Fire Department: Metro Development Q)n,, Yy109/08/06 Property Owner Building Official Date BUILDING DEPARTMENT - Re: 1140 W 25th St ' v Page 1 From: RUBEN HYATT To: BUILDING DEPARTMENT Date: 8/28/2006 1:15 pm Subject: Re: 1140 W 25th St passed 08-28-06 BUILDING DEPARTMENT 08/25/06 1:59 PM >>> 05-3940 single family Metro Development Larry ]o 407-470-2116 BUILDING DEPARTMENT - Re: Fwd: 1140 W 25th St CLEARED 8/28/06 1 From: To: Date: Subject: Cleared 8/28/06 Richard Blake City of Sanford Utility Engineer 407-330-5609 RICHARD BLAKE BUILDING DEPARTMENT 8/28/2006 5:20 pm Re: Fwd: 1140 W 25th St ED WOODS 11:23 am Monday, August 28, 2006 >>> RICHARD BLAKE 08/25/06 2:18 PM >>> Richard Blake City of Sanford Utility Engineer 407-330-5609 BUILDING DEPARTMENT 1:59 pm Friday, August 25, 2006 >>> 05-3940 single family Metro Development Larry Jo 407-470-2116 CLEARED 8/28/06 BUILDING DEPARTMENT - Re: 1140 W 25th St 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: 9/1/2006 4:31 pm Subject: Re: 1140 W 25th St Approved 8.31.06 M.Watson Cathy 1. LoTempio Customer Service Rep Public Works Department 407-330-5627 fax# 407-330-5601 BUILDING DEPARTMENT 8/25/2006 1:59 pm >>> 05-3940 single family Metro Development Lang Jo 407-470-2116 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE I OMB NO. 1660-0008 Federal Emergency Management Agency ExDires 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. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number1140W. 25 Street City Sanford State FL ZIP Code32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 1, Block 5, Td Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. N28'47'13" Long. W81'16'45" Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Numberl 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 ft a) Square footage of attached garage 461.3 sq ftb) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosures) 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 an In c) Total net area of flood openings In A9 b sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP Community Name & Community Number 52. County Name B3. State City Of Sanford 120294 Seminole FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevatidn(s) (Zohe 0045 Date Effective/Revised Date1 Zone(s) AO, use base flood depth) 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) _ B11. Indicate elevation datum used for BFE in Item B9: NGVD 1629 NAVD 1988 ® Other (Describe) N/A B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®NoDesignationDate 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, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/Ab. Complete Items C2.8-gbelowaccordingtothebuildingdiagramspecifiedinItemA7. Benchmark Utilized Seminole County #5085201Vertical Datum NAVD 1988 Conversion/Comments Check th6 measurement used. 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) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) 28.1 feet millers (Puerto Rico only) feet m6ters (Puerto Rico only) feet m6ters (Puerto Rico only) 37.5 feet meters (Puerto Rico only) 27.5 feet meters (Puerto Rico only) 37.2 feet m6ters (Puerto Rico only) 27.2 feet m6ters (Puerto Rico only) 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. 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 FEMA Form 81-31. FPhruary 2nor, Coo rovoren eirlo fnr rnnfin„71inn IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1140 W. 25TH Street City Sanford StateFLZIP Code 32771 Company NAIC Number. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item e) in Section C2 is Air Conditioner on Concrete Pad Signature Date p Q-7-T%L Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. Ell. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) Is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here If pttachments 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 ftem(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 bji a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 oor%i,r-pQ ,n „ro,,;, ,,e BOUNDARY SURVEY FND IRC PLS 5238\ , T--7-- W z Uj Q J Q r2 LL Q SYMBOLS COL.) WOOD POWER POLE Q CLEAN OUT @ IRON ROD & CAP 45 SPOT ELEVATION U-.1=*&Lt1L01X, CONC CONCRETE CB CONCRETE BLOCK WF WOOD FRAME WM WATER METER COV COVERED PIPE AND CAPIPCIRON FND FOUND OHW OVER HEAD WIRE P) PLAT M) MEASURED N&D NAIL AND DISK ID IDENTIFICATION CERTIFIED TO: German and Gladys Perez Absolute Title Agency Fidelity National Title Insurance Company A: LOT 3 67.85' (P) LB SET // IRC N89'43'05T (M) 68.22' (M) 678'„ 1 c 7' UTILITY EASEMENT I in SEPTIC TANK DRAIN FOLD I LOT 1 BLOCK 5 21.80' 14 81'— I COV CONC 10 O6 e eO C e.50' 1140 1 STORY CB WF RESIDENCE FINISHED FLOOR=38.05 CoAC ON LOT 2 o t 3.70' 3.00' I CONC h DRIVE I Q) 14.71r 2t 4t' Z SW CORNER u BLOCK 5 o I FND N&D wM wM PLS 5238" 67.85' (P) SET 5/8" IRC N89'49'03'E (M) 67.68' (M) "LB 6771" CONC WAS OHV ASPHALT PAVEMENT GENEVA STREET NOTES 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 05085201, 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. LEGAL DESCRIPTION LOT 1, 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. 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 (a) OF THE SANFORD CITY CODE. C-''CJS' 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 URSUANT TO SECTION 472.02 FLORIDA STATUTES. AUL D. WATKINS PSM a 6315 NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER MIKE TANNOUS ENGINEERING I 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 Nam O Client: r Project Number: Date: P9-i1,e5Vo r/ c I rf Gy 000. MTE, Inc. Representative: d CITY OF SANFORD PERMIT APPLICATION Permit # : 3 '1 th Date: Job Address: E w • to —C Description of Work: / ecAft C "441'AA*'^Sy ce C Historic District: Zoning: Value of Work: S 3 0 0 0 Permit TypeABuilding Electrical Mechanical Plumbing Fire Sprinkler/Alarm fool 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 Commercial Industrial Total Square Footage: 00 Construction Type: # of Stories: # of Dwelling Units: Flood Zone. (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: 11 Phone: Contractor Name & Address: T d7 State License Number: oePhone & Fa Q Contact Person: Phone: 06 G 73 /a 9e Bonding Company: Address: Mortgage Lender. Address: Architect/ Engineer. Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions 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 enti . h as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property o the req 'reme of Florida kn a , FS Z713. PY7 0 6 Signature of Owner/Agent Date Si ature of Contractor/Agent Date Print Owner/Agent's Name tractor/Q,gent's N me 7-C)b Signature of Notary -State of Florida Date ignawre o otary-State Florida Date DEBBIELYNNDILLARD MYCOMMISSION # DD519638 Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Personally Known 8 EXPIRES: Feb. 16.2010 Produced IDProducedIDot° 39"1 S3 Fiaridt Notary Swloaeom APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) Special Conditions. 15' SIDE SET5,4C p -. 5' SIDE SET5AC:K LINE L IB' S11DE SI=T5AC 5' SIDE SETBACK LINE L s F CITY OF SANFORD PERMIT APPLICATION Permit # • Job Address: Ww Description of Worst: Historic District: Zoning: Value of Work: Date: 1010Jr 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 Fmttaw # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel M: (Attach Proof of Owoers6l & I Description) Owners Name dt Address: Y\U111Y1-1r011 t I n _ ld q 9,0nin 1 ourN \rc t. , Sn n0 s . I- 31 a-)o \ Phone: `A V-i- 5 Ci -I - k -n `\ Contractor Name &Address: E-1XgG% C MVNb nc, \nL. qUp S S<< rc due So+rllor , R. 3a^ State Ucense Number: C- FC O S-7 D O Phone &Fox: (s I yU-I- $'a39&K ContaetPersoo: ,Coon Phone: UU-I-s88-r731 Boading Company: Address: Mortgage Lender: Address: / Arehlteet/Engineer. Phone: Address: 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. NOTICE: In addition to the requirements of this permit. there may be additional restrictions appGffi to tif&property that nay be found in the public records of this county, and there may be additional permits required from other governmental entities suc4 as watftmanaVTent districts, state agencies, or federal agencies. Acceptance of pemuit is verification that 1 will notify the owner of the property of the Signature of Owner/Agent Date Print Owner/Agent's Name Signature of NotaryState of Florida Date Owner/Agent is_ Personally Known to Me or Produced 1D APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: 713. of 1 10 c%e Date X11 Contractor/Agent is _ Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) U. O m 8 ca 3rnW C a's3• do' 2 csi Permit # :qq Date: CITY OF SANFORD PERMIT APPLICATION ` t—L)e, j CJ Job Addresi: 1140 25`s Street, Sanford Florida / Description of Work: Construct Single Family Residence JUL 2 6 7nn Historic District: Zoning: SR-1 Value of Work: Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: J4 ql Construction Type: Block # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 36-19-30-524-0500-0010 (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 Spring& FL 32701 License Number: CBC1251965 Phone & Fax: 407-5994711 Contact Person: Gary Huggins Phone: 407-468-9217 Bonding Company Address: Mortgage Lender: BB&T Address: 255 South Orange Avenue, Orlando, FL 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, ctc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmentalyFloridien water management districts, state agencies, or federal agencies. Acceptance of permit ' ver' +cation that I will notify the owner of/the property of the requ' is aw, FS 713. I S'gngt o r/Agent Date Signature of Contra` or/ Date JIJUA A4N E MY COMMISSION 0 EXPIRES:Idt BoMed IM DWIrt No APPLICATION APPROVED BY: BI g: k r Initial & Date) 2ssno t Personally own to Me or M*Ud ID Initial & Date) Initial & Date) I- ! l-QsJULIANIEN IY COMMISSION II DD 299770 EXPIRES: March 27, 2008 arded Thru Budget Notary Services Initial & Date) Special Conditions: s/ V4 zz"I IMPACT FEES t ^ r O SIR— N 89055'06" E 67.85'(R&M) 7' UE SIR oJ O w L L4 X 0 N " A 09 a,Q O O. LA1 a twit d 14.91' 38.0' 14.94' c/) O p o N Imo+ W 3 PROPOSED J dOf RESIDENCE r W a PORCH d A/C O x 0 o U) x 14.0' 14.92' R° ti. 4.0 wJ I FIR 5/8" VV NON ®_ 60.00'(R&M)— F X-CUT NOTE: BOUNDARY SURVEY AND SITE PLAN w 14.94 N 20.0' w •. V) b OOL Z c Cr0- L)• •r NO r 10 N 8 '43'0 3''• r. 67.85'(R&M) $ IR GENEVA STREET 25TH STREET 60- TOTAL R/W m RI RECORD UE UTILITY EASEMENT FIP FOUND IRON PIPE REICH NEIGHBORING PROPERTY X- X - X WIRE FENCE M) MEASURED DUE DRAINAGE k UnLITY EASEMENT FIR FOUND IRON ROD OUR SUBJECT PROPERTY O - O - O W000 FENCE ® CONCRETE A/C AIR R/W RIGHT-OF-WAY FN/O FOUND NAIL/04SK CONDITIONER FCM FOUND CONCRETE MONUMENT OHW OVERHEAD WIRESSIPSETIRONPIPE PROPERTY CORNER SIR SET IRON ROD NOTES; 1) NOT VALID UNLESS COPIES CONFORM TO 4) BEARINGS WHERE SHOWN ARE PER 7) FENCE OWNERSHIP NOT DETERMINED 11) DRAWING DISTANCE BETWEEN WALLS AND/OR FLOOD INFORMATION: SIGNATURE AND DATE CERTIFICATION. RECORD UNLESS OTHERWISE NOTED 2 LEGAL DESCRIPTION PROVIDED BY OTHERS. 5) UNDERGROUND UTILITIES. FOUNDATIONS, UNLESS OTHERWISE NOTED. FENCES AND PROPERTY LINES MAY BE R) MEASUREMENTS TO WIRE FENCES ARE FLOOD ZONE X J PROPERTIES SHOWN HEREON WERE NOT AND/OR OTHER IMPROVEMENTS, IF ANY, BE EXAGGERATED FOR CLARITY. TO CENTER OF WIRE. COMMUNITY NO. 120294 ABSTRACTED FOR EASEMENTS OR OTHER WERE NOT LOCATED. 9) MEASUREMENTS TO WOOD FENCES ARE 12) ROOD ZONE INFORMATION WAS DERIVED PANEL NO. 0045RECORDEDENCUMBRANCESNOTSHOWN6) ELEVATIONS, 6 SHOWN ARE BASED ON TO OUTSIDE OF WOOD. FROM FEDERAL EMERCENCY MOV+AGEMENi SUFFIX EONTHEPROPERTYPLATOFRECORD. NATIONAL GEODETIC VERTICAL DATUM 1929. 10) WALL MEASURES ARE TO/FROM AGENCY FLOOD INFORMATION RAPE MAPS. FACE OF WALL DATE OF FIRM 4/17/95 ADDRESS: 25TH STREET DATE OF SURVEY 6 21/05 SANFORD, FLORIDA SURVEY NO. 28928 LEGAL DESCRIPTION: LOT i. I4CPACETOH70POF THEREOBLASRECORDEDMNOPLATBOOK, THE SA7/r r, CERTIFIED TO: y PUBLICRECORDSOFSEMINOLECOUNTY, FLORIDA. 0 S 1 F) ' /Lri METRO DEVELOPMENT GROUP, INC. THIS IS A DIGITALLY SIGNED AND SEALED SKETCH OF A PROFESSIONAL SURVEYOR BOUNDARY SURVEY PERFORMED UNDER THE DIRECTION OF THE UNDERSIGNED. 6 COPIES ARE AUTHORIZED ON OR _ NO BEALE ABOUTTHEDATEOFSURVEYSHOWNHEREONANDCERTDTED _ ONLY TO THOSE PERSONS AND/OR ENTITIES LISTED HEREO _ - CLOSING SERVICES THE BOUNDARY SURVEY MEETS THE MINIMUM TECHNI ATE F STANDARDS AS SET FORTH BY THE FJ / v\ BY: OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 5R 6 yFLORIDAADMINISTRATIVECODEPURSUANTTOSON ' \ 472-027. FLORIDA STATUTES. ASSOCIATES r ,9'., SMITHL. BEALE IV. PS PROFESSIONALSURVEYOR. FLORIDA REG. NO. 5238 'r i/ FO• LANU `i%k% PHONE: 407A 31tu5577ITE 124 FAX: 4007- 331- 32750 9188 r ar 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 1. 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 _ 1 _ 3 _ No _ 1440 ft' Double Pane 0.0 ft' _ 0.0 ft' _ 0.0 ft' R=0.0, 139.4(p) R R=11.0, 416.3 ft' _ R=4.1, 690.7 ft' _ R=30.0, 1440.0 ft' _ 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 PASSTotalbasepoints: 21989 I hereby certify that the s and specifications covered by this calculation are n co plia the Florida Energy Code. PREPARED B DATE: 1 i b.- I hereby certify that this Ing, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDINPOETkiIAL: DATE: Cap: 30.0 kBtu/hr _ SEER: 10.00 Cap: 30.0 IcBtu/hr _ HSPF: 7.50 Cap: 40.0 gallons _ EF: 0.88 PT, CF, _ FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details 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 4"6.9 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 EnergyGauge®/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 0.4266 11783.8 1 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 #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 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 EnergyGauge®/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 6907.8 1.00 1.188 0.455 0.950 3547.7 EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/FIaRES'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 10060 3548 7692 21299 PASS e t M EnergyGaugeTl 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 #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sqA. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, 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 606.1.ABC.1.2.4 conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 have combustion air. RO-99 OT14FR PRFSrRIPT1VF MEASURES (must be met or exceeded by all residences.) SECTION REQUIREMENTS CHECKCOMPONENTS Water Heaters 612.1 breaker electric or cutoff gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugel DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more efficient the home. 1. 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 (fl') 7. Glass area & type Single Pane a. Clear - single pane 180.4 ft' b. Clear - double pane 0.0 fl' c. Tint/other SHGC - single pane 0.0 fl2 d. Tint/other SHGC - double pane 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 SPEC HOME, , SANFORD, FL, New _ 12. Cooling systems Single family _ 1 a. Central Unit 3 _ b. N/A No _ 1440 fl' c. N/A Double Pane _ 0.0 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 fl' b. N/A R=0.0, 139.4(p) ft _ R=1 1.0, 416.3 ft' _ R=4.1, 690.7 fl' _ R=30.0, 1440.0 ft' _ Sup. R=6.0, 50.0 ft _ 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) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: 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, _ THIi S7-4 0 y OQ f C00 0 WB 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 ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.30) 1t RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247. APOPKA. FL 32704.2247 Phone: 407.886-5960 Fax: 407-886-6326 Email: ceebeeairsystems@c8.rr.com Web: ceebeeair.com Proiect Information For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL Notes: 1440 SO FT Design Information 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 Heatingg Coolingg Area (ft') 1422 1422 Volume (ft') 11372 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 Job:5F08DIST 6-8-05 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 % Bold/ltalle values have been manually overridden w/ wrjgl-t tsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21 ACA: A F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1 RIGHT-J SHORT FORM Entire House CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebeeairsystems®cfl.rr.com Web: ceebeeair.com For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL Job:5F08DIST 6-M5 Htg Clg Infiltration Outside db (OF) 38 93 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (OF) 32 18 Fireplaces 0 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 43 HEATING EQUIPMENT COOLING 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 @ 47°F 0 OF 1000 cfm 0.040 cfm/Btuh Make Trade Efficiency Sensible cooling Latent cooling Total cooling Actual cooling fan Cooling air flow factor Load sensible heat ratio 0.0 EER 0 Btuh 0 Btuh 0 Btuh 1000 cfm 0.055 cfm/Btuh 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 Bold/italic values have been manually overridden wrightsoft Right -Suite ResidenUal^' S.5.08 RSR3oa3a 200SJul-11 10:46:21 4CCA F:%RIGHT J ARCHIVES%2005ZF08DIST.rsr Page 1 Entire House d 1422 24724 18240 1000 1000 Ventilation air 1760 990 Equip. @ 0.98 RSM 18845 Latent cooling 5189 T/\T'AI n 4AINn nCAOA nA n7C 4nnn 4AAA 1 V 1/'9LJ ITGL GVTVT LTVJJ 1 VVV /VVV Bold/Italk values have been manually overridden wrightsoft Right -Suite Residential^' 5.5.0E RSR30434 A ,(>, FARIGHT J ARCHIVESt2005\5FO8DIST.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: ceebeealrsystems@cO.rr.com Web: ceebeeair.com Project Information 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 (°F) 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/Btuh) BtuhrF) Btuh/ft') 6tuh) Btuhnt') 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 37 4472 58 7025 9A Door,Wood Fr,Single Pane, Clr Glass 19 1.1 18.2 30 581 29 571 8C SGDoor,Metal Fr,Single Pane,Clear Glass 40 0.9 46.2 37 1477 29 1175 DOORS 11 A Metal, Fiberglass Core 20 1.7 11.8 19 377 13 255 CEILINGS 16G Under Unconditioned room, R-30 insulation 1422 30 46.9 1.1 1501 1.4 1970 FLOORS 22A Slab Floor on Grade, No Edge Insulation 139 1.2 113 26 3614 0.0 0 wrigh>ttsoft Right -Suite Residential 5.5.06 RSR30434 2005 Jul-11 1Paage 0: ge I F: tRIGHT J ARCHIVESt2005\5F08DIST.rsr DUCT SYSTEM SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: 5FO8DIST 6-M5 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebseairsystems@cll.rr.com Web: ceebeeair.