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1120 W 25 St 05-3943 New SFH
a %%P% 4: m PERMIT ADDRESS )LO s CONTRACTOR ADDRESS N !!Ko b 1 A A d all 4- S IN J^ _1 a.) 0 1 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION Iq q 400 PERMIT #O's U. DATE • PERMIT DESCRIPTION IlPERMITVALUATIONc . 9 6 SQUARE FOOTAGE d d r 0.1 d a City of Sanford Certificate of Occupancy This is to certify that the building located at 1120 W. 25` h Street for which permit number 05-3943 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 Building: R. Addison Engineering & Planning: G. Hyatt Public Works: M. Watson Utilities: R. Blake Fire Department: Date 08/25/06 08/28/06 08/25/06 08/28/06 Conditions (if blank, no conditions apply) Metro Development Q)a Yy . .;, _ 09/08/06 Property Owner Building Official Date BUILDING DEPARTMENT - Re: 1120 W 25th St 1 From: RUBEN HYA17 To: BUILDING DEPARTMENT Date: 8/28/2006 1:16 pm Subject: Re: 1120 W 25th St passed 08-28-06 BUILDING DEPARTMENT 08/25/06 2:00 PM >>> 05-3943 single family Metro Development Larry ]o 407-470-2116 BUILDING DEPARTMENT - Re: Fwd: 1120 W 25th St CLEAR 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: 1120 W 25th St ED WOODS 11:22 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 2:00 pm Friday, August 25, 2006 >>> 05-3943 single family Metro Development Lany Jo 407-470-2116 CLEAR 8/28/06 BUILDING DEPARTMENT - Re: 1120 W 25th St 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: 8/29/2006 10:33 am Subject: Re: 1120 W 25th St Approved 8.25.06 Mike Watson Cathy J. LoTempio Customer Service Rep Public Works Department 407-330-5627 fax# 407-330-5601 BUILDING DEPARTMENT 8/25/2006 2:00 pm >>> 05-3943 single family Metro Development Larry Jo 407-470-2116 Ir U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Metro Development Group, Inc. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number 1120 W. 25 Street City Sanford State FL ZIP Code32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 2, Block 5, 3rd Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/LongRude: Lat. N28'47'13" Long. W81'16'44" 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. AT Building Diagram Numbed A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage . 461.3 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq In c) Total net -area of flood openings In A9 b sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CityOf Sanford 120294 Seminole FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 0045 E April 17, 1995 April 17. 1995 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM Community Determined Other (Describe) _ Bl 1. Indicate elevation datum used for BFE in Item 139: NGVD 1929 NAVD 1988 ® Other (Describe) N/A B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes ®No Designation Date CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Seminole County #5085201 Vertical Datum NAVD 1988 Conversion/Comments a), Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building Describe type of equipment in Comments) i) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check IA. measurement used. 28.4 feet ribfers (Puerto Rico only) feet Mbt6rs (Puerto -Rico only) feet meters (Puerto Rico only) 37.8 feet mleters (Puerto Rico only) 37.8 feet deters (Puerto Rico only) 37.6 feet meters (Puerto Rico only) 37.7 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to cbrtify elevation information. 1 certify that the information on this Certificate represents my best efforts to Interpret the date available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Secdon fool. Check here if comments are provided on back of form. Certifier's Name Paul D. Watkins License Number PSM 6316 Title Professional Surveyor and Mapper Company Name Central Florida Consulting Surveyors Address 629 Maitland Avenue City Altamonte Springs State FL ZIP Code 32701 FEMA Form 81-31. February 2006 06 Telephone See reverse side for cnntinuatinn gonlaroc all nrn.•. n., n.+::,, .... IMPORT -ANT: 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 1120 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 01911eiufe uare O G1i / ' 7 d _Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WTHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is Intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) is feet meters 0-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 heck here it attacriments 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 Rem(s) and sign below. Check the measurement.bsed in Items G8. and G9. G1.. The informatlon In Section C was taken from other documentation that has been signed and sealed try a licensed surveyor; engineer, or architect who Is authorized by law to certify elevation information. (Indicate the source and date of the elevation dith in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued Of community -issued BFE) or Zone AO. G3. The following information (Items G4.-G9.) is provided for community floodplain management purposbs. G4. Permit Number I G5. Date Permit Issued G6. Date Certific9te 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 hero If attacWA FEMA Form 81-31, February 2006 Replaces all oreVIOUs edifinnc BOUNDARY SURVEY LOT 3 SET 5 78 ' IRC 0h LB 67771S6 LOT 1 o ivy D- O 1p CERTIFIED TO: NN M M Jose Tormos Absolute Title Agency Fidelity National Title Insurance Company SYMBOLS C0. 3 WOOD POWER POLE Q CLEAN OUT @o IRON ROD & CAP SPOT ELEVATION SET 5/8 IRC LB 6 71wM SW CORNER BLOCK 5 67.68' (M) ABRREVIATIONS CONC CONCRETE CB CONCRETE BLOCK WF WOOD FRAME WM WATER METER COV COVERED ROD AND CAP IRCIRONPIPEFND FOUND OHW OVER HEAD WIRE NOTES N GOV NTR LOT 18 0 I FND 1 /2" IR NO ID N89- 43'05"E (M) 68.22' M) }ea 67. 85' P) 7' UTILITY EASEMENT SEPTIC TANK DRAIN FOLD LOT 2 BLOCK 5 COV CONC IV, 5. 16'-1 Ico 00 NO 1 SCALE 1'-20' 1120 1 STORY CB WF RESIDENCE ti LOT 19 FINSHED FLOOR=38.41' J ^ 14. 89'-9' o AC ON IO CONCPADO O O o I O Z 21. 40' 0R' eo S. y1' 0M CONC } DRIVE m J N89. 49' 3""E M) P PLAT M MEASURED N& D NAIL AND DISK ID IDENTIFICATION ASPHALT PAVEMENT GENEVA STREET 1. DATE OF FIELD SURVEY: 8/23/06 REVISED: 9/7/06 ADDED NOTE 7. 2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1, SAID BEARING BEING NOO-27.56-W (ASSUMED DATUM). 3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH MARK # 5085201, BEING A NAIL & DISK HAVING AN ELEVATION OF 34.626' NAVD 1988. 4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT LOCATED DURING THE CONDUCT OF THIS SURVEY. 5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE -X- (AREAS OUTSIDE THE 500—YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294, PANEL 0045, SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995. 7. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN CHAPTER 18. SECTION 18-4 (a) OF THE SANFORD CITY CODE. 67. 85' 67. 68' FND 3/4" IP NO ID CONC WALK LEGAL DESCRIPTION LOT 2, 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. 1Ir. Csw CENTRAL FLORIDA CONSULTING SURVEYORS 629 Maitland Avenue - Altamonte Springs, FL 32701 Tel: ( 407) 767-0166 Fax: (407) 767-8558 email: cfcs6771@cfl.rr.com Certificate of Authorization #LB6771 I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUTES. PAUL D. WATKINS PSM 6315 NOT VALID WITHOUT THE SIG ATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER CITY OF SANFORD PERMIT APPLICATION Permit #: 0 S , p R 7 3 ^ to L Date: R' Job Address: %1. 