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 Supply Branch Detail Table Name Htg Btuh) Clg Btuh) Htg cfm) Clg cfm) Dsn FR Vel fpm) Dia in) Rect Sz (in) Duct Matl Trnk MAST BED 5817 4573 235 251 0.000 0 0 9x 0 VIFx st1 DINING 2492 1277 101 70 0.000 0 0 6x 0 VIFx st1 FOYER 1628 661 66 36 0.000 0 0 5x 0 VIFx st1 LAUNDRY 834 1018 34 56 0.000 0 0 5x 0 VIFx st1 KITCHEN 261 273 11 15 0.000 0 0 5x 0 VIFx st1 BATH 2 130 136 5 7 0.000 0 0 4x 0 VIFx st1 BED 3 4198 4200 170 230 0.000 0 0 8x 0 VIFx st1 BED 2 3651 2685 148 147 0.000 0 0 7x 0 VIFx st1 FAMILY 3324 2112 134 116 0.000 0 0 7x 0 VIFx st1 MAST BATH 1831 1081 74 59 0.000 0 0 6x 0 VIFx st1 MAST WIC 557 223 23 12 0.000 0 0 4x 0 VIFx st1 Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Vel fpm) Diam in) Rect Duct Size (in) Duct Material Trunk st1 Peak AVF 1000 1000 0 0 12 x 0 RectFbg Bold1tallc values have been manually overridden wrighltsoft Right -Suite Residential 5.5.06RSR30434 j4CACk F:%RIGHT J ARCHIVESt200515F08DIST.rsr 2005-Jul-11 10:57:54 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 rb3 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 wrightsoft Right -Suite Residential^' 5.5.08 RSR30434 FARIGHT J ARCHIVES1200515FO80IST.rsr 2005-Jul-11 10:57:54 Page 2 DUCT TREE DIAGRAM 1 ` 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®c0.rr.com Web: ceebeeair.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. Bold/Italk values have been manually overridden 1000 1000 Q wrighitsoft Right -Suite Residential^' 5.5.06 RSR30434 2005•Jul-11 10,57:54 C,Q\ F:RIGHT J ARCHIVEM200515F08DIST.rsr Page 1 Job #: 5F08DIST Performed by JAS for: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMI NOLE CTY FL Sheet 1 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\5F08D I 11 \\I \I Y,1 \I Y\ t\ li\ \I •1 \I Y" \I \II 111\ 1 u\I r'N_ THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: LYNNE R. WILSON, ESQUIRE Shuffield, Lowman & Wilson, P.A. Post Office Box 2087 Orlando, Florida 32802-2087 PERMIT NO. MARYANNE MORSE, CLERK OF CIRCUIT COURT SU41NULE COUNTY BK 05827 DGS 0557-0559 CLERK'S # 2005125557 REL'URDED 0'//26/2006 0214309 PM REWNDING FEES 21.00 RECURUED BY D Thomas ol\F\CQ R 6 0010 P,\f\, rF`OR10 SEMtN GO TAX FOLICla NOTICE OF 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: 1. 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). SACLIENTS\B\l33&'Rl 188 Metro Development Group, Inc\l 188aip.wpd 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): ,/I Owner) MUROSKI, Individually STATE OF FLO A COUNTY OF The foregoing instrument was executed, sworn to and acknowledged before me this July 02 12005, by JOHN B. MUROSKI, Individually. 7haw Signat6rzlof Not ublic SEAL uu'IMARY E SHUFFIELD w"" OD0352257 Expires srzr,0= ti a,. Fl":'. N w!„w NameofN tary Public Typed, Printed or stamped) Personally Known OR Produced Identification Type of Identification Produced ri ye r j' jcn gst, SACLIENTS\B\BB&T\I 188 Me= Development Group, Inc\l188aip.wpd EXHIBIT "A" Legal Descrintion Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3rd 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\BB&TI 188 Metro Dcvclopment Group, Inc\I 188legal.wpd COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77162 DATE: Jam' BUILDING PERMIT NUMBER: (CITY) _COUNTY NUMBER: UNIT ADDRESS: / I - 0 :. • 1,_,,--1 -r./-,,I , w.c• TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP : RNG : PARCEL: '''7 SUBDIVISION: ( • ,77 r7r 1A TRACT: PLAT BOOK: -4 PLAT BOOK PAGE:~" -) BLOCK: LOT: OWNER NAME: L ADDRESS: APPLICANT NAME: ADDRESS: K ) . LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit S 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit S 142.00 1 S 142.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 S 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: 7I:•+ SIGNATURE: PLEASE PRINT -NAME) , DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS -VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** ck, STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT r coo vs . CONSTRUCTION PERMIT FOR: X ]New System [ )Existing System Repair [ )Abandonment CENTRAX #: 59-S2-09283 DATE PAID: FEE PAID $ RECEIPT OSTDSNBR 05-9281- -N Holding Tank [ ] Innovative Other Temporary [ Un ] APPLICANT: Metro Development AGENT: 00-0000, N/A PROPERTY STREET ADDRESS: 1140 25th St W Sanford FL 32771 LOT: 1 BLOCK: 5 SUBDIVISION: Dreamwold Section/Township/Range/Parcel No.] PROPERTY ID #: 36-19-30-504-0400-00 [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E-6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T [ 900 ]Gallons SEPTIC TANK A [ 0 ]Gallons N [ 0 ]GALLONS GREASE INTERCEPTOR CAPACITY K [ 225 ]GALLONS DOSING TANK CAPACITY [ 0 MULTI-CHAMBERED/IN SERIES: [Y ] MULTI-CHAMBERED/IN SERIES: [Y ] GALLONS @ [2 ]DOSES PER 24 HRS # PUMPS[ 1 ] D [ 462 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ 0 ]SQUARE FEET SYSTEM A TYPE SYSTEM: [ ]STANDARD [ N FILLED I CONFIGURATION: [ N ]TRENCH [ ]BED N "— F LOCATION TO BENCHMARK: Orange Dot Center o Marshall Ave I ELEVATION OF PROPOSED SYSTEM SITE [ 3.0 ] [ INCHES ] E BOTTOM OF DRAINFIELD TO BE [ 15.0 ) [ INCHES ] L Y [7ND J ' N ] N ] Paul WNCEtFrontLot3BELOW] BENCHMARK/RE tPOINT ABOVE] BENCHMARK/REFER POINT D FILL REQUIRED:[ 33.0 ]INCHES EXCAVATION REQUIRED: [ 42.0 ] INCHES OTHER REMARKS: The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. A minimum cat 3 tank is required with no more than 18 inches of cover soil. Conditions apply only to the area investigated.If other conditions are encountered durning constrcution,the eng must be notiifed. 1) Sleeve potable water lines within 10 feet of drainfield. Leave uncovered for inspection. (4) Private potable wells must be 75 f t from system, non -potable 50 ft/locate and mark wel S. (18) No portion of drainfield may be located in any easeme (22' mar an dj-ak) G0 ( Q d i) ' s of a will J% SPECIFICATIONS BY: Law, Donald TITLE: APPROVED BY: Dove, Kim TITLE: EH Supervisor Seminole CHD DATE ISSUED: 11/15/05 DH 4016, 03/97 (Obsoletes previous editions which may not be used) Stock Number: 5744-001-4016-0) lostde cons_4016-1) EXPIRATION DATE: 5/15/07 Page 1 of 2 r conduct a site evaluation which will be conducted at time of inspection to confirm that soils found below the b.o.d. are consistant and in compliance with CH 64E-6 F.A.C. In addition any discrepancies will be corrected and this office will charge a fee of $75.00 for a site evaluation. No portion of mound water shed can drain onto adjacent lot. SPECIFICATIONS BY: Law APPROVED BY: Dove, Kim TITLE: TITLE: EH Supervisor Seminole CHD DATE ISSUED: 11/15/05 DH 4016, 03/97 (Obsoletes previous editions which may not be used) Stock Number: 5744-001-4016-0) lostds_cons 4016-11 EXPIRATION DATE: 5/15/07 Page 1 of 2 11 t4PPROVED t ONSITE SEWAGE SITE PLAN E COUNTY HEALTH DEPA EN 3a e Initial —. i MARSHALL AVENUE 60' TOTAL R/W FgvH),05'ZE1 S u,.2:,9&00 S Y L. i ng pA 66.3' OSED •` No O m A NO V 12.0' P Z toll m 8.0' m v A 9 nJ - i46.3' 10 N p d 0 YY 82i),OE'ZEi ' S .,6z,9Zo00 S LOT N_ m Z co C7 c v O Q) a V CD S V 1 W cn N o ti I H 4 1 Ti F n c LIMITED POWER OF ATTORNEY I hereby name and appoint: Printed Name of Appointee 4c4lza Demlv nfi §aqua;mac. Company Name of Appointee to be my lawful attorney -in -fact to act for me in applying to the City of Sanford Government GemmeFeW6sidiRPermitting for a permit enabling work to be performed at the location below -described and to sign my name and do all things necessary to this appointment: Section Township Range ti=mwbM 3'14 Subdivision 5 Block 1-7 Lot s Project Address 7okn g- Humostz Owner of Property 9l Owner Address Signed: Certified contracfo nature Date: -i -z - cS Certified Contractor: t>AvI i? C Aret,aul;2 1-I-yAa t. s Printed name Contractor License #: 6I3G i z 519 6S State of F rida I ) County QtghM ) " (('' .. II4T, Swom to and subscribed before me this `• day dj l..L by 1 r-1 f r nacknowledged)who i sona I know a or who has roducednameopersonyp identification). a— . V aL4_"1_ otary ublic om ssion expires3 / a-1s ) P . • PO , JUUA ANN NIEMANN MY COMMISSION # DD 299770 EXPIRES: March 27, 2008odleBON44Thru6WPtNotayServices Job•(RDVRML30) /Rod Vermillio /Metro / Al Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 N r0 3x Las THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 11.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT If. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. i Deflection meets L/360 live and U240 total load. j TCII -I- TC2 TC3 -I- 1 8V7 + 6'1'1 6'1'1 677- BC1 + BC2 Rv=-1605# U=424# W=8' SEAT PLATE REQUIRED I i LEFT RAKE== 1`4114 . KLEFT I - 2i ERS.-P.E. FRClTPI1995/STD) JUL-1 y 7005 MOUNT DORA, FL 32757 FL. REG. 18243 38, 38' QTY= 4 TOTAL= 4 TC4 6'10•s BM BC4 Rr-16050 U=424# w-:ir SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 20'1"10 SEQ = 30743 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF TC DL 1 O.OpSf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I I BC DL 1 O.OpSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 1 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.6pSf O/A LEN. 38 i WARNINGS. 1 DUR.FAC. 1.25 i SPACING 24.0" TYPE comn Job:(RDVRML30) /Rod Verrnillio /Metro / A2 r-• Top chord 2x4 SP #1 Bot chord 2x4 SP 01 t Webs 20 SP #3 I 1 N toto I 3)I rs i THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind. 11.27 ft mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 fl 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. i TC1 i TC2 + TC3 19' + 1 g 6'10'B 61r7 TC4 - J 6'10'E -I 10'1'12 2T10'1 ICI'• -9'6• + 9'1'2 'ice 91-2 + 9'6• i l 13C1 Rv=-1810 U=18W W--D' SEAT PLATE REQUIRED Rv=--19170 U=5030 WI-11'13 I SEAT PLATE REQUIRED I LEFT RAKE = 1'4"14 LERS, P.E. BC2 38, QTY= 1 TOTAL= 1 BC3 BC4 -j Rw 11130 U=2959 W=6' 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 I TC DL 1 O.Opsf DATE 06-01-2005 JUL 19 'Zppg ' THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I IBC DL 10.0psf DRWG I PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf j ! MOUNT DORA FL 3275T- FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 38 WARNINGS. FL. REG. 1q8 j DUR.FAC. 1.25 I I SPACING 24.0" TYPE comn Job,(RDVRML30) /Rod Verrnillio /Metro / A3 Top chord 20 SP #1 i Bot chord 2x4 SP #1Webs2x4SP #3 N 3x THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.94 It mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge, CAT II, EXP B, wind TC DL-5.0 psf, wind BC DL=5.0 psf. Deflection meets 1-/360 live and U240 total load. TC1 TC2 TC3 —+ TC4 TC5 _ I 1T 4' 1T I•--- 6" 5'5'1 5'4'124' 5'49 82'6 I F are- M Rv--18050 U=4250 VV=6- BC1 SEAT PLATE REQUIRED ICJ L' EFT RAKE = 1'4"14 LEFT JIG = 18'0" 5 DESC. = A3 ' Q ej1 E dS e E FBC/TPI1 38' V2' 14 + 3.10'4 6'1.2 M. BC2 QTY= 1 TOTAL= 1 BC3 ere• -=, I BC4 ^ j RIIW5# U=4250 W!WSEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 18'0"5 SEQ = 30758 REV. 7.02.0527.10 SCALE=0.2059 E i TC LL 20.Opsf I REF 3M FALCONBRIDGE PLACE 1 i j TC DL 10.0psf i DATE 06-01-2005 " THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i BC DL 10.0psf I DRWG I JUL 1 9 ZOOS PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 j BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND D. 40.OpSf 1 0/ ALEN. 38 I MOUNTDORkA 12757 WARNINGS. UR. FAC. DUR.F 1.25 SPACING 24.0" TYPE hips Job:(RDVRML30) /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 It mean hgt, ASCE 7-98, CLOSED bidg, 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 1 Deflection meets L/380 live and U240 total load. TC1 TC2 TC3 TC4 TC5 1T 4' 1T - 627 5'5'1 —+}^— 5'4'12 4' 65'1 5'47 62'8 12'4'13 2vr3 ICI" 6'6' 3'5'154'895T1V'4 8'1'2 BCt BC2 -{- BC3 BC4 Rr-321# U=180# W=8' Rv=891# U-284M NA - SEAT PLATE REQUIRED Rv=1899# U=498# W-5'11 SEAT PLATE REQUIRED I LEFT RAKE = 1'4"14 i RIGHT RAKE = 1'4"14 i LEFT JIG = 18'0"5 RIGHT JIG = 18'0"5 DESC. = A4 SEO = 30737 1iL V/ s E FBC/TPI1995(STD) OTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2059 ! f 34G FALCONBRIDGE PLACE 0 it TC LL TC DL 20.Opsf 1 O. Opsf REF I DATE 06-01-2005 I THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 1 O.Opsf DRWG i JUL 19 2005 i PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 i i BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf O/A LEN. 38 DOD A FL 32757 WARNINGS. MOUNT (1P1 J DUR.FAC. 1.25 C_ Q ia, ia 4i SPACING 24.0" TYPE hips Job (RDVRML30) /Rod Vermillio /Metro / AS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT T Tap chord 2x4 SP #1 120 mph wind, 10.611111 mean hgl, ASCE 7-98. CLOSED bldg. not located within 4.50 ft from roof edge, CAT It, EXP B, wind TC ! Bol chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets L/360 live and U240 total load. TC1 TC2 TC3 TC4 -I 15' 8 15• 6.11'11 4• 611Ve 3a I--re• r1'2 + 4•--I---4• r1-2 + re --ICI 1.4'i,. 3D' j Rv=160B# U=4270 W=8' BCt + BC2 BC3 Rv--1518# U=395# W=8- SEAT PLATE REQUIRED SEAT PLATE REQUIRED I I LEFT RAKE = 1'4"14 LEFT JIG = 15'11" RIGHT JIG = 15'11" DESC.= A5 SEQ = 30755 PLT'TYP.-WAVE FBC/TP11995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2129 t KENNETH H. EHLF.RS, P.E. TC LL 20.Opsf REF TC DL lO.Opsf DATE 06-01-2005 W FALCOWBhibGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.OpSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 jI JUL 19 2Q05 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.OpSf O/A LEN. 38 WARNINGS. DUR.FAC. 1.25 MOUNT DORA,,FL 32757 SPACING 24.0" TYPE hips FL. REG.18243 Job:(RDVRML30) /Rod Vennillio /Metro / A6 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 I Webs 2x4 SP 03 Defection meets L/360 live and U240 total load. i I iI I I j i TC1 TC2 TC3 15' B' — B'0'S 8'11'11 Q — j N_ I NI 3) I hr. 14713 N. 95'15 8'S'7 y 3. BC1 SC2 Rv--3W# U=1801t -P Rr-1952M U=5M# -5'11 I LEFT RAKE = V414 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 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. A) Continuous lateral bracing equally spaced on member. Or 1 x4 #3 or better'T' brace. 80% length of web member. Attached with 8d nails @ 6' OC. LEFT JIG = 15'11" PLT. TYP.--\AIAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 IKENN - . EHLERS, P.E. 3034 FALCONSAIDGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 JUL- 19 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUMMA, & 32757 A TC4 TC5 j 15, 6'11'11 875= 2V77 i 7714 - - 7'8' =i l BC3 I Rv=-869# U=237# W=8' 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 10.0psf DATE 06-01-2005 j BC DL 10.0pSf DRWG BC ILL O.Opsf TOT.LD. 40.Opsf ! O/A LEN. 38 I DUR.FAC. 1.25 SPACING 24.0" 'TYPE hips Job.(RDVRML30) /Rod Vermillio /Metro / A7 I Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 I T 1 N I V 1 1 I r133x TC1 13' f- 7"O'10 61118 6V r4• . Rv-16080 U=426#-VW-W SEAT PLATE REQUIRED i LEFT RAKE = 1'4"14 LEFT JIG = 13'9" 12 DESC. = A7 PLT. TYP.-WAVE ' FBCITP11 act 6'1Z THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 fl from roof edge. CAT ll, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets V360 live and U240 total load. TC2 12' 6' 6' 6' 38' BC2 QTY= 1 TOTAL= 1 TC3 13' 5'11'6 7'0" 10 1A 8' BC3 -1 Rv--1516# U=3960 VW-6' SEAT PLATE REQUIRED RIGHT JIG = 13'9"12 SEQ = 30752 REV. 7.02.0527.10 SCALE=0.2129 1 i TC LL 20.OpSf REF A, ENNETH H. EHLEK P.E. TC DL 1 O.Opsf DATE 06-01-2005 1034 FALCO .NBROGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.0psf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 LL O.Opsf i FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND JuL 19 2005 WARNINGS. IBC TOT.LD. 40.OpSf O/A LEN. 38 1 DUR.FAC. 1.25 l MOUNT DORkFL_32757 t SPACING 24.0" TYPE hips Job'(RDVRML30) /Rod Verrn,llio /Metro / A6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 120 mph wind, 10.27 It mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP B, wind TC I Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. I Webs 2x4 SP #3 Deflection meets L/360live and L/240 total load. TC1 TC2 TC3 13' + 12' 13' - To'10 5'1 V6 5'10'1 6'1'12 611'6 7710 { 3x4 hr 16'2'13 217'3 — 6'6' 8'1Z +—TC13—-78'15— 510'1 + 91Z i BC1 BC2 Rr-4726 U=1Er- 0# -4' RiB91M U=522# 1N=5'11 vi v LEFT RAKE 1'4" 14 LEFT JIG = 13'9"12 DESC. = A8 . - PLT. TYP.A JAVc FBC/TPI1 QTY= 1 TOTAL= 1 BC3 Rv= 747# U=203# W SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 13'9"12 SEQ = 30731 REV. 7.02.0527.10 SCALE=0.2059 Eii111, ttlLCrt, r.L. TC LL 20.Opsf REF gnu FALCONMOdE PLACE TC DL 10.Opsf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 i BC LL O.Opsf JUL 19 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND t TOT. LD. 40.Opsf O/A LEN. 38 WARNINGS. MOUWDORA; R 327P DUR.FAC. 1.25 SPACING 24.0" TYPE hips j Job:(RDVRML30) /Rod Vermilho /Metro / A9 Top chord2x4 SP #1 Bot chord2x4 SP #1 Webs 2x4 SP #3 o I v I Iv 3x I I 1 T ! TC1 11' + 6' 0' 10 4'11B 6'11'12 5'6' 5'12 VIN 1'4' BC1 Rv- 1606# U=429# VWB' SEAT PLATE REQUIRED i LEFT RAKE = 1'4"14 LEFT JIG = 11'8"7 034 FALCONBRIDGE PLACE JUL 19 200,5 MOUNT DO% FL ,32757 FL. RM. 1R94.1 FBC/TPI19951 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.13 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 U240 total load. TC2 -'TC3 TC4 13'6' -' - 122' sxs 38• 36' BC2 CITY= 1 TOTAL= 1 9•e- 4—5.6'2 91' THIS DRAWING SHOULD BE APPROVED BY A REGISTERED ; PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I WARNINGS. BC3 _ I Rv-- 151t1# U=395# Vlr-S SEAT PLATE REQUIRED RIGHT JIG = 12'11"3 SEQ = 30749 REV. 7. 02.0527.10 SCALE=0.2129 I TC LL 20.Opsf I REF ! TC DL 10.Opsf DATE 06-01-2005 j BC DL 10.0psf DRWG i BC ILL O.Opsf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24. 0" TYPE spec Rod Venndlio /Metro / AID THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets L/360 live and U240 total load. TC1 TC2 11' 18' Imo-8'0'104'1M T10.4 }t 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 psf. A) Continuous lateral bracing equaly spaced on member. Or 1 x4 03 or better'T' brace. 80% length of web member. Attached vnth 8d nails @ 6' OC. TC3 1T - 8' 1'12 411118 --+}— 6'0'10 n. 21'4' ICI-- 5W - -}-- 61'2 s'tr --}— rslz --}-- r1o'4 F—= BC1 Rr- 535# U=180# -4' LEFT RAKE = V4"1h • . LEFT JIG = 11'8'7 ' i DESC. = A10 PLT. TYP.-IN/1VE FBC/TPI1 BC2 Rv= 1905# U=5040 W-W OTY= 1 TOTAL= 1 Sts 5'8'--ICI BC3 Rv-- 7710 U=208# W-8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'87 SEO = 30728 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF Immr. Inn. EHLERS, P.c. 1 TC DL 10.0psf ;DATE 06-01-2005 1034 FALCONEMIbbE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG t PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf JUL 1 9 Z,QQS FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT. LD. 40.OpSf ; O/A LEN. 38 1 WARNINGS. i I DUR. FAC. 1.25 MOUNT DOK FL 32757 ; SPACING 24.0" j TYPE hips i FL. REG.18243 Job:(RDVRML30) /Rod Vermillio /Metro / Al Top chord 2x4 SP #1 Bot chord 2x4 SP #1 j Webs 2x4 SP #3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.13 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4 50 R from roof edge, CAT It. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Defection meets L/360 Irve and U240 total load. TC1 TC2 -- TC3 TC4 f•^ 0' 13'8' 3'2' 122" - f"— 4'10.14 4'1'2 4'If7 — — 4'6"11 - 4'4.15 37 — 5'6'6 87'10 SXfi T 72 5x8 3X4 3X4 K1 4 wto 3x4 Q N 3X4 W2 W4 M f W1 W12 3X8(A1) it 3x6(A1) r s 3x4 Sx8 3X4 3x4 Bx8 3X4 38' I h Il72 4v154-111 + 44.15—+-3'5.8 T8'2 + 61" r4• 3e' - BC1 BC2 BC3 Rv-- 1608# U=429# W=8' Rv 15180 U=3940 W=8' SEAT PLATE REQUIRED SEAT PLATE REQUIRED j LEFT RAKE = 1'4"14 LEFT JIG .9'7"2E RB gg l. Ll''1'..I1<ir11CiR CY' FBClTPI1 j 034 PAW60hibbt PLACE OTY= 1 TOTAL= 1 F , . 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 3oq FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND UN 1T OORUI J`l/ WARNINGS. RIGHT JIG = 12'11"3 SEO = 30746 REV. 7. 02.0527.10 SCALE=0.2129 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 1 BC DL 10.Opsf DRWG BC LL O.Opsf i TOT.LD. 40.0pSf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24. 0" t TYPE spec Job:(RDVRML30) /Rod Vermilho /Metro / Al2 Top chord 2x4 SP 01 Bot chord 20 SP 91 Webs 2x4 SP #3 Deflection meets 1-/360 live and U240 total load. i TC1 TC2 20• 4'1(r14 --- 4'1'2 6712 B•4'8 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 It, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. I A) Continuous lateral bracing equally spaced on member. Or 1x4 #3 or better -17 brace. 80% length of web member. Attached with 8d nails ® 6' OC. TC3 TG - 12 SXB 3X4 X 8 4 p 3X4 W2 (A) (A) 3X4 in WJ w7 w9 3X6(A7) 3X6(A7) 1 r„ 3X4 SXB 3X4 SX6 3X4 h,- 16'6' 21'4' 87-2 6'6v-}-=-}---5V12 66.4 BC7 Rr--567# U=1800 4' Rv--18480 U=4 7# W--4' BC2 BC3 - Rr-7980 U-21W-- 2# 8' SEAT PLATE REQUIRED I I I I I V4" 14 LEFT RAKE = 1'4"14 . RIGHT RAKE = RIGHT JIG = 9'7"2 LEFTJIG = 9'7"2 t7r1Ef PEE• FBC/TPI1995(STD) OTY= 1 TOTAL= 1 REV. 7.02.0527.10 SEQ = 30725 SCALE=0. 2059 I Q034 FAWONRRIOGE PLACE ITC LL 20.Opsf REF I i TC DL 10.Opsf DATE 06-01-2005 JUL' 1 9 Z005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED 1 BC DL 10.Opsf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf DORA, FL 327M FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND t I TOT. LD. 40.Opsf O/A LEN. se I MOUNT WARNINGS. DUR.FAC. 1.25 FL. REG. 182 i SPACING 24.0" TYPE hips ! Job:(RDVRML30) [Rod Vermilho /Metro / A13 Top chord 2x4 SP #1 :TC2 2x6 SP #1: Bot chord 2x6 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 7.00 TC - From 127 PLF at 7.0010 127 PLF at 13.54 I 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 44 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 - 1660 LB Conc. Load at 13.54 t 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 ft from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L1240 total load. Calculated vertical deflection is 0.52' due to live load and 0.51' due to dead load at X = 13-8-4 I--- TCt + TC2 } TC3 TC4 _ I 4'1'14 SXB 4 12 8X12 3x4 SX12 w8 3x4 3X4 ( A) W7W3WS W70 X10(A1) 4X5(A1) 8' 3X4 HS816 3X4 8X10 3X1 F'----60.10 +-6'11'l2 + 6.11'12 -- sR• + 5'8'2 Flo•—••}-i r a'0•e 24'5.8 - a" BC1 Rv=3677# U-10430 W-B• S LATE REQUIRED LEFT RAKE = 1'4"14 - LEFT JIG=•7'5"14 DESC.— A13 - 91,6T. ZY,JZ.1NAVr _'_ _ FBC/TPI1995( j0M FALCONBgIDG PiLA JUL A 9 2005 MOUNT DORA, FL 32157 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 _ t Rv-2508# U=720# W=8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 12"1"3 SEQ = 30632 REV. 7.02.0527.10 SCALE=0.2059 TC LL ZU.UpST TC DL 1 O.Opsf BC DL 1 O.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" Ktl- DATE 06-01-2005 DRWG O/A LEN. 38 iTYPE Spec Job:(RDVRML30) /Rod Vermdho /Metro / A14 Top chord 2x4 SP #1 Bot chord 2x4 SP 91 Webs 2x4 SP #3 i 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 psf, wind BC DL=5.0 psf. 91 hip supports 7-0-0 Jacks with no webs. Deflection meets L1360 live and U240 total load. I T iv 1 3 TC1 7 TC2 24' - 3'1(Y14 3'1'2 8'2'5 775 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. A) #3 or better scab brace. Same size 6 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 7-0-0 setback with 0-" cant and 1.4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. T}C- 3 + T TC4 8'2'5 -3'1.2-31'14 I x 1 5xe 04 SXB 3X43X4 2 T W1 W7 W 6( Al) SX8 3X4 5X8 3X4 5X6 hr. 18'8' 21'4' - 8' T2 T1e'13 + 1' 9'3 65* 3 + T10'13 67238, T 24' T au BC1 Rw10210 U=2910 -4' L = 1'4"14 7, 5"14 D C FBC/TPI BC2 BC3 Rr- 4045N U=10841 61' QTY= 1 PLIES= 2 TOTAL= 2 BC4 J Rv-- 1427N U=398N W=8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 7'5"14 SEQ = 30666 REV. 7.02.0527.10 SCALE=0.2059 FAWONDRIDOE PLACE i TC LL 20.Opsf REF I 3034ITCDL10.Opsf DATE 06 01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.Opsf DRWG I JUL, 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 I BC LL O.Opsf MOUNT 60R 1, FL 327 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. r O/ A LEN. 38 DOUR. FAC. 1.25pSf FL' , RE .G:18243 SPACING 24.0" TYPE hips Job•(RDVRML30) /Rod Vermillio /Metro / B1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 91 120 mph wind, 9.94 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 It from roof edge, CAT It, 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 I I Defection meets U360 live and U240 total load. different connections than Indicated. Refer to manufacturer publication for additional information. I f TC1 11' F- - 6710 TC2 TC3 74" 11' - 4'11"6 T4' 4'11*6 i610'10 4X4 4X6 12 4 p 3X4 Wd 3X4 IW5 W1 1) 3X4(A1) R 8' 3X4 5X6 3X4 3X4 F: i 5W act Rv-66N =2W* H=Simpson HUS26 w/(4) tad, 0 162 x2.5' nails in Tnus w/(14) 16d• 0.162W.5- nails In Girder Girder is (2) 1 50x 5.50 SP SolidSawn LEFT-J G = 11'8"71 DESC. = 131, jL6jjIkTA,'V&V.... _ _ FBC/TPI19951 24.4• 5'2'14 + 72.4 5'1-2 24v OTY= 1 TOTAL= 1 Y4• --1 11102 ' Rw10W U=21140 W18- SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'87 SEO = 30624 REV. 7.02.0527.10 SCALE=0.3262 GNM ff it aHm"".Ew TC LL 20.Opsf REF 3034 FALCCNBAWE PLACE TC DL 1 O.Opsf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED j BC DL 10.Opsf DRWG JUSL9 oOCJ PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.OpSf O/A LEN. 240400 MOUNT DORA., FL 327 : WARNINGS. DUR.FAC. 1.25 FL-REG.A8243 ' SPACING 24.0" TYPE hips Job-(RDVRML30) lRod Vennillio /Metro / B2 Tap chord 2x4 SP 01 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets L/360 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT _ 120 mph wind, 9 88 It 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. TC1 TC2 -+- TC3 TC4 4'10'14 4'1'2 3' 4'11'2 5'6'14 j e'6.14 j Rv=9W =249# H=Simpson HUS20 BC, I wl(4) led, 0 182'S 2.S nails In Truss w/(14) 16d, 0.162-x2.5- nails In Girder Girder is (2) 1.50x 5.50 SP SofidSawn I LEFT JIG = 972, wwrr-.. FBC/TPI1995(STD) 60 F'ALeON®RIDGE,PLACE 24W VV4 10'32 24'4' - 1-4- --I BC2 ' Rr-1084# U=2B30 W=6' SEAT PLATE REOUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30619 QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.3262 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL` 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORAIR, 32757 WARNINGS. FL. REG 18243— TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 BC OL 10.0psf DRWG BC LL O.Opsf TOT.LD. 40.0psf O/A LEN. 240400 DUR.FAC. 1.25 SPACING 24.0" 'TYPE spec Job (RDVRML30) /Rod Verrnillio /Metro 183 Top chord 2x4 SP #1 Bot chord 2x6 SP #1 :BC2 2x4 SP #1: Webs 2x4 SP #3 SPECIAL LOADS 1 —(LUMBER DUR.FAC.=1.25 / PLATE OUR.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 Conc. Load at 3.06 Deflection meets L1360 live and L/240 total load TC1 T 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 ft from roof edge, CAT II, 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. TC2 TC3 TC4 3• 3.8- 1 O8' — f•— 4'6'4 3' 3'8' — 24'4' 3'9'10 77'8 ---a-- zre ----} 31 re — 24'4' 3'0'12 i+ssv I SC1 Rr-2345# U=916# H=Simpson HGUS26-2 w/(4) 16d. 0.162'2 S nalls in Truss wl(20) 18d, 0.162-4.5' nails in Girder r is (2) 1.SOx 5 50 SP SolidSawn LEFT JIG = 7'5"14 0 1".1Wi riQ$. P.E_ FBC/TP1199! 21'3'4 OTY= 1 PLIES= 2 TOTAL= 2 4' 112 5'8'14 10'3'2 1'4' --I BC2 - Rw-1248# U=435# WIW SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'41 SEQ = 30614 REV. 7.02.0527.10 SCALE=0.3262 03410ALWN6AfbGE PLACE TC LL 20.Opsf i REF i TC DL 1 O.Opsf I DATE 06-01-2005 I THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 2005 BC DL I 1 O.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf i FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORA,FL 32757 WARNINGS. TOT.LD. 40.OpSf O/A LEN. 240400 DUR.FAC. 1.25 R. REG.182'N SPACING 24.0" TYPE spec i Job (RDVRML30) /Rod Vennilho /Metro / C1 Top chord 2x4 SP #1 Bol 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 9 i 3X4(A i 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 H 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 1360 live and U240 total load. TC1 TC2 19616 10`8' — 5 M + 4'11'2 i'C 6'10'15 BC1 Rv-1139# =393111 H=Simpson HUS28 w1(6) 10d Common, 0 148X3 0' nails in Truss wl(14) 10d Common, 0.148 x3 Cr nails in Girder Girder is (1) 1.50x 5.50 SP SofidSawn P'M EHLERS, P.E. Kawalinnhnniii- n@,&wrFBCrrPI1995(STD) JUL .1 9. Z,005 MOUNT 00, FL 32757, FL. REG. Y$243 . a 2178 6'6'13 2176 QTY= 3 TOTAL= 3 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. S8' 14 6'71'11 - 1'4' --I BC2 - I Rv=-1234# U=426# W--8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30660 REV. 7.02.0527.10 SCALE=0.3714 ' TC LL 20.Opsf TC DL 1 O.Opsf I BC DL 10.0psf j BC ILL O.Opsf i TOT.LD. 40.Opsf DUR.FAC. 1.25 i SPACING 24.0" REF I DATE 06-01-2005 DRWG I O/A LEN. 210208 l I TYPE comn Job:(RDVRML30) /Rod Vennillio [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 1 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 j BC - From 4 PLF at 21.21 to 4 PLF at 22.54 i i i I 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 fl 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 U240 total load. TCl TC2 lows 576 4'1l'2 4'11-2 68`14 - 2178 f 6'10'15 6'6'13 6'11.11 21" --'-- 1'4' ^i BC1 i 11 =1142N U=394tW=6'6 I SEAT PLATE REQUIRED I 1 PLE171G ='17'13 DESC. = C2 PLT. TYP.-WAVE F UNNITH K €N05, F.E. SM4 FrAL60WOODGE' PLACE JUL .1 9 2005 MOUNT_DORA, f_L_3275Z FL. REG.18243 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 i FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I WARNINGS. BC2 J Rv--12310 U=4250 W=6' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30655 REV. 7.02.0527.10 SCALE=0.3714 TC LL 20.Opsf TC DL 1 O.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" Ittr DATE 06-01-2005 DRWG O/A LEN. 210208 TYPE comn Job (RDVRML30) /Rod Vennlllio /Metro / C3 Tap chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP 03 i SPECIAL LOADS j —(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 j BC - From 4 PLF at 21.33 to I t i 4 PLF at 22 67 j TC1 — I We- THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 It mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 It from roof edge, CAT ll, EXP B. wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets 1-/360 live and U240 total load. TC2 1U'8• — 5'8.14 4'1n + 4'11'2 5'8.14 I 6'11.11 BC1 Rw-12340 U=42 W--8- SEAT PLATE REQUIRED t I I LEFT RAKE = 1'4"14 LEFTpJIIG ==1';'a"4 90"Ifu —E—flS, RE. FBC/TPI1995(S 21'4' . 6W13 21`4• BC2 6'11.11 1'4• --1 Rw1234# U=424# W-f SEAT PLATE REQUIRED 8' RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30650 REV. 7.02.0527.10 SCALE=0.3488 10334 FALCON TC LL 20.Opsf 1 REF IonIUGE-PLACE I TC DL 10.Opsf j DATE 06-01-2005 JUL 1 2 a5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 1 O.OPSf DRWG I• PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 ; BC ILL O.Opsf j y' MOUNT DORA, f CL 3`15% FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND ! WARNINGS. I TOT.LD. 40.Opsf O/A LEN. 210400 DUR.FAC. 1.25 FL..REG.1811AI SPACING 24.0" TYPE Comn 4 Job:(RDVRML30) /Rod Vermillio [Metro / C4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top Chord 2x4 SP #1 120 mph wind; 9.61 R mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT It. EXP B, wind TC 1 Bot chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3i Deflection meets L/360 live and U240 total load I i I I TC1 TC2 TC3 - I i 9 3'4- 9 F---4'10'14 4'12 3'4' 4'1R 4'10'14;i i 4X4 4x8 I i i 3X41 T ! 21W 1-4. 21'4• - - 1'4- „I BC1 BC2 Rv--839N U=251# W=8- Rv-9390 U=2510 NY SEAT PLATE REQUIRED SEAT PLATE REQUIRED LEFT RAKE = 1'4".14 LEFT JI . 0 HSI PEE• FBC/TPI Faccohlal rncE' AU- 1 QTY= 1 TOTAL= 1 JUL 19 2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED 1 ? PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR AL NOTES,IMPORTANT SPECIFICATIONS ANDMOUNTDORA, FL 32757 WARNINGS. FL.'REG.18243 ,, REV. 7.02.0527.10 TIC LL 20.Opsf TIC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf j TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT RAKE = 1'4"14 RIGHT JIG = 97"2 SEO = 30645 SCALE=0.3488 REF DATE 06-01-2005 DRWG O/A LEN. 210400 TYPE hips Rod Venndlio /Metro / C5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 i Botch rd 2x4 SP #1 Webs 2x4 SP 03 Left side jacks have 7-0-0 setback with 0-0.0 cant and 1-4-0 overhang. End jacks have 7-" setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 740-0 setback with 0-0-0 cant and 1.4-0 overhang TC1 i- 3'10.14 i 3'1'2 3'6• 120 mph wind, 15.00 ft mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT it. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. 01 hip supports 7-" jacks with no webs. Deflection meets L/360 live and 1-/240 total load. TC2 TC3 T4' 7' - 5X8 3X4 5X8 Tn 12 4 p LL 3X4 V12 WI 3X4 W3 W8 W1 e11 3x10(Bq 8' 3x4 HS612 3X4 I, 1'4• 57' T 21'4• 3.6. 21'4• T4' 4.. 6T -`•. 1'4• —" 1 Rv--1754N U=61 M W14' BC1 BC2 Rv--1754A U=617R W4:6• I SEAT PLATE REQUIRED SEAT PLATE REQUIRED f ( L6*L"#14MLtHS, P.E. RIGHT RAKE = 1'4"14 BRIDGE PLACE RIGHT JIG = 7'5" 14 SEA = 30. 3403488PLTTYP - A FBC(TP11995(STD) ATY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE TC LL 20.OPSf REF I JUL i 9j 2005 i I I TC DL 1 O.Opsf i DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG MOUNT OOR& FL31757 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 BC ILL O.Opsf FLAEG.182 A'' ' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i TOT.LD. 40.Opsf I O/A LEN. 210400 WARNINGS. DUR.FAC. 1.25 I SPACING 24.0" TYPE hips Job.(RDVRML30) /Rod Venndlio /Metro / D1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 i TC1 TV 3W THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.77 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 U360 live and U240 total load. TC2 3W J' 3'8' - I— 4'11 1 3'1'2 3'1'2 4'14 —1 10'8 T . act 1 Rv--33k U=180# W=3'8 Rv--338# U=1800 W=3'8 1011 B. I LEFT RAKE;: 11" 1 RIGHT RAKE = 11"1 LEFT JIG = 3u'9"11. RIGHT JIG = 3'9" 11 D EHLERS P E SEA = 30. 95pp ! FBC/TPI1995(STD) ATY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.9568 3 CONENID E PL - I TC LL 20.Opsf I REF TC DL 10.Opsf !DATE 06-01-2005 JUL l 9 t2OO5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED `BC DL 10.0psf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 j IBC LL O.Opsf ' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT'DORA, FL 32/757 WARNINGS. ( TOT.LD. 40.Opsf O/A LEN. 7 DUR.FAC. 1.25 i I FL.'REG. I RO ' I SPACING 24.0" . TYPE _ comn Job:(RDVRML30) /Rod Vermillio [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 fl mean hgt. ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf, Bot chord 20 SP #1 wind BC DL=5.0 psf. j Webs 2x4 SP #3 1 hip supports 3-0-0 jacks with no webs. Lett side jacks have 3-0-0 setback with 0-4-0 cant and 14-0 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 0-4-0 cant and 1-4-0 overhang. Deflection meets U360 live and U240 total load. i IN h4(A1) T Tt] i 1 Rv--468if U=236# W=3'8 I t i LEFT RAKE '= 1'4"14 I LE JIG =3'T6 T.EHLERS. pl_ rarrT iciclFrc TC1 3' 3' TC2 4X4 3' T TC3 4. gp -- ' 4'"I 4.14 + 2'a'14 + 86 76'14 4 14 T I 14' 3' 1' 3' t to" BC1 Rv--4680 W230 W-3'8 8. RIGHT RAKE = 1'4"14 RIGHT JIG = 3'3"6 SEQ = 30712 QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.8661 134WLCONSRJUNUEPLAU TC LL 20.Opsf REF j TC DL 1 O.Opsf i DATE 06-01-2005 i JUL 1 ZQ05 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.0psf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND IMOUNTOW'A L 32' WARNINGS. I TOT.LD. 40.Opsf O/A LEN. 7 I DUR.FAC. 1.25 FL REG• 18243 I SPACING 24.0" TYPE hips j Job:(RDVRML30) [Rod Vermiltro /Metro / Et THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT I Top chord 2x4 SP #1 2 Complete Trusses Required Bot chord 2x6 SP #1 Webs 2x4 SP #3 SPECIAL LOADS NAILING SCHEDULE: (10d_boxnails) i LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TOP CHORD: 1 ROW 12' o.c. TC ( From 60 PLF at 0.00 to 60 PLF at 7.00 BOB CHORD 2 ROWS ®6' o.c. (EACH ROW) WEBS • 1 ROW IIN 4' o.c. IBC - 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, 5.40 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, vrind TC 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 DL= 5.0 psf, wind BC DL=5.0 psi. Right end vertical not exposed to wind pressure. TC1 De"ectioR meal, 11360 live and 1-1240 total load 4' 3'10 1 76'10 8' 1' 5'8 i111114 Y 174 =i 234U Ciao 3x4 BC7 Rv-- 29 10 U=1083# W-8' i SEAT PLATE REQUIRED i i i LEFT JIG='.7'5':14 FBC/ TPI1 OTY= 1 PLIES= 2 TOTAL= 2 Rv- 186DN U=5W# H=Simpson HHUS25.2 w/( 6) 1Dd Common, 0.148 x3,lr nails in Truss w/( 14) 10d Common, 0.14M Cr rails in Girder Girder Is (2) 1 50x 5.50 SP SolidSewn RIGHT JIG = 7'0" 1 SEQ = 30637 REV. 7.02.0527.10 SCALE=1.0251 pRTC r3ilVV l GE PLACE LL 20.Opsf j REF I i TC DL 10.Opsf I DATE 06-01-2005 ; 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL' -I 9 'pps A100 I BC DL 10.Opsf j DRWG I i PROFESSIONALENGINEERBEFOREUSE. SEEPAGE r BC ILLO.Opsf i ( f Q/r y FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND OUNT'° v yeFL 32 57 WARNINGS. TOT. LD. 40.OpSf O/A LEN. 7 DUR. FAC. 1.25 FL REG. tec4i, r _ I, SPACING 24.0" TYPE mono i Rod Vermillto /Metro / E2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT i f Top chord 2x4 SP #1 Bot chord 2x6 SP #1 Webs 2x4 SP #3 THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE OPPOSITE SIDE SUPPORTS 3-" JACKS. JACKS HAVE NO WEBS. I TC1 3' 3' 3" 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof. 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 11360live and 1-/240 total load. BC1 — Rv=17010 U-78W W=8' I iI SEAT PLATE REQUIRED LEFTEFTJIG=:i3"6 i DESC. = E2 P{ E V FBC/TPI1995(STD) QTY= 1 TOTAL= 1 E 0 R_ _.E• 30344 FALCONNRI GE OL3ACr THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 1 y 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND MOUNT DORk FL 32757 WARNINGS. EG.- 18243 : TC2 4' J MrS -`-- 3'8 --I 5X8( R) B' 3X4 Rv=- 1581# U=698# H=Simpson HUS28 w1( 6) 10d Common, 0.14".0' nells in Truss w1( 14) 10d Common, 0.148-X3 0' netts in Girder Guder is (1) 1.50x 5 50 SP SohdS8wn RIGHT JIG = 4'2"9 SEQ = 30588 REV. 7.02.0527.10 SCALE=1.1960 TC LL 20.OpSf REF TC DL 1 O.OPSf DATE 06-01-2005 i BC DL 10.0PSf DRWG BC LL I, O. OPSf i TOT. LD. 40.OPSf i O/A LEN. 7 i DUR. FAC. 1.25 SPACING 24.0" 1 TYPE hipm Job:(RDVRML30) [Rod Vermillio /Metro / EJ7 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, 9.27 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B. wind TC iDL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L1360 live and U240 total load. l TC1 — - 44I"' NAILED M 4'14 672 1.4. i Rw-3 U=lwo WBC1= 6' Rv- 740 U=1 NAILED SEAT PLATE REQUIRED VLERS, P.E. JUL . 1 9 ,200,E i i MOUNT DORA. FL 32757. FL REG. 18243 , 0' 4"4 B. FBC/ TPI1995(STD) QTY= 18 TOTAL= 18 REV. 7.02.0527.10 RIGHT SE8 Q 30678 SCALE=1. 0047 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 j THIS DRAWING SHOULD BE APPROVED BY A REGISTERED II 1 BC DL 10.0psf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 i BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf j O/A LEN. 7 WARNINGS. DUR. FAC. 1.25 SPACING 24. 0" i TYPE ejack Job.