4 W r n a_" 5 5 7— Description of Work: C a'/rtt f aie tt K Historic District: Zoning: /Value of Work: S 3 000 Permit Type: Building Electrical Mechanical it Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential VNon-Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Wuter & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential —AL Commercial Industrial Total Square Footage: I30O Construction Type: # of Stories: --- # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #• Owners Name & Address: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address - Attach Proof of Ownership & Legal Description) Phone: Phone: Fa:: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER, YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities s ater management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of require f lorida Lien L 713. J IA Y, Signature of Owner/Agent Date Signatu fContractor/AgenT Date Print Owner/Agent's Name Nam Signature of Notary -State of Florida Date gpnatueotary-State of F orida Date Owner/ Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning r DEBBI E LYNN DI LLARD Contractor/ Agent is _ Personally Knowr to.V$ MY COMMISSION N DD519038 Produced ID tP EXPIRES: Feb. 16.2010 WM M"153 Florida Notary $wleaoom Utilities: FD- Initial & Date) (Initial & Date) (Initial & Date) 1.5' SIDE SET5AC n -s 1' SIDE SETBACK LINE zI 15 SIDE 6ET54C p 15' SIDE SET5AC;K LINE1E COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD PAlo STATEMENT NUMBER 105-77163 BUILDING PERMIT NUMBER: (CITY) UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: 06 SEC: TWP: RNG: SUBDIVISION: yw PLAT BOOK: [_ PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NAME: ADDRESS: DATE: NFQ RD COUNTY.NUMBER: PARCEL: _ • r ,, . . . TRACT: LI, i BLOCK: F. LOT: 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 # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dal unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: L Fv -r - SIGNATURE: PLEASE PRINf 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******************** k--- -( 1 --) _), o CITY OF SANFORD PERMIT APPLICATION Permit-#: D QL L Date: 1W 5 . SGn rd , LLJobAdams: _ f, Description of Work: M\5C - nn \ vMbMn J C lD f Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 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 #: Owners Name & Address: A1%M("nW Contractor Name & Address: Attach Proof of Ownership & Legal Phone: State License Number: Cf`057aa Phone & Fax: Contact Person: Phone: 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOH.ERS, 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 constnxtion 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 this county, and there may be additional permits required from other governmental entities such as wpw&jZunagement districts, state agencies, or federal agent Acceptance of permit is verification that I will notify the owner of the property of the requirements bf FloriAl ien 1\yw FS 713. W tslv Signature of Owner/Agent Date Signature of ontractor Date J Print Owner/Agent's Name Pia Cpntractor .rays t Signature of Notary -State of Florida Date f S1gn9*-&,df N4,ary-State of Florida t ` Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) Special Conditions: Contractor/Agent is _ PM2-b Known to Mp or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) RE: '-I't ED CITY OF SANFORD PERMIT APPLICATION AU Permit # : 03 -39 q3 Date: 1 2005 Job Address: 1120 25`s Street, Sanford Florida Description of Work: Construct Single Family Residence Historic District: Zoning: SR -I Value of Work: $f 3(0 Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # Qf 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: 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 Springs, FL 32701 State License Number: CBC1251965 Phone & Fax: 407-599471 1 Contact Person: Gary Huggins Phone: 407-468-9217 Bonding Company: Address: Mortgage Lender: BB&T Address: 255 South Oranee Avenue, Orlando, Florida 32801 Arch itect/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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permitjeyefification