(RDVRML30) [Rod Vermillio [Metro / EJ7C1 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 bidg, not located within 4.50 It from roof edge. CAT ii, EXP B. wind TC Bol chord 2x4 SP #1 DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets 1-/360 live and L/240 total load. TCI -so# U-46PO NAILED F--I E— 4'14 67.2 F- 1y. iT eCt Rr-392Y 6=180J1 W-4' Rv=-730 U=1 NAILED LrE,F 1'4"14 o"""' MlquRS;.P.E. i PL"P. ( IBGE PLAC;E FBC1TPI1 JUL 1)9 2005 iNTD0RA, FL 32757 REG. 18243 i I QTY= 4 TOTAL= 4 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 0' 4"4 B' RIGHT JIG = 8'4" SEQ = 30697 REV. 7.02.0527.10 SCALE=1.0047 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.0psf BC LL 0.0psf TOT. LD. 40.0.pSf DUR. FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG i nrn 19:m 7 TYPE ejack Job:(RDVRML30) /Rod Verrnillw /Metro / EJ3 Top chord 2x4 SP 01 BoI chord 2x4 SP q1 N n I i L' EFT RAKE=,1'4"14 REAPS FI AtAl li 6b(CE i I ! JUL, 1.94 Zd05 I MOUNT DOK FL 32757 FL. REG.18243 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 A mean hgt, ASCE 7-98, CLOSED bldg. Looted anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5 0 psf. Rr--53f U=1800 NAILED TC1 3'0"4 B. BC7 I Rv=-248# U=180N W=8' Rv=-24N U=180N NAILED SEAT PLATE REQUIRED C/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 RIGHT JIG = 4'4" SEQ = 30681 SCALE=1.9321 I TC LL 20.Opsf i REF j TC DL 1 O.Opsf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED j BC DL 1 O.Opsf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 I BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf I O/A LEN. 3 WARNINGS. DUR.FAC. 1.25 SPACING 24.0" TYPE ejack Job:(RDVRML30) /Rod Vermdlio /Metro / EJ3C THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 12D mph wind, 8.61 It mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere In roof, CAT II, EXP B, wlnd TC OL-5.0 psf, Bol chord 2x4 SP #1 wind BC DL=5.0 psf. I Rw311t U=180M NAILED I I 3X4(A1) I \ E 1'4"14 ''-- JQ HI,1GA& P 1'r fpriGlAILE y_At,r FBC/TPI1 i 1 ;t '• II IHI 1 9 TC1 I.__ 4•14 i27'2 1'0"4 B' 3' BC1 I Rw2670 U-160# W=3'6 Rr--200 U=160N NAILED QTY= 2 TOTAL= 2 4UV) THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 MOUNT Duf'&%,eFAL 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL REG.18243 WARNINGS. RIGHT JIG = 4'4" SEQ = 30718 REV. 7.02.0527.10 SCALE=1.9321 1 TC LL 20.Opsf REF I TC DL 10.Opsf DATE 06-01-2005 i BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf j O/A LEN. 3 DUR.FAC. 1.25 I I SPACING 24.0" TYPE ejack Rod Venndlio /Metro I BJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 1 Bot chord 2x4 SP #1 N 3X4(A1) 120 mph wind, 8.94 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. Deflection meets L/360 live and 1-/240 total load. I TC1 Rv--122# U=r NAILED r F-- 4.11 1 47'2 3'8"4 B' r• 1'4• + 5 - - --' BC1 Rv--315# U=1800 VW-W Rr-49# U-- NAILED SEAT PLATE REQUIRED I ErLFTRAKE = 1114 LEFT JIG = 5'4 10 p 894 FALC6N8J4i6FF pl A 1 I JUL, 1 b 7005 I MOUNT DGKFL,32io REG: 9824.E FBC/TPI1 QTY= 8 TOTAL= 8 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. RIGHT JIG = 6'4" SEQ = 30684 REV. 7.02.0527.10 SCALE=1.3219 TC LL 20.Opsf i REF TC DL 10.0psf DATE 06-01-2005 BC DL 10.0psf DRWG i BC ILL O.Opsf TOT.LD. 40.Opsf O/A LEN. 5 DUR.FAC. 1.25 I : SPACING 24.0" TYPE jack Job:(RDVRML30) /Rod Vermillio /Metro / BJ5C1 Top chord 2x4 SP C1 Bot chord 2x4 SP 81 t I I i i 3X4(A1) I I T i I I PL11-11AKE = 1'4"14 LEFT JIG- ='5'4"10 DESC. = BJ5C1 1034 FALCONOOLIMt I "W" JUL 1 9 2005 MOUNT DORA, FL- 327571. 1" www —.— THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.94 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 live and L/240 total load TC1 Rv=122! U=1F# NAILED 9'8"4 8' 1.- i 1 -- 4'14 472 L' B - act Rv=3 80 U=1800 W=4• Rr-48N UzJ0X NAILED FBC/TPI 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. RIGHT JIG = 6'4" SEQ = 30701 REV. 7.02.0527.10 SCALE=1.3219 TC LL 20.Opsf ITC DL 10.Opsf I BC DL 10.Opsf BC ILL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 i SPACING 24.0" REF DATE 06-01-2005 DRWG I O/A LEN. 5 TYPE Job (RDVRML30) /Rod Vennillio /Metro / 8J3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 1 i 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--53A U=1800 NAILED TC1 1.4. 3 BCt I Rv--248N U=lW# W=8' Rv=240 U=18011 NAILED SEAT PLATE REQUIRED 0"4 8' I EFT = 1'a"14L87 I fRAKppE DI" 9 :,EfILEFI,.N. RIGHT JIG = 4'4" 30169320 S j ,3` fHL'l t1NSRIfJEat'PVA-' FBClTPI1995(STD) OTY= 8 TOTAL= 8 I REV. 7.02.0527.10 I TC LL 20.0psf SCALE i REF i , TC DL 10.Opsf j DATE 06-01-2005 JUL 1 J ?0 5 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i i BC DL 10.Opsf DRWG ' PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 i BC LL 0.0psf MOUN%D RA FL 3215i FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 3 1 FL, FIFO. - I WARNINGS. DUR.FAC. 1.25 f SPACING 24.0" TYPE jack ; Job:(RDVRML30) /Rod Vermdlio /Metro / BJ3C1 Top chord 2x4 SIP #1 Bot chord 2x4 SP #1 3x4(Al) T 1 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=50# U=1800 NAILED TC1 I-- 4"14 i272 3'0"4 8' 1'4' 3' act - t Rr-252# U=180# W-4' Rv=-23# U=180# NAILED I I LEFT KE = 1'4" 4 FBClTPI1 1 p J f6• OTY= 2 TOTAL= 2 JUL THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 MOUNT•DORAIR 32151 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TLREG. 18241 WARNINGS. i I RIGHT JIG = 4'4" SEO = 30704 REV. 7.02.0527.10 SCALE=1.9320 TC LL 20.Opsf I REF TC DL 10.Opsf DATE 06-01-2005 j i BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 3 1 DUR.FAC. 1.25 I SPACING 24.0" TYPE jack j Job (RDVRML30) /Rod Vermdlio /Metro / BJ1 Top chord 2x4 SP 01 i Bot chord 2x4 SP 81 i I I I N 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 psf, wind BC DL=5.0 psf. T BC1 Rv=2570 U=180N W-B• SEAT PLATE REQUIRED Rv=-80 U=1aoM NAILED Rv-4 M U=1800 NAILED 9'4"4 B. RIGHT JIG2 30690 1 1QDQEP'LpLf FBC/TPI1995(STD) QTY= 10 TOTAL= 10 REV. 7.02.0527.10 SCALE=3.3790 I I r TC LL 20.OpSf I REF JUL 1, 9,2005 j TC DL 1O.OpSf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i BC DL 1O.Opsf DRWG MOUN* T 00% FL 32757 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf I A Fri:. FREGA8243- FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TOT.LD. 4O.OpSf s O/A LEN. 1 DUR.FAC. 1.25 I i SPACING 24.0" TYPE jack j Job,(RDVRML30) [Rod Vermillio /Metro / BJ1C Top chord2x4 SP #1 BoI chord2x4 SP #1 I I i I I i 1 1 I 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 psf, wind BC DL=5.0 psf. TCt -I 4'14 7'2 1L' 1' - BC1 Rr- 324# U=240# VV-3'8 Rvr-18i U=lW# NAILED Rv=--154# U=180U NAILED LE 4" 14 L ! EPILE— R-5, Pot' 4MlNF L^ CFBC/TP11995(STD) QTY= 4 TOTAL= 4 trr JUL 1 9 NO: THIS DRAWING SHOULD BE APPROVED BY A REGISTERED MR A PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 MOUNT QORd1jFL, 32757' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL. REG. +8243' WARNINGS. r t 9' 4"4 B- RIGHT JIG = 2' 4"1 SEQ = 30721 REV. 7.02. 0527.10 SCALE=3.3792 i TC ILL 20.Opsf ; REF 1 TC DL 10.Opsf DATE 06-01-2005 I BC DL 10.Opsf ; DRWG I I BC LL O.Opsf ! I TOT.LD. 40. Opsf ; O/A LEN. 1 DUR.FAC. 1. 25 SPACING 24.0" TYPE jack Job:(RDVRML30) /Rod Vennillio /Metro / BJ1C1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 1 Top chord 2x4 SP p1 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, ' 1 Bot chord 2x4 SP 01 wind BC DL=5.0 psf. I I 1 4'J4 L 1 y 2005 MOUN700RAft 32757,' FL. REG.18243 ' TC1 B'4"4 B' i - 4"14 72 1'4- 1' act Rv-2560 U=1820 W-4' Rv-71 U=180H NAILED Rv--920 U=1800 NAILED FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 RIGHT JIG = 2'4"1 ! SEQ = 30707 SCALE=3.3790 TC LL 20.Opsf REF j i TC DL 10.Opsf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED IBC DL 10.OpSf DRWG I PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i WARNINGS. I TOT.LD. 40.Opsf O/A LEN. 1 I DUR.FAC. 1.25 t SPACING 24.0" TYPE jack Job (RDVRML30) /Rod Vermilho /Metro / CJ7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 f1 mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT ll, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BC DL=5.0 psf. Webs 2x4 SP #3 i Hipjack supports 6-11-8 setback jacks with no webs. Deflection meets L/360live and L/240 total load. UE 5'5'12 44.5 Rv=231# U=19NAILED I r+o•+o — i g+o•+ Rv-4 Bc1 U=217# Nh10-9 Rv=38n U=18 NAILED SEAT PLATE REQUIRED 1 4- Mr,fil:GllV f IG KAPF FBC/TPI1 QTY= 4 TOTAL= 4 10'4"3 8' RIGHT JIG = 11'8" 11 SEQ = 30671 REV. 7.02.0527.10 SCALE=0.7142 j TC LL 20.Opsf REF JUL 19 20'05i i TC DL 10.Opsf DATE 06-01-2005 j I THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i IBC DL 10.Opsf DRWG MOUNT DORA, fl 327 7 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf r FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL. RAG.18243 ti WARNINGS. TOT.LD. 40.Opsf O/A LEN. 91001 DUR.FAC. 1.25 i SPACING 24.0" TYPE hipjack Rod Vennillio /Metro / CJ7C 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER P FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Bot chord 2x4 SP 01 Webs 2x4 SP #3 Sub -fascia beam assumptions: 4-" sub -fascia beam on the 0-1.8 cantilever side. 4-4-0 sub -fascia beam on the 0-1-8 cantilever side. Deflection meets L/360 live and U240 total load sv 120 mph wind, 15.00 fl mean hgt, ASCE 7-98. CLOSED btdg, Located anywhere in roof, CAT If. EXP B. wind TC DL=5.0 psf, wind BC DL=5 0 psf. The following busses need concentrated loads at the end of their overhangs: 3-0-0 span/setback member on the 0-1-8 cant side requires 26 Ibs and the 3-0-0 span/setback member on the 0-1-8 cant side requires 26 lbs. Hipjack supports B-11-8 setback jacks with 0-1.8 cantilever one face; 0-1.8 cantilever opposite face TC1 11'6'11 5'5.12 44.5 r- NAILED 10'4"3 B. Fri I—e•11 H e'e•tz a -to --I I T10.10 I- 910.1 Rv-426i1 =21aY W-5.1Bct1 Rv--343rr U=1 NAILED FT RAKE'-=-- 1' 11"4 EHLERS rpo`-SEO RIGHT JIG = 11'8"11 LNal#}BClfPl1995(STD) OTY= 1 TOTAL= 1 30694 REV. 7.02.0527.10 SCALE=0.7142 v 7 TC LL 20.Opsf REF JUL 1 9 2005 TC DL 10.0psf DATE 06-01-2005 I L THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL BC DL IBC 10. Opsf DRWG j ENGINEER BEFORE USE. SEE PAGE A100 LL O.Opsf MOUNTDORA, FL, 32757 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND FL. REG.18243 WARNINGS. TOT.LD. 40.Opsf O/A LEN. 91001 I DUR.FAC. 1.25 SPACING 24.0" 1 TYPE hipjack Job:(RDVRML30) /Rod Vermillio [Metro / CJ3 Top chord 2x4 SP #1 Bot chord 2x4 SIR #1 Deflection meets L/360 live and U240 total load. 3X4(A1) TC1 5V'13 2.83 p THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 ft mean hgl. ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT ll, EXP B, wind TC DL=5 0 psf, wind BC DL=5.0 psf. Hipjack supports 2-11-8 setback jacks with no webs. F^ 6'11 377 4-2 3 r BC1 Rv 187# U=1800 W--10'9 SEAT PLATE REQUIRED Ag P.t. i lr%16 PLACE FBCrrPl1995(STD) QTY= 1 TOTAL= 1 Rr-450 U=180# NAILED Rw-10# U=1800 NAILED RIGHT JIG = 6'0"13 SEQ = 30674 REV. 7.02.0527.10 SCALE=1.3802 9'0"3 8, TC LL 20.Opsf REF JUL 19 Z005 i 1 TC DL 1 O.Opsf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG p FL 3 757 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 MOUNTQOWill BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I WARNINGS. REG.18243 FLi TOT.LD. 40.Opsf O/A LEN. 40203 I i DUR.FAC. 1.25 SPACING 24.0" TYPE hipjack Job.(RDVRML30) /Rod Verrnlllio /Metro / CJ3C Top chord 2x4 SP #1 Bot chord 2x4 SP 01 i 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. I I I i TC7 532 i i 6'0.13 II t I ' i i 1z 283 2 n 3x4(At) t TIIN I f i 1 I I i 1-- 4-15 -{ I F-- s•11 i r- 1'10.10 Lf Rv--213t U-1800 W=4'15 I LEFT RAKE = 1'1,1"4' LEFT JIG = 4j'4"9 tI_ W FiGV1L'1 L.1 r•t FBClfPl1995(STD) QTY= 2 TOTAL= 2 M4 PALONSPIMI: Pi tr JUL THISTHIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR MOUNT00% EL 32157 WARNINGS. AL NOTES,IMPORTANT SPECIFICATIONS AND FL RFG.1820 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 ft mean hgt. ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT Il, EXP B, wind TC DL=5.0 psf, wind BC DL-5.0 psi. 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 lbs. Hipjack supports 2-11-8 setback jacks with 0-3-8 cantilever one face; D-3-8 cantilever opposite face. 3'7'7 473 BCt Rv-16N U-1" NAILED n m Rv--10# U=1800 NAILED RIGHT JIG = 6'013 SEQ = 30715 REV. 7.02.0527.10 SCALE=1.3802 903 e' TC LL 20.0pSf 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. 40203 i DUR.FAC. 1.25 SPACING 24.0" TYPE hip Jack DEVELOPMENT FEE WORKSHEET CITY OF SANFORD UTILITY — ADMIN P.O. BOX 1788 SANFORD, FL 32772-17SS Project Name: Ox kv h/Ov SZ 3 /'ilstir _ Date Phone: Owner/Contact Person: Address: Type of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 1", 2", etc.):. RF,MARKS: 2) NON-RESIDENTIAL Type of Units, (commercial, Industrial, etc.): Total Number of Buildings: Number of Fixture Units each building): Type of Utility Connection individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 112, 2", etc.) REMARKS: CONNEC770NFEE CAL CULA770N., Y Name Signature - Date y;5_ Dry/Torn IWA2 004 11440.00+ 42.00+ 300.00+ 459.00+ 29241.00* 1 440•X 40•= 571600.00# 459•X 20•= 91180.00* 342•X 18•= 61156.00* 571600.00+ 91180.00+ 6056.00+ 003 721936.00* 2 124 1 • : 2•X 0.01= 11.20 002 11.20+ 11.21+ 22.41* CITY OF SANFORD PERMIT APPLICATION Permit tt : o S— 3 7 / Date: Ill. _ n ii' 1 e* J- T_i Job Address: Description of Work: Ilistoric District: Zoning: Value of Work: S glili [7) Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — N of AMPS Roo Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: N of Fixtures N of Water & Sewer Lines N of Gas Lines Plumbing/New Residential: N of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X. Commercial Industrial Total Square Footage: V Y0 Construction Type: Wv' N of Stories: I N of Dwelling Units: If Flood Zone: (FEMA form required for other than X) Parcel H: Owners Name & Address: Contractor N. me &Address: fl tort A Phone & Fax: _ Ot Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Attach Proof of Ownership & Legal Description) Phone: State License Nu Contact Person: AdIrd---' t. Phone: Fax: e: n Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I cenity 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 permn is verification that I will notify the owner of the property of the require mer f Florida Lien Law, FS 13. Signature of Owner/Agent Date Signature of Contractor/Agent IDates Print Owner/Agent's Narne Ptin Contra a gent's Name0 I lob Signature of Notary -State of Florida Date Signature of Notary -State of FIDate rLOitNtiE A. DE UHA E MY COMMISSION # DD 164280 i4dOwner/ Agentis _ Personally Known to Me or C Produced ID nfd APPLICATION APPROVED BY: Bldg: initial Special Conditions' Ca i Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) RECEIVED FEB 0 2 2006 REVISION PERMIT # nxq--?94Z!F DATE 2 /oic,, A(P PROJECT ADDRESS //40 U% Q.54h S- CONTRACTOR PHONE # 4Q 7--5'9F- 447// FAX # U7-.5c19-33 DESCRIPTION OF REVISION UTILITY DEPT FIRE PREVENTION PLANNING BUILDING REVISION PERMIT # DATE // /6 PROJECT ADDRESS al. CONTRACTOR e 4M PHONE # FAX # 4c0J--6J19-44'733 DESCRIPTION OF REVISION %?P,'sad Truss UTILITY DEPT FIRE PREVENTION PLANNING BUILDING ( Q TRUSSWAY, LTD v Build Right From The Start! www. trussway. com MANUFACTURING, SALES AND DESIGN LOCATIONS LOCATION AcWORTH GA OFFICE NUMBER 770) 975-5777 FAx NUMBER 770 975-3322 CHANDLER AZ 602 273-7323 480 961-0729 CLINTON NC 910) 299-0690 910 299-0692 COWPENS SC 864) 463-2914 864) 463-2917 FREDERICKSBURG VA 540) 898-3477 540) 898-3885 HOUSTON TX 713) 691-6900 713) 691-2064 HURST TX 817) 589-1467 817) 595-1097 JACKSON MI 517) 764-1405 435) 603-3756 LIBERTY NC 336) 622-2244 336) 622-31 1 1 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 LOCATION OFFICE NUMBER 512) 244-7363AUSTINTX512) 244-0573 PEEWEE VALLEY KY 502) 243-3933 502) 243-3745 CHARLOTTE NC 704) 522-1492 704) 522-1448 HIGH POINT NC 336) 883-6966 336) 883-6939 INGELSIDE IL 815) 344-4740 815) 344-4740 PATCHOGUE, NY 1 631) 363-0151 1 631) 363-0054 885o Trussway Blvd. Orlando, FL 32824 Phone: (4o7) 857-2777 Fax: (4o7) 851-7899 Operations Mgr. Jim Thomas Design Mgr. Rene Pena Sales Rep. FRANK RODRIGUEZ ROOF TRUSS ENGINEERING FOR: SANFORD HOUSING PROJECT SANFORD, FLORIDA I BUILDING TRIPES: BLDG 1-7 TRUSSWAY JOB NUMBER: 1 53107 1 TRANSMITTED TO: METRO DEVELOPMENT JOBSITE CONTACT: MR. GARYHUGGINS 1 103/14/20061 CONST. ISSUE I Roof 114 F1 Raised seal 7 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 61 G5-31.003, Section 5 of the Florida Board of Professional Engineers. ROl-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(•2 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 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 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 Ply METRO DEV/ Sanford Housing / Bc 53107 HR01 ROOF TRUSS 1 1 153107JobReference optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00.06 2005 Page 1 1$$ 5-11-14 9-9-5 1$$ 5-11-14 3-9-7 Scale = 1:19.5 2x3 11 D 2.83 F12 2x3 C rZ V F B E 4x6 = 3x4 = 5-11-14 9-9-5 5-11-14 3-9-7 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl 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/ANS195 Matrix) Weight: 41 lb 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) In the LOAD CASE(S) section, loads applied to the WEBS 2 X 4 SYP No.3 face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for BRACING more information. TOP CHORD 8) NOTE: The seal on this drawing indicates Sheathed or 6-" oc purfins, except end verticals. acceptance of professional engineering BOT CHORD responsibility solely for the truss component design Rigid ceiling directly applied or 8-6-11 oc bracing. shown. 9) NOTE: Trusses are designed for an Enclosed REACTIONS (lb/size) building condition as per building designer, E = 603/Mechanical assuming doors and windows are protected from B = 440/0-11-0 windbome debris impact as per Fla. Bldg. Code Max Horz 1606.1.4 B = 264(load case 3) Max Uplift LOAD CASE(S) E _-309(load case 3) Standard B =-281(load case 3) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FORCES (lb) Uniform Loads (plf) Maximum Compression/Maximum Tension Vert: A-F=-60 TOP CHORD Trapezoidal Loads (plf) A-F = 0/18 B-F = 0118 Vert: F=O(F=30, B=30)-to-D=-147(F=43, B=-43), B-C=-792/247 C-D=-110/33 B=-2(F=9, B=9}to-E=-49(F=-14, B=-14) 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 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. 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 IQBAL H.A. GAGAN P.E. # 25389 bearing plate capable of withstanding 309 lb uplift at 8850 Trussway boulevardy joint E and 281 lb uplift at joint B. Orlando, R. 32824 mAR1420 Job truss Truss Type oty METRO DEV/ Sanford Housing/ Bc 53107 HR02 ROOFTRUSS 1ferenceFyF53107 optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 1$ 8 4-1-7 1 8 8 4-1-7 Scale = 1:9.8 C 2.83 F12 B E T1 B1 D 3x3 = 4-1-0 4-1-7 4-1-0 0-0-7 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl 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(TL) -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/ANSI95 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-" 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 = 48/0-3-8 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 = 0118 B-E = 0/18 Vert: E=-0(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) BOTCHORD 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 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. IQBAL H.A. GAGANL.E.O389 2) This truss has been designed for a 10.0 psf bottom 8850 Trussway chord live load nonconcurrent with any other live loads. Orlando, FL. 32824 3) Refer to girder(s) for truss to truss connections. Job Truss Truss Type oty Ply 153107 1 METRO DEV/ Sanford Housing / Bc 53107 1HR03 ROOF TRUSS 1 1 1-" E B 3x3 = 2.83 12 e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Pace 1 3-11-5 3-11-5 3-11-5 Scale = 1:9.5 C LOADING (pso SPACING 2-M CSI DEFL in loc) Udefl 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(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 15lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) C = 39/Mechanical B = 192/0-11-5 D = 24/0-3-8 Max Horz B = 38(load case 3) Max Uplift C = 10(load case 4) B = 130(load case 3) Max Grav C = 39(load case 1) B = 192(load case 1) D = 58(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = 0/18 B-E = 0/18 B-C = -19/5 BOTCHORD 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 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 10 lb uplift at joint C and 130 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-E=-60 Trapezoidal Loads (plf) Vert: E=-0(F=30, B=30}to-C=-59(F=O, B=0), B=-2(F=9, B=9}to-D=-20(F=O, B=0) P.E. # 25389 MAR 14M 53107 ROOF TRUSS 531 ousing e 5ep 17 2004 MiTek Industries, Scale = 1:4.6 1-M LOADING (psf) SPACING 2-M CSI DEFL in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.00 B 999 240 MT20 244/190 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/ANSI95 Matrix) Weight: 5lb 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. BOTCHORD Rigid ceiling directly applied or 10-M 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 = 0121 B-C = -27119 BOTCHORD 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. 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard IQBAL H.A. GAGAN P.E. 9 25389 8850 Trussway b84o2u12ard Orlando, FL MAR 14 NUb 53107 J03 IROOF TRUSS 1 Job Reference (optional) 100 a Sep 17 2004 MiTek Industries, Inc. 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.01 B-D 999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.19 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 FBC20011ANS195 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing REACTIONS (lb/size) C = 63/Mechanical B = 214/0-4-0 D = 28/Mechanical Max'Horz B = 61(load case 4) Max Uplift C = 27(load case 4) B = 147(load case 4) 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. 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 27 lb uplift at 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 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb IQBAL H.A. GAG P.E. # 53898850TrusswayboulevardOrlando, y. 32824 MAR 14 Z005 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J05 ROOF TRUSS 1 1 Job Reference o Clonal Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 3x3 = LOADING (psf) SPACING 2-M 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.2 BRACING TOP CHORD Sheathed or 5-" oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) C = 131/Mechanical B = 285/0-4-0 D = 48/Mechanical Max Horz B = 86(load case 4) Max Uplift C =-68(load case 4) B =-183(load case 4) 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=15fl; TCDL=5.Opsf; BCDL=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. CSI DEFL in (loc) Udefl TC 0.26 Vert(LL) 0.10 B-D >564 BC 0.31 VeR(TL) 0.09 B-D >652 WB 0.00 Horz(TL) -0.00 C n/a Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at. 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 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard . Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 17 lb IQBAL H.A. GAGAN P.E. # 8850 Trr s-way Aoulew rlanr1n_ 24 0.7 M ,R 14 Z996 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J07 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 7-" 1-2-8 7-" D Sca 4.00 F12 2x3 11 C T1 W4 B 1 F E 2x3 II 3x3 = 7-" I 7-" LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 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 0.44 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 F8C2001/ANSI95 Matrix) 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 II; 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-" 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 TOPCHORD A-B = 0/22 B-C = -61/0 LOAD CASE(S) C-D = -59/42 Standard BOTCHORD B-F = 0/0 E-F = 0/0 WEBS C-F = -71/43 IQBAL H.A. GAGAN P.E. # 25389 boulevard8850Trusswyvnanuu, rt-. acocy MAR 14 "1005 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J210 ROOF TRUSS 1 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 1-2-8 2-10-8 C 1-2-8 2-10-8 a- :.0 4.00 12 B T1 B1 A' 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 WB 0.00 Horz(TL) -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 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 pudins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-M 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-M 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) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -37/11 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 ; 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. IQBAL H.A. GAGAN P.E. # 25389 Orlando, FL. 32824 MAR 14 it — Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J21IDA ROOF TRUSS 1 1 Job Reference o tional 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 2-10-8 Scale = 1:7.0 2-10-8 LOADING (psf) SPACING 2-0-0 CSI 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: 9 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) A = 99/0-8-0 B = 74/Mechanical C = 25/Mechanical Max Horz A = 37(load case 4) Max Uplift A = 15(load case 4) B = 42(load case 4) Max Grav A = 99(load case 1) B = 74(loadcase 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 It: 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint A and 42 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard P.E. # 25389 MAR 14 2096 IrU33 IYPe ury my 53107 / METRO DEV/ San 53107 R01 ROOF TRUSS 1 1 s Seo 17 2004 11 -2-- 5-5-12 , 7-0-011-0-15 16-7-9 1 21-4-7 263-2 31-0-0 32-6-4, 38-0-0 39-2-5 1- 2-8 5-5-12 1-6-44-8-15 4-10-10 43-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2$ Scale = 1: 67.7 2X4 11 4.00 F12 6x7 = 3x7 = 3x10 M1120H = 2X4 \\ D E F G 3x9 = 3x6 = 3x5 = 6x7 = H 1 . 1 K 2X4 4x6 = V _ U T S R Q p O 47 = 4x5 = 4x5 = 5x6 = 6x12 = 6x8 = 5x6 = 4x5 = 45 = 1 7-" 11- 8-15 16-7-9 164-0 214-7 26-3-2 31-0-0 38-0-0 7-" 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) Vdefl 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 Na Na BCDL 10. 0 Code FBC2001/ANSI95 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 purtins. 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 = 4146/ 0-4-0 M = 1438/ 0-M 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 1130/2819 G-H 113012819 H-1 930/429 1-J 930/429 J-K 3004/1276 K-L 334111396 L-M 3506/1433 M-N 0/26 BOT CHORD B-V 735/1862 BOT CHORD U-V 616/1636 S-T 116/448 P-Q 1161/3004 O-P R-S T•U Q-R 116/448 1161/300 411911309 3322/ 930 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 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 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- D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20 R-V=- 44(F=•24), O-R=-44(F=-24), M-0=-20 Concentrated Loads ( lb) i Vert: V=- 513(F) 0=-513(F) ve_ L H. A. GAGAN, P.E. # rlando, FL. 32824 MAR 14 2006 duu i ru99 "U99 iypn Vry riY 531U/ / Mt l KU UtV/ Santora Housing 53107 R01A ROOF TRUSS 1 V 0 s nc. 11-2-8 7-0-0 11-8-14 16-7-9 214-7 26-3-2 31-0-0 38-0-0 39-2-8 1-2-8 7-0-0 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 rl2 6x7 = 3x5 = 3x5 = 3x6 = 2x4 II C D E F G 3x6 = 6x7 = H I 5x7 = S R Q P 0 N M L 4x6 = 2x4 II 5x12 M1120H= 4x9 = 4x6 = 2x4 II 4x6 = 6x6 = 5x12 M1120H = 7-0-0 11.8-14 16-7-9 21-4-7 2632 31-M 38-M 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.65 O-P 691 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) 1.29 O-P 348 180 M1120H 187/143 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) Weight: 409lb 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-M oc bracing. Except: 9-8-12 oc bracing: P-R 8-11-11 oc bracing: O-P. REACTIONS (lb/size) B = 3472/0-M 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 1316013359 H-1 10250/2600 I-J 6985/1695 J-K 0/26 BOT CHORD B-S 2237/8995 R-S 2232/8951 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 17471627 D-P 656/2530 E-P 148/626 E-0 2424/675 G-0 259/121 WEBS H-O =-86213262 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-" 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 10d Common(.148'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-" 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=S.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 1C; d 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-" 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 windbome debris impact as per Fla. Bldg. Code 1605.1.4 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: 5=-513(F) P=-1564(F) GAGAN. P.E. # 2 MAR 1 ni 70O5 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R02 ROOF TRUSS 1 1 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-" 15-4-3 22-7-13 29-" 32-8-14 38-" 39-2-8 1-2-8 5-3-2 3-8-14 6-4-3 73-10 6-4-3 3-8-14 53-2 1-2-8 Scale = 1:68.0 3x5 = 4.00 12 6x6 = 3x6 = 49 = 6x6 = D E F H 2x4 w 2x4 C W \ 3 W4 6 W A B J K 1 o 4x5 = Q P O N M c L 4x5 = 4x9 = 3x6 = 5x5 = 2x4 // 3x6 = 4x9 = 9-" 16-7-9 164-0 21 4 -0 29-" 38-" 9-" 7-7-9 0-0-7 4-8-0 7-" 9-0-0 Plate Offsets X Y : D:0-2-7 Ede H:0-2-7 Ed e LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl 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 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.23 B-Q >864 180 BCLL 0.0 Rep Stress Incr YES WS 0.85 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code FBC20011ANS195 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-Q = -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 purlins. C-Q = -444/302 D-Q =-116/42 building condition as per building designer, BOT CHORD E-Q =-927/1129 E-0 =-10201737 assuming doors and windows are protected from Rigid ceiling directly applied or 6-0-0 oc bracing. H-L = 01195 I-L =-376/207 windbome debris impact as per Fla. Bldg. Code WEBS G-N = 0/245 G-L =-182/599 1606.1.4 1 Row at midpt G-0 G-0 =-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=S.Opsf; BCDL=S.Opsf; Category II; Exp B = 59(load case 6) B; enclosed; MWFRS interior zone and C-C Intedor(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. 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 =-884/894 joint J. C-D =-474/685 D-E _-408/662 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-0 = 0/573 M-N = 0/527 L-M = 0/527 J-L =-25511375 IQBAL H.A. GAGAN P.E. # 25389 boulevard8860Trusswa MAR 14 Z005 Job Truss Truss Type Qty Ply 53107 1 METRO DEVI San 53107 R02A ROOF TRUSS 1 1 100 s Seo 1 27 08:46,49 2005 Paqe 1 1 11-2-8 53-2 9-" 15.4-3 22-7-13 294)-0 32-8-14 1 38-" 1-2-8 53-2 3-8-14 6-4-3 73-10 6-4-3 3-8-14 5-3-2 4.00 F12 3x5 = 6x6 = 3x10M1120H= 4x9 = 6x6 = Scale = 1:67.91 n 1C; 6 4x7 = P O N M L K 4x7 = 4x9 = 5x12 M1120H WB = 5x12 M1120H WB = 4x9 = 3x5 = 2x4 // 9-0-0 16-8-0 214-0 29-" 38-0-0 9-0-0 7-8-0 4-8-0 7-8-0 9-" LOADING (psf) SPACING 2-M CSI DEFL in loc) Well 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/ANS195 Matrix) Weight: 176 lb 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* B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc pudins. 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 926/865 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=5.Opsf; BCDL=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. 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard GAGAN. P.E. # 253a MAP 1 1Vng Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R03 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Page 1 11-2-8 5-0-6 11-0-0 19-" 27-" 32-11-10 38-" 39-2-8r 1-2-8 5-0-6 5-11-10 6-0-0 8-" 5.11-10 5-0-6 1-2-0 Scale = 1:68.0 4.00 12 6x7 = 6x7 = 3x5 = 3x6 = D E F G 2x4 2x4 W. W 1 W W3 H 4CnW u' A B I J t2 d ICJ) d 4x5 = P O N M L K 4x5 = 3x5 = 3x6 = 5x5 = 3x5 = 3x6 = 3x5 = 7-5-5 16-8-0 21-4-0 30-6-11 38-" 7-5-5 9-2-11 4-8-0 9-2-11 7-55 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl 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 Na BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 174lb LUMBER 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 Sheathed or 4-10-1 oc puriins. D-N =-1238/879 E-N =-1374/528 BOT CHORD E-M =-831660 G-M =-778/374 Rigid ceiling directly applied or 6-0-0 oc bracing. G-K _-74/608 H-K =-425/265 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 = 197910-4-0 h=1511; TCDL=S.Opsf; BCDL=S.Opsf; Category II; 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 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 I. 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 =-484n15 D-E _-521/1192 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F =-195/ 108 F-G =-195/108 more information. G-H =-1158/ 155 H-1 =-1512/293 8) NOTE: The seal on this drawing indicates 1-J = 0/ 22 acceptance of professional engineering BOT CHORD responsibility solely for the truss component design B-P =-4 O-P =-241/41 shown. N-O =-241/ 41241/41 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 6Aa' ndo, fL. 32824 u MAD 1 @ % 1111F{ Job Truss Truss Type oty Pry 53107 / METRO DEV/ Sanford Housing / Bc 53107 1 R03A I ROOF TRUSS 1 1 6.100 s Sep 17 2004 MiTek Industries, Inc. et 11-2-I) 5-0-6 11-0-0 19-0-0 , 21-4-4 , 27-" 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 Scale = 1:67.8 4.00 F12 6x7 = D 3x5 = 3x6 = 6x7 = E F G 4x7 = O N M L K J 4x7 = 3x5 = 3x10 M1120H = 3x5 = 3x5 = 3x5 = 3x10 M1120H= 75-5 14-" 16.8-0 21-" , 24-0-0 30.6-11 38-" 75-5 65-11 25-0 4-8-0 2-8-0 6-0-11 7-5-5 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl 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/ANS195 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 (lb) 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 I-J 1157/3667 WEBS C-O 324/226 D-O 35/544 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=5.Opsf; BCDL=5.Opsf; Category 11; 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 windbome 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 LO I 0 IQBAL H.A. GAGAY. ## 8050 Truss-wav Anr aA- Job Truss Truss Type Qry Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R04 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1 11-2-8 5-7-1 13-0-0 19-0-0 25-0-0 1 32-4-15 38-0-0 39-2-8 1-2$ 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 - 3x5 = 6x7 = 4.00 12 D E F 2x4 2x4 i C W W2 W W1 W 3 G Lr 4 ur BA H I 'r, o 4x5 = O d N M L K J 4x5 = 3x5 = 3x6 = 6x6 = 3x5 = 6x6 = 3x6 = 7.4-13 15-1-9 15 2-3 22-9-13 30-73 38-0-0 7-4-13 7-0-12 0-0-10 7-7-9 7-9-6 7-4-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.19 M-O >974 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) 0.16 M-O >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 FBC2001/ANS195 Matrix) Weight: 178lb 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 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 II; 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 =-1336/226 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, B-0 =-497/470 N-0 =-766/449 assuming doors and windows are protected from M-N =-766/449 L-M =-286/376 windborne debris impact as per Fla. Bldg. Code K-L = 0/583 J-K = 0/583 1606.1.4 H-J =-243/1526 WEBS LOAD CASE(S) v C-O =-523/329 D-0 =-898/839 Standard D-M =-970/660 E-M =-1390/560 IQBAL H.A. GAGAP # 9E-L =-185/791 8850 Trussvi bule and Orlando, FL MAR ? 7t ?I1r15 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R04A ROOF TRUSS 1 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 11-2.& 5-7-1 13-" 19-" 25-0-0 32-4-15 38-0-0 1-2-8 5-7-1 7-4-15 6-" 6-0-0 7-4-15 5-7-1 Scale = 1:67.8 6x7 = 3x5 = 6x7 = 4.00 F12 D E F 2x4 2x4 Xi C W W2 W W1 W 3 GLe W4 A B H 16C5 4x7 = N M L K J I 4x7 = 3x5 = 3x6 = 3x5 = 3x5 = 3x5 = 3x6 = 7-4-13 15-2-3 22-9-13 30-7-3 38-0-0 7-4-13 7-9-8 7-7-10 7-9-6 7-4-13 Plate Offsets X B:0-2-2 0-0-2 H:0-2-2 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 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/ANSI95 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=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. 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 B = 1588/0-8-0 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 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 = 0122 B-C =-3915/1219 responsibility solely for the truss component design C-D =-3641/1118 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 I-J =-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 =-1867706 G-I =-411/281 IQBAL H.A. GAGAN P.E. # 253898850TrussreaBoulevardnd . a Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / BC 53107 R05 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1 11-2-& 83-7 15-0-0 23-M 29-8-9 38-M 39-2-8 83-7 6-8-9 8-M 6-8-9 8-3-7 1-2-8 Scale = 1:68.0 4.00 F12 6x7 = 6x7 = E F 3x5 Z- 3x6 % T 1 3x6 3x5 D G C 1 W 2 LC W W3 W 4 LO A B I J 1r O o 4x5 = 0 P O N M L K 4x5 = 2x4 // 3x6 = 3x5 = 5x5 = 2x4 \\ 5x5 = 3x6 = 6-113 12-10-12 19-M 24-7-7 31-0-13 38-" 6-113 5-11-9 6-1-4 5-7-7 65.6 6-11-3 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl 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 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/ANSI95 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-" oc bracing. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.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 rase 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 rase 1) at joint B, 650 lb uplift at joint P and 245 lb uplift at 1 = 911(load case 9) joint I. 