that I will notify the owner of the property of the of Date tk'ss of Flori ien Law, FS 713. r 7— xacFor/Agfnt Date s Name y, 9 otMY.?ue,o JUW1ONDD re or rvouuy-uue or rronoa uare ( 3ontdracJto0/A11gNu rue uuy-arnre urrwnua o ....t MY COMM 70 # EXPIRE ent is Personally Kno to Me or r is _Personal Known eOr F`E Baled Thru Budget Nil ary uced ID _Produced ID FOFF APPLICATION APPROVED BY: Bldg: Zoni O Utilities: g+ 0 FD: nitial & Date) (Initial & Date) (Initial & Date) Special Conditions: 0 e N-- JU ANN NIEMANN MY COMMISSION II DD 299770 EXPIRES: March 27, 2008 Bonded Thru Budget Notary Services Initial & Date) ACT F ,s v< <•- d "ae sue, F STATE OF FLORIDA CENTRAX #: 59-S2-09277 y . DEPARTMENT OF HEALTH DATE PAID: Q ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID $ CONSTRUCTION PERMIT RECEIPT OSTDSNBR : 05-9275- -N CONSTRUCTION PERMIT FOR: X ]New System [ ]Existing System [ ]Holding Tank [ ] Innovative Other Repair [ ]Abandonment [ ]Temporary [ Un ] APPLICANT: Metro Development Corp. AGENT: 00-0000, N/A PROPERTY STREET ADDRESS: 1120 25th St Sanford FL 32771 LOT: 2 BLOCK: %_ SUBDIVISION: Dreamwold Section/Township/Range/Parcel No.] PROPERTY ID #: 36-19-30-524-0400-00 [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 D R A I N F I E L D MULTI-CHAMBERED/IN SERIES: [Y ] MULTI-CHAMBERED/IN SERIES: [Y ] GALLONS @ [2 ]DOSES PER 24 HRS # PUMPS[ 1 ] 462 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM 0 ]SQUARE FEET SYSTEM TYPE SYSTEM: [ N ]STANDARD [ N ]FILLED CONFIGURATION: [ N ]TRENCH [ Y ]BED Y ]MOUND N ] N ] LOCATION TO BENCHMARK: Orange Dot Center of Marshall Ave At Front Lot 3 ELEVATION OF PROPOSED SYSTEM SITE [ 7.2 ] [ INCHES ] [ ABOVE ]BENCHMARK/ REFERENCE POINT BOTTOM OF DRAINFIELD TO BE [ 25.2 ] [ INCHES ] [ ABOVE JBENCHMARK/ REFERENCE POINT FILL REQUIRED:[ 32.0 ]INCHES EXCAVATION REQUIRED: [ 36.0 ] 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 construction ,the engineer should be notified immediately. 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 wells. (9) Maintain 75 feet from surface wat r. (181 No portion of drainfiel d may be located in any easement. 17/ rV C" q4(f-jr-cwn -0/4-r4tcjI n n SPECIFICATIONS BY: Law, DonaAd f TITLE:' APPROVED BY: Dove, Kim TITLE: EH Supervisor Seminole CHD DATE ISSUED: 11/15/05 EXPIRATION DATE: 5/15/07 DH 4016, 03/97 (Obsoletes previous editions which may not be used) Stock Number: 5744-001-4016-0) lostds_cons_4016-1) Page 1 of 2 of depth must be accomplished. (23) This office will 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. Mound H2O shed cannot drain onto adjacent lot Any installation questions contact: Law Assoc. (321)235-9105 SPECIFICATIONS BY: Law, APPROVED BY: Dove, Kim TITLE: TITLE: EH Supervisor Seminole CHD DATE ISSUED: 11/15/05 EXPIRATION DATE: 5/15/07 DH 4016, 03/97 (Obsoletes previous editions which may not be used) Stock Number: 5744-001-4016-0) toetde cone 4016-11 Ae A w7 Wo We l LOT 3 N 89055'06" E 67.85'(R&M) SIR SIR 6 7i EASEMENT 54Smhf gal lie Lin W- 14.52' 38V 15.33' En 0 0 O O V O s n y PROPOSED RESIDENCE PORCH z A/C O Cb h w¢11 19 - • - . ._- - 14.0 ad e 15.31' •f' C N 55 20.0' r ' - -fit y ... :, 3a .• act ; .- • SIR a i r, N 8 49'03" 67.85'(R&M) N0# " ti GENEVA STREET 25TH STREET 60' TOTAL R/W VEY AND SITE PLAN Pp FOUND am ..( #ADW WCHBORING KOPER" x— x - x wm p= soon as .Duo Rwm x/pRcyo ow fwAa, PPOP"n F® mcRnr FWDrcm/ouiDOWtR[it Nw"m sw O - HT WO /E O - O f00D mu iw so wow •oO RORmv OdOa Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 a t2 2 12.0 DAYID JOHNSoN. CFA. ASA a 1 F , 1 4 Q• 5 15 F $ P PROPERTY s 1G 1j y a17Q3 ° APPRAISER ' , ,.y 3 18 1 2 1220 1— i o iQ:o 1.019.o i.o 1 19 =' 1 tt ai SEMINOLE COUNTY FL 1101 E. FiFsT sT HANFORD, FL 32771-1468 g 1 i_ri 2t "'• 2.4 2.5 9 407 - 665 - 7506 1.0 a 15. 