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. A-B = 0/22 B-C =-150/442 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 =-947/185 H-1 =-17831357 shown. I-J = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, B-Q =-389l75 P-Q =-469/43 assuming doors and windows are protected from O-P =-542/439 N-O =-542/439 windbome debris impact as per Fla. Bldg. Code 1606.1.4 /7M-N = O/61/ I-KK-L =-261/1529 I-K =-230/1615230/ WEBS LOAD CASE(S) C-Q =-348/336 C-P =-876/762 Standard V E-P =-1557/588 IQBA L H.A. NLouuAwA e a 5389 Orlando M 4 lZ 1 n /nn6y; vv Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc 53107 R05A ROOF TRUSS 1 1 53107 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc Thu Oct 27 08:46:52 2005 Page 1 T12-$ 8-3-7 15-0-0 23-M 29-8-9 38-0-0 i 1-2-8 8-3-7 6-8-9 8-" 6-8-9 8-0-7 Scale = 1:67.9 4.00 F12 6x7 = 2x4 II 6x7 = E F G 3x5 Z- 3x6 3x6 3x5 D H C W2 Vql W 3 1 Ld W W4 W /5 Lr 2A B J a 'o 4x7 = O P O N M L K 4x7 = 2x4 // 3x6 = 4x9 = 3x5 = 2x4 \\ 3x5 = 3x6 = 6-11-0 13-1-9 134-9 19-M 24-7-7 24-40-7 31-0-13 38-0-0 6-11-3 6-2-7 0134 5 7-7 5-7-7 0-3-0 6-2-7 6-11-3 Plate Offsets X Y : B:0-2-2 0-0-2 J:0-1-14 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 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/ANS195 Matrix) Weight: 183lb LUMBER 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=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 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 J = 149110-8-0 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 B 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-J =-3830/ 1133 assuming doors and windows are protected from BOT CHORD windbome debris impact as per Fla. Bldg. Code B-0 =-961/ 3522 P-0 =-994/3441 1606.1.4 O-P =-691/ 2631 N-O =-691/2631 M-N =-695/ 2633 L-M =-695/2633 LOAD CASE(S) K-L =-1026/ 3462 J-K =-1000/3547 Standard WEBS C-0 = 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 IQDAL H.A. GAGA .E. # 25389 8350 T rtlssuray boulevard Orlando, FL. 32824 M A 9 1 4 7111 Th Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R06 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1 11-2-9 5-1-6 11 17-M 21-0-0 26-8-0 32-10-10 38-0-0 39-2-$ 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 = 1:68.0 4.00 Fl2 6x7 = 6x7 = F G 2x4 II 2x4 II 3x6 E H 3x6 3x5 % D W 1 W2 1 3x5 C J W4 LC W4 an A B BI K L "' Pi IC; o d4x5 = S R Q P O N M 4x5 = 2x4 II 49 = 3x6 = 3x5 = 3x6 = 49 = 2x4 II 5-1-8 11-1-9 19-0-0 26-10-7 32-5-3 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) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.10 M-N >999 240 MT20 2441190 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 =-744l727 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 puffins. 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 = 201/0-8-0 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 = 102310-8-0 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 =-3831982 more information. E-F =-282/923 F-G =-586/196 8) NOTE: The seal on this drawing indicates G-H =-1663/541 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 O-P = 0/755 N-O = 0l755 assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GA P,E- t1 25389M-N =-429/2072 aayNA1606.1.4 8850r1ano, FL 8284ard MAR 14 ?UU5 Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc 53107 R06A ROOF TRUSS 1 1 53107 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1 11-2-8 5-1-6 11-" 17-" 21 0-0 28-" 32-10-10 38-" 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 = 1:67.9 4.00 F12 6x7 = 6x7 = F G 2x4 II 2x4 II 3x6 % E H 3x6 3x5 % D W 1 W2 1 3x5 C J W4 W4 t2 A B K L ,n 1 o d 4x7 = S R Q P O N M 4x7 = 2x4 11 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 11 5-1-6 11-1-9 19-0-0 26-10-7 3253 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(TL) 0.16 K n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 193 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.2 for this design. WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; 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 puriins. 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 psf 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. 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 =-3282/993 9) NOTE: Trusses are designed for an Enclosed I-J =-3335/981 J-K =-387111083 building condition as per building designer, K-L = 0/22 assuming doors and windows are protected from BOT CHORD windbome 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 =-54512402 N-O =-545/2402 LOAD CASE(S) M-N =-936/3596 K-M =-936/3596 Standard WEBS C-S = 0/198 E-R =-424/266 C-R =-529/162 F-R =-350/1033 F-P =-68/244 G-P =-68/244 rc,,_ G-N =-350/1033 H-N =-424/266 J-N =-529/162 J-M = 0/198 IQBAL H.A. GAGAN P.E. # 25389 8850 Trussw y Boulevard V110.1 f VI L. /LVL1 MAR Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 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 11-2-8 5-9-3 13-4-2 1 19-" 24-7-14 32-2-13 38-0-0 39-2-8 1-2-8 5-9-3 7-6-15 5-7-14 5-7-14 7-8-15 5-9-3 1-2-8 Scale = 1:66.6 6x6 = 4.00 F12 F 3x5 3x5 G 3x6 3x6 2x4 D iH2x4rZ C W W3 W W6 1 1 Ln A B J LfK I 6 47 = P O N M L 4x7 = 3x5 = 3x10 M1120H = 49 = 3x10 M1120H = 3x5 = 9-1-14 19-" 28-10-2 38-" 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-" CSI DEFL in (loc) 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: 179lb 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 puriins. 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 = 1586/0-8-0 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 =-23951753 9) NOTE: Trusses are designed for an Enclosed G-H =-3391/961 H-1 =-3462/943 building condition as per building designer, I-J =-3847/1126 J-K = 0/22 assuming doors and windows are protected from BOT CHORD windbome debris impact as per Fla. Bldg. Code B-P =-974/3591 O-P =-705/2854 1606.1.4 N-O =-705/2854 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 =-344/1231 G-N =-834/353 G-L =-34/610 I-L =-444/277 IQBAL H.A. GAGAN „ 8850 Trussvia boulevard Orlando, FL. 32824 rM' 1 7r ZD05 53107 1 R20 I ROOF TRUSS BC e 1-2-8 4-2-5 7-0-0 10-" 14r -0 1 17-1-12 21 4 0 22-6-8 1-2-8 4-25 2-9-12 3-8-0 3-8-0 2-9-12 4-2-5 1-2-8 Scale = 1:39.8 4.00 12 5x5 = 2x3 II 5x5 = D E F 4x8 = M L K J 4x8 = 3x4 = 3x10M1120H= 3x4 = 4x8 = 7-" 144-0 21-4-0 7-" 7-4-0 7-" Plate Offsets (X,Y): [B:0-1-6,0-0-2] H:0-1-6,0-0-2] LOADING (psf) SPACING 2-" CSI DEFL in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 K 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) 0.39 K 635 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.12 H n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 99lb 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 pudins. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing REACTIONS (lb/size) B = 1753/0-M H = 1753/0.M 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 95/681 G-J 40/139 E-K 537/280 D-K 211f710 F-K 2111710 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=S.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) 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-M 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 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 U0 1 d 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) L H.A. GAGAN P.E. ff 25389 nrinnel 350 Truss 6061evard 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 7-4-9 9-M 12-4-0 13-11-8 21-4-0 22-" 1-2-8 7-4-9 1-7-8 3-4-0 1-7-8 74-9 1-2-8 Scale = 1:39.8 5x5 = 5x5 = 4.00 12 2x3 - D E 2x3 i C F 6 CA 1 W B G HdA to 45 = J I 4x5 = 4x6 = 5x10 = 9 0 0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 LOADING (psf) SPACING 2-M 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=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 4-1-0 oc pudins. 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 windbome 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 windbome 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. 1 IO3AL H.A. GAGAN P.E. # 253898850Tru-swat boulevardOrlando, A. 32824 M 1, 14. Zuos Job Truss Truss Type Qty Ply METRO DEV/ Sanford Housing / Bc 53107 R22 ROOF TRUSS 1 1 53107 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 1-2-8 , 7-4-14 10-" 13-11-2 21-4-0 22-M 1-2-8 7.4-14 3-3-2 332 7-4-14 1-2-8 Scale = 1:39.0 5x5 = D 4.00 12 2x3 N 2x3 C E 1 W B LrLO G 0 4x5 = I H 4x5 = 4x8 = 3x6 = 10-8-0 21-4-0 10-" 10-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 F-I >999 240 MT20 2441190 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) 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. Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for B =-67(load case 7) more information. Max Uplift 7) NOTE: The seal on this drawing indicates B =-240(load case 4) acceptance of professional engineering 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 windborne debris impact as per Fla. Bldg. Code C-D =-1361/369 D-E =-1361/369 1606.1.4 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-1 =-172/752 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. IQSAL H.A. GAGAN P.E. # 253898850Truscxvabou?avard Job Truss Truss Type oty Ply 53107 / METRO DEW Sanford Housing / Bc 53107 R23 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 1-2-8 7-4-14 10-8-0 13-11-2 21-4-0 1-2-8 7-4-14 33-2 33-2 7-4-14 Scale = 1:38.0 5x5 = D 4.00 12 2x3 2x3 i C E Cn IV 1 W Ln B F 4x5 = H G 4x5 = 4x8 = 3x6 = 10-" 21-4-0 10-" 10-" LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.20 F-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.45 F-H >554 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 84 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.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 3-11-11 oc purlins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 9-2-7 oc bracing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift REACTIONS (lb/size) at joint F and 240 lb uplift at joint B. F = 823/0-8-0 5) "Fix heels only" Member end fixity model was used B = 923/0-8-0 in the analysis and design of this truss. Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for B = 73(load case 6) more Information. Max Uplift 7) NOTE: The seal on this drawing indicates F =-159(load case 5) acceptance of professional engineering B =-240(load case 4) 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 =-1757/516 windbome debris impact as per Fla. Bldg. Code C-D =-1373/389 D-E =-1375/391 1606.1.4 E-F =-1754/531 BOT CHORD LOAD CASE(S) B-H =-419/1598 G-H =-437/1611 Standard 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. 103Al H.A. GAGA 253 9 C350 Trusow- boulevard Osiando, y. 32824 Ma I 1 -41 .Zino Job truss Truss Type oty Pry 53107 / METRO DEV/ Sanford Housing / Bc 53107 R30 IROOFTRUSS 1 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 1-2-81 4-6-5 10-8-0 1 15-041 1 18 0-0 1 24-4-0 1- 2-8 4-0-5 6-1-11 4-" 3-0-0 6-4-0 Scale = 1:44.9 5x5 = 4. 00 12 D C 6 3x6 = J I H 3x6 = 3x4 = 3x5 = 4x8 = 7- 0-1 15-0-0 18-M 21 A-12 24-" 7- 0-1 7-11-15 3-" 3-4-12 2-11-4 LOADING ( psf) SPACING 2-" 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 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. REACTIONS ( lb/size) G = 951/Mechanical B = 1050/0-8-0 Max Horz B = 73(load case 6) Max Uplift G =- 192(load case 5) B =- 253(load case 4) FORCES ( lb) Maximum Compression/Maximum Tension TOP CHORD A- B = 0/22 B-C =-2380/711 C- D =-2036/559 D-E =-2800/853 E- F =-25521746 F-G =-2157/655 BOT CHORD B- J =-631/2208 1-1 =-372/1531 H- 1 =-372/1531 G-H =-559/1990 WEBS C- J =-4141254 D-J =-501500 D- H =-395/1402 E-H =-1095/396 F- H =-1181703 NOTES ( 8-10) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) Udefl Ud TC 0.66 Vert(LL) -0.17 G-H >999 240 BC 0.77 Vert(TL) -0.41 G-H >705 180 WB 0.45 Horz(TL) 0.06 G n/a 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 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 192 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 windbome debris impact as per Fla. Bldg. Code 1606. 1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 104 lb fQBAL H.A. GAGA 20E0 Trucswa oulavard ) Orlando, J/. 32824 LO I 0 Job Truss Truss Type oty Ply 53107 / METRO DEW Sanford Housing / Bc 53107 R31 ROOF TRUSS 1 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 1-1-2-8 t 5-11-0 10-8-0 13-0-0 , 16-0-0 18-6-13 24-4-0 1-2-8 5-11-0 4-9-0 2-" 3-0-0 2-6-13 5-9-4 Scale = 1:44.9 5x5 = 4.00 12 D 5x5 = 5x5 = E F 2x3 TA 2x3 C W 3 G 1 W8/ 1 LO B H U.) A I o c 3x6 = L K J I 3x6 = 3x4 3x5 = 4x8 = 3x4 = 6-10-12 13-0-0 16-" 24-4-0 6-10-12 6-1-4 3-0-0 8-" 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-I >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) Weight: 110lb 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 purlins. 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 = 105010-8-0 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 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 windbome debris impact as per Fla. Bldg. Code B-L =-554/2091 K-L =-374/1533 1606.1.4 J-K =-374/1533 1-1 =-46211848 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 =-76/225 NOTES (8 1) Unbalancedd roof live loads have been considered for this design. fQBAL H.A. CAGAN P.E. f; 26389f3a0TfJSSV.IV boudavardOrlando, F'L. 32824 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R32 ROOF TRUSS 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 1 1-2-8 , 6-93 10-8-0 11-Q-O 14-0-0 18-0-9 19-2-0 24-4-0 1-2-8 6-9-3 3-10-13 0-4-0 3-0-0 4-0-9 1-1-7 5-2-0 Scale = 1:44.9 5x8 = 10-8-0 5x5 = 4.00 12 Tl D E 2x3 -ZZ, C 2x3 F W W13 1 12 B G Ln A Ln i7 o d 4x6 = J I H 4x5 = 3x4 = 3x5 = 4x8 = 10-0-0 11-0-9 14-8-13 18-0-9 19-2-024-" 10- 0-0 1-0-0 3-8-13 33-12 1-1-7 5-2-0 Plate Offsets X Y : E:0-2-8 0-2-11 G:0-2-14 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 0.47 Vert(LL) -0.22 B-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 B-J >584 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 G n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 105lb 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 3-8-4 oc purlins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 7-9-15 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. 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 191 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 = 191(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 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 =-2151/662 shown. C- D =-1809/537 D-E =-1634/538 10) NOTE: Trusses are designed for an Enclosed E- F =-1833/553 F-G =-2240r713 building condition as per building designer, BOT CHORD assuming doors and windows are protected from B- J =-560/1988 1-1 =-365/1580 windbome debris impact as per Fla. Bldg. Code H- 1 =-365/1580 G-H = -619/2083 1606.1.4 WEBS F- H =-462/260 D-J =-47/385 LOAD CASE(S) E- H =-48/350 C-J =-396/219 Standard D- H =-86/192 NOTES ( 8-10) 1) Unbalanced roof live loads have been considered for this design. IawBAL H.A. GAGA +r C 5 I TrussL ayy 0 evard Orlando, F2824 L. 3 4' Zces Job Truss — Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R33 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005 Paqe 1 1-2-8 6-9-0 12-2-0 17-8-0 24-4-0 1-2.8 6-9-0 5-5-0 5-6-0 6-8-0 A nn FT 5x5 = A Scale = 1:45.4I 3x6 = J I H G 3x4 = 3x5 = 4x9 = 2x4 II 7-7-6 17-M 24-4-0 7-7-6 10-0-10 6-8-0 LOADING (psf) SPACING 2-M CSI DEFL in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.24 H-J 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) 0.53 H-J 539 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.04 G n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 113lb 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 No.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 3531222 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. 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 nonooncurrent 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 0 N GAfVj P.E, # 25 Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R40 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries. Inc. Wed Oct 26 17:00:45 2005 Paoe 1 1-2-8 3-0-0 4-0-0 7-0-0 8-2-8 1-2-8 3-0-0 1-0-0 3-0-0 1-2$ Scale = 1:15.8 4.00 F12 3x3 = 3x3 = C D 1 0 4x4 = 4x4 = 3-0-0 4-0-0 7-" 3-0-0 1-0-0 3-0-0 Plate Offsets X B:0-3-6 0-0-2 E:0-3-6 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.03 B-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TQ -0.09 B-E >867 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 25lb 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) 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 =-60/387 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 nonconcurrenl 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-", 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 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-C=-60, C-D=$5(F=-5), D-F=$0, B-G=-20, G-H=-22(F=-2), E-H=-20 Concentrated Loads (lb) Vert: G=-60(F) H=-60(F) IQB AL H.A. GAGAN to E, 253898260Trusa1,va1 boulevardOslando, d. 32824 MAC) ; _11r: Job Truss Truss Type Oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R41 ROOF TRUSS 1 1 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- 3-6-0 1-2-8 Scale = 1:15.5 3x3 = C 4.00 F12 1 T2 D B B1 E 3x3 = 3x3 = 3-6-0 7-" 3-6-0 3-6-0 Plate Offsets X Y : C:0-1-8 Ed e LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl 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: 25 lb 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 BOT CHORD shown. Rigid ceiling directly applied or 10-" oc bracing. 8) NOTE: Trusses are designed for an Endosed building condition as per building designer, REACTIONS (lb/size) assuming doors and windows are protected from B = 346/0-8-0 windbome debris impact as per Fla. Bldg. Code D = 346/0-8-0 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=S.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 IQJAL H.A. GAGAN P.E. # 25389 bearing plate capable of withstanding 134 lb uplift at 6850 Trussuvayy 6061evard Orlando, joint B and 134 lb uplift at joint D. PL. 32824 rr.'n 3 11A 3 Housing / Bc 53107 IRG1 ROOF TRUSS 1 I 1 Sanford Housing Project Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MTek Industries, Inc. We 3-M 7-" 3-6-0 3-6-0 45 = 3-M LOADING (psf) SPACING 2-M 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 3-9-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) A = 1503/0-8-0 D = 1503/Mechanical Max Horz A = 85(load case 3) Max Uplift A =-327(load case 3) D =-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 =-100/47 B-E _-270/1421 B-D =-24961596 NOTES (8-10) 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; 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 3-6-0 CSI DEFL in (loc) Vdefl TC 0.22 Vert(LL) 0.03 D-E >999 BC 0.80 Vert(TL) -0.07 D-E >999 WB 0.62 Horz(TL) 0.01 D n/a Matrix) 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 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-C=-60, A-D=-401(F=-381) 2x3 II C 4x5 = Scale = 1:14.9 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 36 lb 0 Y.".."OvIall C'oulevard plian jo, FL. 32824 53107 / METRO DEV/ Sanford Housino / BcJob 53107 RG2 2-10-8 2-10-8 4.00 12 ROOF TRUSS I1 1 Job ReferE 6.100 a Sep 17 2004 MiT 6-4-0 5x5 = B EEC+: Inc. Wed Oct 26 17:00:47 2005 Paoe 1 1 Scale = 1:10.81 C2x3 II 4x5 = 4x5 = 2-10-8 6-4-0 2-10-8 3-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.04 D E 999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 0.08 D-E 906 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) 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 pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M 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 (Ib) 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 _-286/1462 B-D =-2522/575 NOTES (10-12) 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; 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 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 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-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 10SAL. H.A. GAGANI P.E. 8 26389i::.,SO Trish Ioutavard Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 Vol ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1 3x3 = 1-11.4 3-10-8 1-11-4 1-11-4 4.00 12 g Scale = 1:6.4 C A cc B1 6 r 3x3 3x3 3-10-8 3-10-8 Plate Offsets X Y : B:0-1-8 Ed e LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 9lb LUMBER 3) This truss has been designed for a 10.0 psf bottom TOP CHORD 2 X 4 SYP No.3 chord live load nonconcurrent with any other live BOT CHORD 2 X 4 SYP No.3 loads. 4) Gable requires continuous bottom chord bearing. BRACING 5) Provide mechanical connection (by others) of truss TOP CHORD to bearing plate capable of withstanding 7 lb uplift at Sheathed or 4-0-0 cc purlins. joint A, 7 lb uplift at joint C, 1 lb uplift at joint E and 1 BOT CHORD lb uplift at joint D. Rigid ceiling directly applied or 10-" oc bracing. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for A = 84/3-10-8 more information. C = 84/3-10-8 8) NOTE: The seal on this drawing indicates E _ -0/3-10-8 acceptance of professional engineering D = -0/3-10-8 responsibility solely for the truss component design Max Horz shown. E _-5(load case 7) 9) NOTE: Trusses are designed for an Enclosed Max Uplift building condition as per building designer, A =-7(load case 4) assuming doors and windows are protected from C =-7(load case 5) windborne debris impact as per Fla. Bldg. Code E _ 1(load case 2) 1606.1.4 D = 1(load case 2) LOAD CASE(S) FORCES (lb) Standard 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=S.Opsf; BCDL=S.Opsf; Category 11; 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. jQSA CP G!? N, P.E. {,' 25389H.A. CCU _t !hard 53107 1 V02 J ROOF TRUSS V 0 0 3-11-4 4.00 F12 B uty my 53107 / METRO DEV/ 1 1 Job Reference (optional) 6.100 a Sep 17 2004 MiTek Industries, Inc. 7-10-8 3-11-4 3x3 = 3x3 7::- 3x3 7-10-8 7-10-8 17:00:47 2005 Scale = 1:12.9 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 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 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 21 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-M cc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) A = 292/7-10-8 C = 292/7-10-8 E _ 5517-10-8 D = 55/7-10-8 Max Horz E = 15(load case 6) Max Uplift A = 8(load case 4) C = 8(load case 5) E _ 109(load case 2) D = 109(load case 2) Max Grav A = 306(load case 2) C = 306(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-262/147 B-C =-2621147 BOT CHORD 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. 2) Wind: ASCE 7-98: 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; 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) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint A, 8 lb uplift at joint C, 109 lb uplift at joint E and 109 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard l IQEAL M.A. GAGAN P.E. V, 25389t385017uV--Jy 60t !avard Orlando, r . 32824 M E ; " Z606 Housing / Bc 153107 IV2 0 0 ROOFTRUSS 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.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 136/3-11-4 D =-10/3-11-4 C = 100/3-11-4 Max Horz D = 38(load case 4) Max; Uplift A =-1(load case 4) D =-21(load case 2) C =-34(load case 4) Max Grav A = 140(load case 2) C = 100(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B ' _ -29/22 BOT CHORD A-D = -47/0 A-C = 0/0 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(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. 1 1 Job 6.100eSeD1720 3-11-4 3-11-4 Industries, Inc. 2x3 II B 3x3 % 2x3 II CSI DEFL in (loc) I/defl TC 0.09 Vert(LL) n/a n/a BC 0.09 Vert(TL) n/a n/a WB 0.02 Horz(TL) -0.00 A n/a Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint A, 21 lb uplift at joint D and 34 lb uplift at joint C. 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 7-10-8 Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 11 lb Scale = 1:9.01 4 GAGAN, P.E. Y 25s JVu 1 fuss I fuss 1 ype atv PIv 53107 / METRO DEV/ Sanford Housing / Bc 53107 V3 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industnes, Inc. Wed Oct 26 17:00:48 2005 Page 1 5-11-4 5-11-4 2x3 II Scale: V=1' B q 4 0 3x3 2x3 II LOADING (psf) SPACING 2-M 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-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-U oc bracing. REACTIONS (lb/size) D =-40/5-11-4 C = 171/5-11-4 A = 248/5-11-4 Max Horz 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 11; 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 5-11-4 CSI DEFL in (loc) Vdefl 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 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 windbome 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 IOBA L H.A. GAGAN P.F. #, j",,e ? f. n6 53107 Q 0 V4 MONO TRUSS 2-9-12 aty Ply 53107 / METRO DEV/ Sanfi 1 1 Job R fe ence (optional) 6.100 s Sep 17 200 ek Industries, Inc. Wed O, 3-11-4 B 1-1-8 4.00 F12 Housing / Bc Scale = 1 3x3 -:: 2x3 II 3-11-4 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl 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 N0.3 BOT CHORD 2 X 4 SYP N0.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M 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 = -97/27 C-D = -67/50 B-C = -67/32 BOT CHORD A-E = -32/0 A-D = -32/67 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) 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 windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb 0 v \ I V'I H.A. G CA."d. P.E. 02530 C;±r-n ;o, FL. 32C24 M'!RN 14 2606 66-4-0 46-0-0 5-8- 14-8-0 7-0-0 16-0-0 14-0-0 7-0-0 5-8- 7-8-0 7-0-0 0 0 0 1 Ou 1 3-1-0 ROOF LOADING ummwK TCLL TCLL 20 24" O.C. 10 1.25% DF v TCLL 0 TRUSSWAY. LTD_ TCLL 10 88 o 11vrsuxiy8Pivd PSF 40# 407)-851-7899 PAX WIND ASCE.7-98 ®120 MPH mm r wwwcm ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON I USP RH3 I HUS26 I THD26 IS MID" /.G. SAW Or R Nm m ~ 0/ 0 :FIAT AAI AW A OKO) O 1./ :J 1/'- -. ) RX-N s I 1 RW 04" CwAwcnoN rap W "ftm t N"n OY'C/i?t0 CMKCIOL—S . 0 V V P, 0 o r cr Q UER TO SHT." T-1" Ln FOR IMPORTANT INFORMATION! N0 DATE : 10-27-5 DRAWN BY: BC ao CHECK BY: 0 TYPICAL HIP SET NAILING JOB NO. : 5.3107 cy OPEN FACE SCALE : NTS 0 REVISIONS N ROOF TRUSS PLACEMENT IIIn 5.3107.dwg o SHEET ALL BEAMS ARE DE &V£D BY OME*RS o RE': STRUCTURAL PLANS FOR BEAM V&S T 0 DBBOaDROP BE" BY OTHERS 0 FBBO=FLUSH BEAM BY OTHERS 1:i i [71 ILGOOF , CANTILEVERED MANSARD SUPPORTING r _ STRUCTURE VER 1.0 — JUN STRUCTURAL COORDINATION REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS, SEISMIC/WIND REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS. CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION. SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS, GIRDERS, HEADERS, ETC. i 01 0 DROP TDP CHORD HIP 2x4 RUNNERS DROP T. C. HIP TRUSS 2x4 LEDGER, RECCMMENDEI EXTERIOR VA UL T u f W t; Scissor Scisso s ! i le Truss Scissor Truss Gable Truss n Vo Lin Vault Line III Ball n F.,= Woll by others) Vault Noile 11 1 n9 Ploleline (beYondZ------ oon I Interior1 terior Interior; Exterior CAUTION: EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. c AREFERTOTRUSSPLACEMENTFORDESIGNATEDHANGERTYPE AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. z SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. TRUSSWAY, LTD. CAUTION: REFER TO 8 1/2"x11" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE INMRNSr ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, py 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 TO BE SUPPLIED aY OTHERS. CAUTION: TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS MEMBER.MULTI-PLY GIRDERS ARE SHIPPED UNATTACHED FOR EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE FOR REVIEWING 8 1/2"01" 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. CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN TO CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING), CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN AUTHORIZED SIMPSON STRONG —TIE & USP CONNECTOR DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR 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 PER CODE REQUIREMENTS. 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. CAUTION" 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" NAL STUDS MAY BE REQUIRED AT EACH SIDE OF COMPONENT CONSULT WITH ENGINEER OF RECORD. (E.O.R.) TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. O TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S US C 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- PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPT TO THE ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, C r` TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE M ^ 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 TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS OTHER TRADES (MECHANICAL, PLUMBING, FIREPLACE, ETC.). IF "ON CENTER" OTHERS AND NOTED IN CONTRACT DOCUMENTS. VERIFICATION OF LOADING, TRUSSWAY AND ARE NOT TO BE REPRODUCED OR COPIED, IN 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, WIND & 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 OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESSWRITTENCONSENTOFANOFFICEROFTRUSSWAY. REPORTED TO TRUSSWAY FOR MODIFICATION. WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY. THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED. ROOF DETAILS T-1 SHEET GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to Identify Los trusses no estan marcados de ningun mWo que the frequency or location of temporary bracing. identifique la frecuencia o localization de los arriostres recommendations for handlin r n i n mane-oFollowthebrawntem21es. Use las ecome loco es de9, (bracing) Po mane) o, and temporary bracing of trusses. Instalacion y arriostre temporal de IDS trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena Practica Para el Manejo Instalacion Handling. Installing & Bracing of Metal Plate y Amostre de bs Trusses de Madera ConneLtados con Connected Wood Trusses for more detailed Placas de MetalDara Para mayor informaton. information. Truss Design Drawings may specify locations of Los dibujos de disefro de los lasses pueden especificar permanent bracing on individual compression las localizaciones de IDS arriostres permanentes en IDSmembers. Refer to the SCSI-BSummary miembros individuates en compresion. Vea la hoja resumen Sheet - Web Member Permanent Bracing/Web BRara Ins arriostres cermanentes v refuerzos de IDS Reinforcement for more information. All other miembros bm ndarios (webs) Para mayor information. El permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del of the Building Designer. Disefiador del Edificio. The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un mane)o, Instalacion y arnostre inadecuados, puede ser la cada de la estructura o aun peor, muertos o henclos. Banding and truss plates have sharp edges. Wear — gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen b(:es afilados. Use guantes y lentes protectores cuando Corte los empaques. HANDLING — MANEJO QUse special Care In Utihce culdado windy weather or especial en dias near power lines ventosos o cerca de and airports, cables electricos o de aeropuertos. 10' 10- Spreader bar for truss bundles i i T a t'M• 10 I q' les emp,lgi,e.} v. ONE WEEK OR LESS MORE THAN ONE WEEK HAND ERECTION — LEVANTAMIENTO A MANO Trusses 30' or LIVIt less, support , __ _ less, support at t at peak. quarter points, r Levante Levante de 7 delPicolos los cuartos trusses de 20 de tramo IDS pies o menos. - trusses de 30 — -- --- — E Trusses up to 20' -0. pies o menos. I . Trusses up to 30' Trusses hasta 20 pies Trusses hasta 30 pies HOISTING — LEVANTAMIENTO LV - I. erection equipment until temporary bracing is installed art: V truss Is fastened to the bearing points. rlsrenga cada truss en posloon con la grua hasta que at arnostre temporal este instalado y el Liss asequradc, en IDS soportes. Do not lift trusses over 30' by the peak. No levante del pico Jos trusses de mas de 30 pies. Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less tRU Approx. 1/2 truss length Tagline SSES UP TO 30' TRUSSES HASTA 30 PIES Toe- m \ / Tf oe-In Spreader bar 1/2 to — J: t 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stiffback 1m x. max. mid - height A,. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO 10 This bracing method Is for all trusses except 3x2 and 4,2 para Gel cnuro uu5ses. i - - ! arnostre es Para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' O.C. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies maximo 45' to 60' i ac. max. 45 a 60 pies 6 pies maximo 6U to 80` W o.c. max. 60 a 80 pies 4 pies maximo Consult a Professional Engineer for trusses longer than 60'. Consulte a Lin ingeniero para trusses de mas de 60 pies. 171 See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para as opciones de TCTLB. 8 Refer to K51-RE Surrnmaryheet - Gable End Frame Bracing. Repeat diagonal braces. Vea el res-omen BSSL B6 - Arn r Rep,ta nos arnostres del truss terminal diagonales, deAnlechQa- 10. apuas. a Set first five trusses with spacer pieces, then add draeonals. Repeat processongroupsoffourtrussesuntilalltrussesareset. Instale los cinco printeros trusses con espaciadores, luego los arriostres diagonales. Replta este procedirniento en grupos de cuatro trusses hasta que todos IDS trusses estan Instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. Avoid lateral bending. — Evite la flexion lateral./ I — I Do not store No almacene unbraced bundles verticalmente los up, ,- - trusses sueltos. Spreader bar 2/3 to 314 truss length — TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING — ARRIOSTRE a - bon and Temoorary B aonU for more information. Vea el rgjGm q_DCSl-B2 - Instalacidn de Trusses y AnjQaUg Teml para mayor information. GDo not walk on unbraced trusses. No , amine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque Jos amostres de tierra para el primer truss difectamente en linea Con cada Una de las f las de arnostres laterales temporales de is cuerda superior. Brace first truss well 4 before erection of additional trusses. Top Chord Temporary Lateral Bracing ( TCTLB) 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 Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BCSI-E; Maximum lateral brace spacing Summary Shee L D.C.for 1003x2 chords Temporary and y5 15' D.C. for 4x2 chords Diagonal braces PermanentBfacina 10' or every 15 truss for Chord spaces (30' max.) Trusses for more information. Vea el resumen_ BCSI-B7 - ArrlDStr tem Dfaiv Dermanente de The end diagonal trusses de cuerdas brace for cantilevered parallelas para mayor trusses must be placed Lateral braces rmaclon. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING INSTALACION Tolerances for Out - of -Plane. Toleranclas para Fuera-de-Plan, 10 MaxMax BowMaxrT~ Lengn Bow Bow Truss ILen thLengtn r 12tI Max. BBow Length — i3 7/8" 14.6' Tolerances for D/50 D (ft.) 1" 167 Out -of -Plumb 1/ 4" 1' 1- 1/8" 18.8' Tolerancias para 1/2` 2' 1-1/4" 20. 8' Fuera-de-Plomada. 3/ 4" 3' 1- 38' 22.9' a Plumb bob 1" 4, 1- 1/2" 25. 0' 1 1-1 /4" 5' 1-3/4" 29. 2' D/5o max I 1-1/2" 6' 2" Z33.3' 1- 314" 7' 2" 8, CONSTRUCTION LOADING CARGA DE CONSTRUCCION Maximum Stack Height for Materials on Trusses No proceda con la construction hasty que todos los arriostres esten colocados en forma apropada y Segura. DUo notexceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el resumen Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block a" Clay Tile 3-4 vies high BC51-B4 ". a de Construction para mayor information. GDo not overload small groups or single trusses, No sobrecargue pequehos grupos o trusses individuales. aPlace loads over as many trusses as possible. Coloque las cargas score Lantos tosses coma sea posible. Position loads overload bearing walls. ; Coinque as cargas sohre las Dared?s soDortantes. ALTERATIONS — ALTERACIONES Qamaae 3p¢ Lte MQdifi a i ns and Installation Errors. Vea el tesmene Instalacion. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No carte, altere o perfore ningun miembro estructural de nos A Z trusses, a menos que este especihcamente permittdo en el dibujo del dlseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durance la construction o han silo alterados sin Una autorizacion revia del Fabncanre de Trusses. Dueden reducir o ehmmar la oarantia del Fabncante de Trusses. able to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regardln rrtsiruoion pracbces from a competent party. The methods and procedures outlined are ineended to ensure that the overall mnstructioi Omit es employed veil put floor and roof trusses into plain SAFELY. These recommendations for handling, installing and t wrg woo usses are based upon the collective experience of leading tedinkal personnel in the wood buss industry, but must, due to the nature c sponsibillbes involved, be presented only as a GUIDE for use by a qualified Bulking Designer or Erection/Installation Contractor It is m tended that these moommendaboris be interpreted as superior to am, design specification (Provided by either an Architect, Eriginee e Building Designer, the Erection/ Installa6w contractor or otherwise) for handling, installing and tracing wood trusses and it doe x prelude the use of other equirelerx methods for braung and providing stability for the walls and columns as may be determined b etruss Eremon/Installation Contractor. Thus, the Wood Truss Coundl of America and the Truss Plate Institute expressly dlsclaim an sponsibiiity Pon damages arising from the use, application, or reliance on the recommendatwns and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Eo[ewprhse lane • Mad, son, WI 53719 218 N. Lee st., Ste. 312 • Nexantlira^ VA 22314 3) — OP & NAILS IRDER ONO 0. 148 x 3 114 " P—nail TOE —NAILS @ BOTTOM CHORD CONNECTION, THROUGH BACK SIDE OF INTO END GRAIN OF TRUSS ARE NOr ALLOWED) 3) — (0. 148 "X3 114 " P—nail TOE —NAILS @ TOP (& OTTOM CHORD CONNECTION FOR "HR " GIRDER ND (12) NAILS ALONG VERTICAL END WEB OF YR "" GIRDER INTO THE HIP GIRDER TRUSS, 2) — (0. 148 "X3 114 " P—nail TOE —NAILS @ OP & BOTTOM CHORD CONNECTION. 0 R" 2DER TYPICA'L HIP SET NAILING OPEN FACE Allowable Holes for Uniformly Loaded Beams 3" minimum 1/3 depth 3/" diameter maximum1/3 depth------ j ------- V-1 Allowed Hole Zone 1/3 depth Allowable Hole Zone 1/3 span 1/3 span 1/3 span 1. This hole chart is for typical beam applications only, and covers uniform loads and span conditions provided in this brochure. 2. NO square holes are allowed. 3. For other hole configurations, contact your design professional or supplier for assistance. Multiple Member 3-1/2' 2'Z 2Pc 1-3/4" 1 2" i 4 1-313" x 2 5-1/4" 2":E 3 Pc. 1-3/4 " 2" 1-3/4' x 3 3 Pc- 2T 1-3/4 " 5-1/4" t 1-314" f 3.5" Cutting, notching or drilling holes are NOT allowed, except as noted. Connections for Side -Loaded Beams 1. Specific gravity for nail and bolt design is 0.44. 2. For 2 rows -16-d nails @ 8" D.C. use 540 plf, 6" o.c, use 720 plf and 4" D.C. use 1080 plf. For 3 rows -16-d nails @ 8" D.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" D.C. use 638 plf, 6" o.c. use 850 plf and 4" o.c. use 1275 plf. 4. For 112" bolts spaced 8' D.C. use 1125 plf, 6" o.c. use 1500 plf and for 4" D.C. use 2250 plf. Boh only) 5. The beam must be sized to carry the 2„ L applied load, the connection can then be r 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 NDSO 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 1/2" bolt capaciiv. See screw manufacfuer literature. members, for .. th sides. r ? - csT'..."