0 11.071 1.0 11 10 9 a i 6'6'd 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 36-19-30-524-0500-0010 Depreciated Bldg Value: $0 Owner: MUROSKI JOHN B Depreciated EXFT Value: $0 Mailing Address: 732 KEATON PKWY Land Value ( Market): $23,328 City,State, ZipCode: OCOEE FL 32761 Land Value Ag: $0 Property Address: 2445 MARSHALL AVE SANFORD 32771 Just/Market Value: $23,328 Facility Name: Assessed Value ( SOH): $23,328 Tax District: S1-SANFORD Exempt Value: $ 0 Exemptions: Taxable Value: $ 23,328 Dor: 10- VAC GENERAL-COMMERCI Tax Estimator 2005 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vaclimp Qualified 2004 VALUE SUMMARY QUITCLAIM DEED 07/2005 05827 0522 $100 Vacant No 2004 Tax Bill Amount: $478 WARRANTY DEED 04/2005 05714 0557 $185,000 Vacant No 2004 Taxable Value: $23,328 WARRANTY DEED 03/1982 01388 0895 $64,000 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 01/1973 00982 1963 $20,000 Improved Yes ASSESSMENTS Find Sales within this DOR Code LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method Units Price Value LEG LOTS 1 2 + 3 BLK 5 3RD SEC DREAMWOLD PB 4 PG 70 SQUARE FEET 0 0 25,920 .90 $23,328 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scpafl.orglpls/weblre_web. seminole_county_title?PARCEL=36193052405000010&coparcel... 9/8/2005 RECEIVED LOT 3 N 89055'06" E 67.85'(R&M) AUG 0 5 2005 SIR SIR A3 p6 7' EASEMENT 0 JW t w aZ t0 O¢ W W O ? O U 0 0. 6 a N d Cn 14.52' 38.0' 15.33' W O O O CA tV C CO IQ KT LOT 1 CrJ PROPOSED CA)RESIDENCE ,_.. W PORCH iW O A/C 0 Ro '• N 0 14.0'1 a1 15. 31 ' oR o4. 0' o 114. 55' 20.0' W D. 0 . a v •, F X—CUT SIR ti * i •. IP 1" N 8 J4903 67.85'(R&M) NO# GENEVA STREET 25TH STREET 60' TOTAL R/W NOTE: BOUNDARY SURVEY AND SITE PLAN LOT 19 1R) RECORD UE UTILITY EASEMENT FIP FOUND IRON PIPE NEIGH NEIGHBORING PROPERTY X- X - X WIRE FENCE in CONCRETE I ) MEASURED DUE DRAINAGE & UTILITY EASEMENT FIR FOUND IRON ROD OUR SUBJECT PROPERTY A/ C AIR R/W RIGHT-OF-WAY FN/O FOUND NAIL/DISK OHW OVERHEAD WIRES O - O - 0 WOOD FENCE CONDITIONER FCM FOUND CONCRETE MONUMENT SIP SET IRON PIPE 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: NA SIGTUREAND DATE CERTIFICATION. RECORD UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED. FENCES AND PROPERTY LINES MAY BE FLOOD ZONE 2LEGALDESCRIPTIONPROVIDEDBYOTHERS. 5) UNDERGROUND UTILITIES. FOUNDATIONS. 8) MEASUREMENTS TO WIRE FENCES ARE BE EXAGGERATED FOR CIARIfY. 3PROPERTIESSHOWNHEREONWERENOTAND/OR OTHER IMPROVEMENTS. IF ANY. TO CENTER OF WIRE. 12) FL000 ZONE INFORMATION FOR TXIN WAS DERIVED COMMUNITY NO. ABSTRACTED FOR EASEMENTS OR OTHER WERE NOT LOCATED. 9) MEASUREMENTS TO WOOD FENCES ARE IPOM FZONEI ENERATION MANAGEMENT PANEL N0. RECORDEDENCUMBRANCESNOTSHOWN6) ELEVATIONS. IF SHOWN ARE BASED ON TO OUTSIDE OF WOW. ON THE PROPERTY PUT OF RECORD. NATIONAL GEODETIC VERTICAL DATUM ID29. 10) WALL MEASURES ARE TO/FROM AGENCY FI'.MD INFORMATION RATE MAPS. SUFFIX ADDRESS: FACE OF WALL. DATE OF FIRM 25TH STREET DATE OF SURVEY SANFORD. FLORIDA SURVEY NO. LEGAL DESCRIPTION: LOT 2. BLOCK 5. DREAMWOLD. ACCORDING TO THE PLAT 1 T F Fr ' CERTIFIEDTO: PUBLIC RECORDS RECORDED ORDSEINPLATTHEREOF ASCOUNTY. K 4'FPAGE LORIDA. OF THE SM/TyAf METRO DEVELOPMENT GROUP. INC. OF THIS IS A DIGITALLY SIGNED AND SEALED SKETCH OF A PROFESSIONAL SURVEY( BOUNDARY SURVEYPERFORMEDUNDERTHEDIRECTIONOFTHE UNDERSIGNED 6 COPIES ARE AUTHORIZED ON OR - N 0 ABOUT THEDATEOFSURVEYSHOWNHEREONANDCERTIFIEDo _ B EA L E ONLY TO THOSE PERSONS AND/OR ENTITIES LISTED HEREON. CLOSING SERVICES THE BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL = A T r_ F STANDARDS AS SET FORTH BY THE FLORIDA BOARD / BY: OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 51G17OWN 0 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SE(TI • C1 472-027. FLORIDA STATUTES. .SIT, .• P,• . ;; ASSOCI L. BEALE SMITH IV. PS i'/F •..... 