+=._.'..;^5-J•',f .. .+.:. .5',... ._._.. 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 Quality 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.Omm (0.110"). CONSTRUCTION 5.0 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 7, Width < 8 (200 mm) t 1/16 (1.5 mm) F, a:rtr) a 24" 600 mm ± 0.5 % Bearing Information L earing at Wait - required aring area. T1 4 Bearing at Concrete Wall Protect wood from direct contact with concrete per code requirements. N_ Consider conerele 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 f z 11.0 MASTER PLANK r 'na'""°a °T "°° N"i355, 29oU F,-E LXMWAIED WNFEA WUSER Annforest MarMa¢tund ffmb esi USA In FlMarA Erglne+.W Woof DiyisMn 2 Strap per code if top Bearing forplateisnotcontinuous over header. Door or Window Header Trimmers. See page 4 item $5, and following 12" Plywood tables for minimum or OSB 51ler number of trimmers. 5 Bearing at Wood or Steel Column Verity required bearing area. LJ Minimum of Z rows 16d (3 12' nail 12" o.c. Minimum of 3 rows 16d (3 1127 nails at 12" o.c. for 14-, 16" and 18' beano. Multiple pieces of Master Plank ran be nailed or bolted together to torn a header or beam of the required size, up to a maximum width of 7". Connection of Multiple Pieces' of Top -Loaded Beams I For side -loaded multiple member beams, see table on Pg. 3 2 WEB MEMBER PERMANENT BRACING BRACE IT FOR STABILITY BRACED WEBS MAY REQUIRE ONE OR TWO PERMANENT LATERAL BRACES. CHECK THE TRUSS DESIGN DRAWING FOR NUMBER AND LOCATION OF BRACES. TWO BRACES REOUIRED ON THIS WEB SHOWN BELOW: ALTERNATIVE DIAGONAL BRACING OPTIONS PERMANENT CONTINUOUS LATERAL BRACING \ DIAGONALLY BRACE THE PERMANENT CONTINUOUS LATERAL BRACING ONE BRACE REQUIRED ON THIS WEB CONTINUOUS LATERAL BRACE SPLICING DETAIL SHOWN BELOW ONTIN000S ATERAL BRACE SPLICE BLOCK SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING TRUSSES', FOR MORE DETAILS. NNECTEDWQOD m INFORMATIONAL SERIESBUILDING WEB MEMBER PERMANENT BRACING BRACE IT FOR STABILITY 1) INDIVIDUAL TRUSS DESIGNS DRAWINGS IN THIS PACKAGE SHOW THE LOCATION FOR ALL WEB MEMBER PERMANENT BRACING. 2) ALWAYS REFER TO THE TRUSS DESIGN DRAWING AS THE FINAL AUTHORITY FOR PERMANENT WEB MEMBER BRACING. 3) THE PURPOSE OF THIS BRACING IS TO SHORTEN THE BUCKLING LENGTH OF CERTAIN WEB MEMBERS. THE BUILDER/FRAMER IS RESPONSIBLE FOR FURNISHING AND INSTALLING ALL WEB BRACING. 4) CONSULT THE BUILDING DESIGNER FOR INSTRUCTIONS ON PERMANENT BRACING FOR THE ENTIRE STRUCTURE. THIS DETAIL SHOWN ON THE INDIVIDUAL TRUSS DESIGN INDICATES THAT PERMANENT WEB BRACING IS REQUIRED. CONTINUOUS LATERAL BRACING: IF FOUR OR MORE SIMILAR TRUSSES WITH SIMILAR WEB CONFIGURATION EXISTS IN A ROW, A 2x4 CONTINUOUS LATERAL BRACE IS USED TO BRACE DESIGNATED WEBS (SECURE TO WEB WITH (2) 10d NAILS). "DIAGONAL" OR END" ANCHORAGE IS REQUIRED TO STABILIZE THE LATERAL BRACING. SEE HIB-91 BOOKLET & SUMMARY SHEET FOR ADDITIONAL INFORMATION ON DIAGONAL BRACING.) NOTE: MULTI -PLY GIRDER TRUSSES AND TRUSSES SPACED GREATER THAN 24"o.c. MAY REQUIRE SPECIAL BRACING. SEE INDIVIDUAL TRUSS DESIGNS FOR BRACING REQUIREMENTS. CONTINUOUS LATERAL BRACING NOTE: IF VER' MEMBER IS SI LATERAL BRA REQUIRED OP MEMBER. SEE WTCA'S "COMMENTARY FOR PERMANENT BRACING OF METAL PLATED CONNECTED WOOD TRUSSES", FOR MORE DETAILS. IRE TOP CHORD AREA MUST BE ATHED OR LATERALLY BRACED ICAL). RMANENT INTINUOUS TERAL BRACE 1GONALLY BRACE E PERMANENT iNTINUOUS LATERAL ACING BASED ON WTCA PUBLICATION nnn n TRUSS TECHNOLOGY BUILDING ILIJ'/`IJI I ICI r ul INFORMATIONAL SERIES WEB REINFORCEMENT T" BRACING DETAIL & "L" BRACING DETAIL T" BRACE L" BRACE SAME SIZE/GRADE AS WEB I.Tft MA. WITHOUT CAUSING DAMAGE TO JOINT CONNECTOR PLATES AND/OR PLYWOOD GUSSETS. USE AS ALTERNATE TO CONTINUOUS LATERAL BRACING (SHOWN ON DRAWING BY ® ) FOR SINGLE OR DOUBLE LATERAL BRACE: USE CONTINUOUS T-BRACE OR L-BRACE OF SAME SIZE, GRADE, AND SPECIES, ALONG THE FULL LENGTH OF WEB, FASTEN TO WEB WITH 10d NAILS AT 6" O.C. 10d @ 6" O.C. "T" REINFORCEMENT 2 X 4 BRACE 2x4 WEB MEMBER 10d @ 6" O.C. "L" REINFORCEMENT 2 X 4 BRACE 2x4 WEB MEMBER ATTACH A 2x4 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x4 WEB WITH 10d NAILS AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO LATERAL BRACES RUNNING PERPENDICULAR TO THE WEB. 10d @ 6" O.C. "T" REINFORCEMENT 2 X 6 BRACE 2x6 WEB MEMBER 10d @ 6" O.C. — "L" REINFORCEMENT 2 X 6 BRACE 2x6 WEB MEMBER ATTACH A 2x6 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x6 WEB WITH 10d NAILS AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO LATERAL BRACES RUNNING PERPENDICULAR TO THE WEB. SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. M INFORMATIONAL SERIES LATER NUMBE WEBS DESIGI STANDARD GABLE END BRACING DETAIL SHEATHING OUTRIGGER BLOCKING CUT TO FIT TIGHT BETWEEN TRUSSES f 45°} ARIES o+ DIAGONAL BRACE S REQUIRED DESIGN ATTACHMENT TO RESIST BOTH PUSHING / AND PULLING FORCES / LATERAL ATTACHMENT / BRACING / DESIGNED / BY BUILDING - — _ _ _ _A DESIGNER CEILING DIAPHRAGM ND WALL VE DIAGONAL CING STANDARD END L DpIAGONAL BRACE MAY BE TIED INTO OPTION) BOTTOM CHORD LATERAL BRACING SECTION A -A 03/14/2003 VERTICAL BRACE GABLE ALTERNATE WEB SECTION C-C VERTICAL BRACE GABLE WEB SECTION B-B BOTTOM CHORD LATERAL BRACING DROPPED TOP CHORD END NOTES: 1) ACTUAL BRACING REQUIREMENTS WILL VARY DUE TO WIND LOAD, CODE CRITERIA, BUILDING HEIGHT, TRUSS SPAN, WEB LUMBER GRADE/SPECIES/ON CENTER SPACING AND OTHER VARIABLES. BRACING (AND ATTACHMENT) REQUIREMENTS SHOULD BE DESIGNED FOR EACH SPECIFIC JOB. DESIGN OF BRACING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL, AS WELL AS THE DESIGN AND SPECIFICATION OF TEMPORARY AND PERMANENT BRACING OF THE ROOF SYSTEM IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. MAY 2003 1 PIGGYBACK TRUSS CONNECTION DETAIL 2 x 4 x 3'-0" ATTACHED TO ONE SIDE OF TOP CHORD WITH 10d NAILS AT 6" O.C. STAGGERED. SCAB NOT NECESSARY FOR PIGGYBACK SPANS LESS THAN 16'-0") X PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - NAILS TOENAILED. NAILS TO BE A MINIMUM OF 12d OR 16d SEE CHART BELOW) MAXIMUM PURLIN SPACING = 36" O.C. OR LESS IF REQUIRED BY DESIGN. SEE INDIVIDUAL TRUSS DESIGN FOR TOP CHORD BRACING REQUIREMENTS OF THE BASE TRUSS. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 NAILS. NAILS TO BE A MINIMUM OF 12d OR 16d (SEE CHART BELOW) BASE TRUSS MAXIMUM ALLOWABLE WIND UPLIFTS WITH TOE -NAILED CONNECTION Lumber Species SYP DF HF SPF Load Duration Load Duration Load Duration Load Duration 1.33 1 1.6 1.33 F 1.6 1.33 1.6 1 1.33 1 1.6 Nails Maximum Allowable Wind Uplift Pressure in PLF 16d Common 162" x 3 1/2" 52 62 1 41 1 49 1 28 33 27 32 16d Box 135" x 3 1/2" 43 52 34 41 24 28 1 22 26 12d Common 148" x 3 1/4" 47 57 37 45 26 31 1 24 28 12d Box 128" x 3 1/4" 41 50 32 1 38 22 26 1 21 25 PIGGYBACK TRUSS OPTION: 2 / '' MAXIMUM PURLIN SPACING = 36" O.C. OR LESS IF REQUIRED BY DESIGN. SEE INDIVIDUAL TRUSS DESIGN FOR 2 x 4 x 3'-0" ATTACHED TOP CHORD BRACING REQUIREMENTS TO ONE SIDE OF TOP OF THE BASE TRUSS. CHORD WITH 10d NAILS \ ATTACH EACH PURLIN TO TOP AT 6" O.C. STAGGERED. CHORD OF BASE TRUSS WITH SCAB NOT NECESSARY O 6" 2 - 16d NAILS. FOR PIGGYBACK SPANS 4-- _JI LESS THAN 16'-0") U FM USE ANY OF THE THESE BASE TRUSSTHREECONNECTION OPTIONS AT ALL PURLIN LOCATIONS. \\ l USP "RT7" (OR EQUIVALENT) 1 FRAMING ANCHOR. ONE CONNECTING PURLIN TO PIGGYBACK TRUSS AND ONE CONNECTING PURLIN TO BASE TRUSS. Connection designed to resist an Uplift pressure = 165 PLF @ 1.33 INCR Uplift pressure = 195 PLF @ 1.6 INCR 6" x 8" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT EACH PURLIN LOCATION. ATTACH WITH 4 - 6d COMMON OR WIRE (A13 DIA.) NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 16 NAILS) Connection designed to resist an Uplift pressure = 83 PLF Q 1.33 INCR Uplift pressure = 100 PLF Q 1.6 INCR ATTACH MITEK 18ga 5H HAMMER -ON PLATES (3-7/16" X 6-1/4") ON EACH SIDE AT EACH PURLIN LOCATION. (OR MAY SUBSTITUTE Q WITH NAIL -ON TIE PLATES COMMERCIALLY AVAILABLE THRU Trussway, Ltd. MOST BUILDING SUPPLY OR LUMBER YARDS) v9411 Alcorn Connection designed to resist an Houston, Tx 77093 Uplift pressure = 113 PLF @ 1.33 INCR Uplift pressure = 136 PLF Q 1.6 INCR MAY 2003 1 VALLEY TRUSS CONNECTION DETAIL OPTION: 1 2 -16d TOE -NAILS WILL WORK FOR ALL CONDITIONS THAT MEET THE FOLLOWING SPECIFICATIONS: MAXIMUM LOADING: TCLL 40.0 PSF TCDL 10.0 PSF LOAD DURATION INCR: 1.15 DESIGN WIND SPEED: 70 MPH (FASTEST MPH) 90 MPH (3 SECOND GUST) MEAN ROOF HEIGHT = 33 FT ALL BUILDING AND STRUCTURES EXPOSURE CATEGORY = C ENCLOSED BUILDING 100 MILES FROM HURRICANE OCEANLINE COMPONENTS AND CLADDING 2 - 16d NAILS TOENAILED MAXIMUM @ 45 DEGREES ALLOWABLE SEE CHART BELOW FOR UPLIFT CAPACITIES) SLOPE 12 9 F_ v REFER TO INDIVIDUAL TRUSS DESIGN FOR LUMBER GRADES, TRUSS TYPE, ETC. FOR ALL OTHER CONDITIONS REFER TO MAXIMUM ALLOWABLE UPLIFT TABLE NOTES: BELOW OR SEE OPTION 2 OR OPTION 3 ) 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES. 2) CONNECT BOTTOM CHORD OF VALLEY TRUSS TO EACH BASE TRUSS WITH 2 - 16d NAILS TOENAILED @ 45 DEGREES AT EACH POINT WHERE VALLEY TRUSS INTERSECTS BASE TRUSS. BASE TRUSS SPACING MUST NOT EXCEED 24" O.C. 3) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED. MAXIMUM ALLOWABLE SYP DF HF SPF WIND UPLIFTS WITH Load Load Load Load TOE -NAILED CONNECTION Duration Duration Duration Duratic 1.33 1.6 1.33 1.6 1.33 1.6 1.33 116d Crnrrnxl I .16-Z x 3 1/2" 1 61 1 74 1 49 1 59 1 33 1 40 1 32 1 38 1 116d Box 1 .136' x 31/2" 1 52 1 62 1 41 1 49 1 28 1 34 1 26 1 31 1 FOR TRUSSES SPACED 24" O.C. MULTIPLY "PLF" X 2 TO DETERMINE REACTION IN "LBS" APPLIED TO EACH TRUSS.) TRUSS• ANY Trussway, Ltd. 9411 acom Houston, TX 77093 OPTION: 2 CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH SIMPSON "VCT2" (OR EQUIVALENT) FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 155 PLF @ 1.33/1.6 INCR AT 24"O.C., UPLIFT REACTION = 310 LBS.) OPTION: 3 CUT HOLE OR SLOT IN DECKING TO ALLOW FRAMING ANCHOR TO PASS THROUGH. CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH USP "RT7" (OR EQUIVALENT) FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 247 PLF aQ 1.33 INCR AT 24" O.C., UPLIFT REACTION = 494 LBS.) Uplift pressure = 292 PLF Q 1.6 INCR AT 24" O.C., UPLIFT REACTION = 584 LBS.) NOTES: 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES. 2) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED. FLOOR TRUSS LATERAL BRACING - "STRONGBACKS" TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 16d TO TOP CHORD COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 16d COMMON WIRE NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 16d USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) -16d SCAB W ITH (3) - 16d TO BOTTOM CHORD COMMON WIRE NAILS COMMON WIRE NAILS TRUSSES 4-0-0 TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO CHORD WITH TWO #12 x 3" WS (.216" u6 .) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED BLOCKING SIDEWALL THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) - 16d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CTRUSSES", FOR MORE DETAILS. ONNECTED WOOD n/(EKE NFORMATIONAOL OSERIESBUILDING Notes and Instructions. TRUSSWAY,LTD. PUBLICATIONS 31403 These designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the plane of the truss only. Applicability of design parameters and proper incorporation of these components into the building system are the responsibility of the Building Designer — NOT the Truss Designer. Bracing shown on truss drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK. Additional temporary bracing to insure stability during construction is the responsibility of the Contractor. Additional permanent bracing of the roof and floor system and of the overall structure is the responsibility of the Building Designer. Refer to industry documents BCSI 1-03 Booklet (replaces HIB-91 Booklet) and the BCSI-1B1 Summary Sheet (replaces both the HIB-91 Summary Sheet and the WTCA Warning Poster) supplied with this design pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact the Truss Plate Institute or the Wood Truss Council of America. The design of the truss support structure including headers, beams, walls and columns is the responsibility of the Building Designer. Copies of the truss documents must be distributed to Building Designer, General Contractor and Erection Contractor. Individual truss designs are dimensioned in feet -inches -sixteenths. Exercise care in unloading, handling, storage, installation and bracing of trusses. Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field. Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs sheets during installation). Some trusses have symmetric outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chases that require proper placement.. Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling. CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transferring, are the RESPONSIBILITY OF OTHERS. Do not stack construction material on floor or roof trusses in excess of design load. Do not cut or alter truss members or plates without prior approval of a Professional Engineer. 0 All conventional framing to be designed by others. Truss Repair Information General Notes Trussway cannot be responsible for the structural integrity of trusses that have been damaged due to improper handling, storage, or bracing procedures. Should damage occur, an analysis by a professional engineer will be required and certain field modifications, repairs, and/or replacement of product may be necessary. Avoid installing damaged trusses. The nature of the truss damage may inhibit any type of repair for a truss that has already been installed. Repairs to damaged or field modified trusses should not be attempted without proper repair detail drawings from a professional engineer. Truss members shall not be cut, drilled, notched, spliced, or otherwise altered in any way without approval from the truss manufacturer, or a registered professional engineer. Alterations resulting in the addition of load (e.g., HVAC equipment, water heater), which exceeds the design load for the truss, shall not be permitted without verification from the truss manufacturer that the truss is capable of supporting such additional loading. A truss repair design will be based on information furnished to Trussway by the contractor. The truss should be inspected by the contractor for any alterations, defects, and damage to the metal connector plates and/or lumber. How to Obtain Truss Repairs Use a photocopy of the truss design drawing from the field package provided for truss installation. Mark clearly on the truss design drawing what is wrong with the truss and any circumstances that may influence the type of repair that is prescribed. See reverse side for additional information. Send a facsimile of the marked up truss design drawings to a sales representative, design technician or "Repair Department" at Fax # (713) 699-7342. Be sure to include a cover sheet containing the following information: Trussway Job No. Project name ME Project builder Field contact Telephone number Fax number Trussway, Ltd. 9411 Alcorn Houston, TX 77093 Ph. (713) 699-7300 Fax (713) 699-7342 See reverse side for additional information Truss Repair Information (continued) How to Indicate Truss Damage The truss repair is based exclusively on the field notes faxed in on the truss design drawing. The more complete and accurate the information provided to the repair department, the faster and better suited the repair. Dimensions relevant to damage and location are important, and should be provided as often as possible. Preferred notation indicating truss damage is listed below for several situations. Enclosed in the dashed boxes below are interpretations of the notations. D 47 The floor truss top chord has been notched for a pipe. The size of the notch is given, as well as a top view sketch showing how the notch is positioned in the top chord. By writing, "One face available" and drawing the HVAC duct, the field has indicated that the truss may be repaired on one face up to the truss duct opening. (It is important to note any ducts or pipes that may obstruct repair material). Last Updated on January 17, 2003 F c 47 FLOOR TRUSS LATERAL BRACING - "STRONGBACKS" TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) -16d TO TOP CHORD COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 16d COMMON WIRE NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) -16d USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) -16d SCAB WITH (3) -16d TO BOTTOM CHORD COMMON WIRE NAILS COMMON WIRE NAILS TRUSSES 44)-0 TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED BLOCKING F 11 d1 1 1! THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) - 16d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. T9 INFORMATIONAL SERIES Notes and Instructions. 0 TRUSSWAY, LTD. PUBLICATION # 31403 These designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the plane of the truss only. Applicability of design parameters and proper incorporation of these components into the building system are the responsibility of the Building Designer — NOT the Truss Designer. Bracing shown on truss drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK. Additional temporary bracing to insure stability during construction is the responsibility of the Contractor. Additional permanent bracing of the roof and floor system and of the overall structure is the responsibility of the Building Designer. Refer to industry documents HIB-91 (booklet), HIB-91 (orange summary sheet) and WTCA Warning Poster' (wall poster) supplied with this design pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact the Truss Plate Institute or the Wood Truss Council of America. The design of the truss support structure including headers, beams, walls and columns is the responsibility of the Building Designer. Copies of the truss documents must be distributed to Building Designer, General Contractor and Erection Contractor. Individual truss designs are dimensioned in feet -inches -sixteenths. Exercise care in unloading, handling, storage, installation and bracing of trusses. Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field. Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs sheets during installation). Some trusses have symmetric outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chases that require proper placement.. Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling. CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transferring, are the RESPONSIBILITY OF OTHERS. Do not stack construction material on floor or roof trusses in excess of design load. Do not cut or alter truss members or plates without prior approval of a Professional Engineer. All conventional framing to be designed by others.