0 282 SHORT AVENUE. SUITE 124 LONGW PROFESSIONAL SURVEYOR. FLORIDA REG. NO. 5238 Z/F .LAN ID I,t PHONE: 407-331 -5577 FAX: 4 X 120294 0045 E 4/ 17/ 95 6/21 A I ......... a ..t it as at .11 21 lie to tic 1 NO a1 sit Ilt 0111t 149 1 tail THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: 6LYNNER. WILSON, ESQUIRE Shuffield, Lowman & Wilson, P.A. Post Office Box 2087 Orlando, Florida 32802-2087 PERMIT NO. MARYANNE MORSE, CLERK OF CIRCUIT COURT SLI4INULE COUNTY BK 05827 PIGS 0557-0559 CLERK' S # 2005125557 RkWHDED 07/26/2005 02:4309 PIN REWNDINU FEES 21.00 RECURDED BY D Thomas R E 0R`' E rn\\ 0 TAX FOLIO- l NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement: 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\BB&nl 188 Metro Development Group, Inc\l 188aip.wpd 6. Lender: (Name and address) BRANCH BANKING AND TRUST COMPANY 255 South Orange Avenue, Suite 112 Orlando, Florida 32801 a. Phone Number (407)563-4017 b. Fax Number (optional, if service by fax is acceptable). 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: (Names and addresses) a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY, Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue, Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes. a. Phone Number (407) 564-4017 b. Fax Number (optional, if service by fax is acceptable). 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): Owner) JOVV B! MUROSKI, Individually STATE OF FLORIDA COUNTY OF nrli The foregoing instrument was executed, sworn to and acknowledged before me this July vZ , 2005, by JOHN B. MUROSKI, Individually. MiMihil.1.I..0........................• SEAL MAAY E SHUFFIELD ItlirNp commt DD0352237 Expires 9/Zp2000 IG)02-42154 a. h....... FWna..".°a,..?l,, "llMS I E. SJq Acid Name Public Typed, Printed or stamped) Personally Known OR Produced Identification Type of Identification Produced: I yf-r,1' c nk-, SACLIENTS\ B\BB&T\1188 Men Development Group, Inc\1188aip.wpd EXHIBIT "A" Legal Description Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3'd SECTION DREAMWOLD, according to the plat thereof as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida. SACLIENTS\B\BB&n1188 Metro Development Group, Inc\11881egal.wpd LIMITED POWER OF ATTORNEY I hereby name and appoint: aFzY FH.IAGI 1` Printed Name of Appointee N4cfk6 Demlop!Loznfi Tr-c. Company Name of Appointee to be my lawful attorney -in -fact to act for me in applying to the City of Sanford Government 6era=oFeiai esidential ermitting 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 tza2j hw,rd 314 Subdivision 5 Block 1-7 Lot 5 Project Address Sokn 15. Murtos r Owner of Property 7 Owner Address Signed: Certified Date: -i-1z - oS Certified Contractor: D4dIv GrreLA.ut? 17t&C,60.ls Printed name Contractor License #: i Z gig 6S State of F nda ) County ( ,I'' l Jf I n I I Swom to and subscribed before me this day o lJl1 by V l 0-:J V aJ( 1 G I( name of person acknowledged) who i sona know a or who has produced "' P 9 ) Y identification). Mary i Xmssionionexpires3 ) JUUA ANN NIEMANN MY COMMISSION I DD 299770 EXPIRES: March 27, 2008 FOF'cfi`O' Bonded Th 8WPt Notary Services DEVELOPMENT FEE WORKSR ET Project Name: J CITY OF SANFORD UTILITY — ADMIN P.O. BOX 1788 SANFORD, FL 32772-1788 Date Phone: Owner/Contact Person: T Address: Type of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): L Total Number of Units: Type of Utility Connection individual connections or central water meter & common sewer tap): - Water Meter Size (3/4", 3/ 1", 2", etc.): REMARKS: 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", 1 ", 211, etc.) REMARKS: CONNECTION FEE CAL CULA770N.• Name Signature - Date ocrncc-n 111" j FORM 60OA-2001 FLO I A ENERGY EFFICIENCY CODE FO BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 5F08DIST Builder: Address: Permitting Office: SANFORD City, State: SANFORD, FL Permit Number: Owner: SPEC HOME Jurisdiction Number: Climate Zone: Central I . New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type Single Pane a. Clear glass, default U-factor 180.4 ft' b. Default tint 0.0 ft' c. Labeled U or SHGC 0.0 ft' 8. Floortypes a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Frame, Wood, Adjacent b. Concrete, Int Insul, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret. Unc. AH(Sealed):Garage b. N/A New _ Single family _ I _ 3 _ No 1440 ft' - Double Pane _ 0.0 ft' _ 0.0 ft' _ 0.0 ft' R=0.0, 139.4(p) ft _ R=11.0, 416.3 111 _ R=4.1, 690.7 ft2 _ R=30.0, 1440.0 fi' _ 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 plans and specifications covered by this calculation ar in ompli with the Florida Energy Code. PREPARED DATE: -7Zi oS- I hereby certify that this building, 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 Cap: 30.0 kBtu/hr _ SEER: 10.00 i Cap: 30.0 kBtu/hr _ HSPF: 7.50 _ Cap: 40.0 gallons _ EF: 0.88 PT, CF, moo a _-'4i&. o Florida Statutes. o00 BUILDING OFFIC1AI REVIE V C DATE: TY OF ANFORD- 0 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILTFGLASSPESditionedXBSPM = 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 27525.6 1.00 1.188 0.341 0.902 10059.8 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1440.0 5.86 1518.9 Single, Clear E 0.0 0.0 15.0 12.37 1.00 185.6 Single, Clear S 15.0 7.7 40.0 9.90. 2.21 876.8 Single, Clear N 0.0 0.0 24.0 15.07 1.00 361.6 Single, Clear W 0.0 0.0 30.0 13.25 1.00 397.4 Single, Clear S 0.0 0.0 30.0 9.90 1.00 296.9 Single, Clear SE 18.0 6.0 16.0 10.59 1.94 328.4 Single, Clear SE 18.0 7.7 19.4 10.59 1.88 385.8 Single, Clear E 0.0 0.0 6.0 12.37 1.00 74.2 As -Built Total: 180.4 2906.8 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 416.3 1.80 749.3 Frame, Wood, Adjacent 11.0 416.3 1.80 749.3 Exterior 690.7 2.00 1381.4 Concrete, Int Insul, Exterior 4.1 690.7 3.31 2282.8 Base Total: 1107.0 2130.7 As -Built Total: 1107.0 3032.1 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Base Total: 20.0 102.0 As -Built Total: 20.0 102.0 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1440.0 0.64 921.6 Under Attic 30.0 1440.0 0.64 X 1.00 921.6 Base Total: 1440.0 921.6 As -Built Total: 1440.0 921.6 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 139.4(p) 1.9 264.9 Slab -On -Grade Edge Insulation 0.0 139.4(p 2.50 348.5 Raised 0.0 0.00 0.0 Base Total: 264.9 As -Built Total: 139.4 348.5 INFILTRATION Area X BWPM Points Area X WPM = Points 1440.0 0.28 403.2 1440.0 -0.28 403.2 EnergyGauge® DCA Form 60OA-2001 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 1 6907.8 1.00 1.188 0.455 0.950 3547.7 EnergyGaugeTm 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 #: I 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 8E sr 4V f O f CDD WE EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 foundation & wall sole or sill plate; joints between exterior wall panels at 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 reqts 606.1.ABC.1.3 have combustion air. RA-22 OT14FR PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK 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. EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.30 DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more efficient the home. I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type Single Pane a. Clear - single pane 180.4 ft' b. Clear - double pane 0.0 ft' c. Tint/other SHGC - single pane 0.0 ft' 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 _ I a. Central Unit 3 _ b. N/A No _ 1440 ft' c. N/A Double Pane 0.0 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 ft' b. N/A R=0.0, 139.4(p) ft _ R=11.0, 416.3 ft' _ R=4.1, 690.7 11' _ 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, _ NOTE: The home's estimated energy performance score is only available through the FLARES computer program. TM your home may qualify for energy efciency 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) 10 . RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: 5FO8DIST 6-8.05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886-6326 Email: ceebesairsystems®c0.rr.com Web: ceebeeair.com For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL Notes: 1440 SQ FT Weather: Orlando AP, FL, US Winter Design Conditions Outside db Inside db Design TD 38 OF 70 OF 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 (ft3) 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 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 in 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/Italic values have been manually overridden C wrvghtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-21 15:15:04 F1RIGHT 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: ceebeeairsyntems@c0.rr.com Web: ceebeeair.com For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL Job:5F08DIST 6-8-05 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 n— \ w 11 /'. C'l CC-7 In 713 113 Bold/Italic values have been manually overridden WPIghtSC) t Right -Suite Residential*" 5.5.06 RSR30434 2005Jul-21 15:15:04 4CA:;k F:\RIGHT J ARCH IVES\2005\.5F08DIST.rsr Page 1 Entire House d 1422 24724 18240 1000 1000 Ventilation air 1760 990 Equip. @ 0.98 RSM 18845 Latent cooling 5189 T 11TA1 [ 4AOV-1 nnAOA nAA7C A/AAlA AAA 1 V 1!%L-%i IT _ LV"V, L"WvJ IVVV IVVV Bold4tatic values have been manually overridden wrightsoft Right -Suite Residential^' 5.5.06 RSR30434 4C(>, FARIGHT J ARCH IVES\2005%5FO6DIST.rsr 2005-Jul-21 15:15:04 Page 2 RIGHT-J COMPONENT CONSTRUCTION REPORT Entire House CEE BEE AIR SYSTEMS, INC. Job: SF08DIST 6-8-05 P.O. BOX 2247. APOPKA. Fl- 32704-2247 Phone: 407.888-5980 Fax: 407-886-6326 Email: ceebeealrsystems&Il.rr.com Web: ceebeeair.com Project Information For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL 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) BtuhPF) Btuhtft') Btuh) Btuh/ft') 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 wriQjjtsoft Right -Suite Residential^' 5.5.08 RSR30434 2005-Jul-21 15:15:04 ACA RkRIGHT J ARCH IVES(2005t.5F08DIST.rsr Page 1 Sheet 1 Job #: 5F08DIST CEE BEE AIR SYSTEMS, INC. Scale: 1 : 86 Performed by JAS for: Page 1 P.O. BOX 2247 Right -Suite Residential (tm) DISTINGUISHED DESIGNS APOPKA, FL 32704-2247 5.5.06 RSR30434 SPEC HOME" SANFORD/SEMINOLE CTY Phone: 407-886-5960 Fax: 407-886-6326 2005-Jul-21 15:15:41 FL :\RIGHT J ARCHIVES\2005\5F08DIST, DUCT SYSTEM 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: ceebeealrsystems®c0.rr.com Web: ceebeealr.com For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMI NOLE CTY, FL External Static Pressure: Pressure Losses: Available Static Pressure: Friction Rate: Actual AVF: Total Effective Length (TEL): Job: 5F08DIST 6-"5 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 Bold/ ltallc values have been manually ovenldden wrightSoft Right -Suite Residential- 5.5.08 RSR30434 4CCA F:\RIGHT J ARCH IVESt2005%5F08DIST.rsr 2005- M-21 15:17:10 Page 1 Return Branch Detail Table Diffus Design Design Design Vel Dia Rect Sz Stud/Joist Duct Name Sz (in) AVF (cfm) in H2O) FIR fpm) in) in) Opening (in) Matl Trunk rb1 0 x 0 274 0.00 0.000 0 0 14 x 0 VIFx rt1 rb2 0 x 0 71 0.00 0.000 0 0 9 x 0 VIFx rt1 W 0 x 0 142 0.00 0.000 0 0 8 x 0 VIFx rt1 rb4 0 x 0 514 0.00 0.000 0 0 10 x 0 VIFx rt1 Return Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Vel fpm) Diam in) Rect Duct Sz (in) Duct Material Trunk rt1 Peak AVF 1000 1000 0 0 14 x 0 RectFbg wrighltsoft Right -Suite Residential^' 5.5.08 RSR30434 4CACk FARIGHT J ARCHIVES\2005X5FO8DIST.rsr 2005-Ju1-21 15:17:10 Page 2 DUCT TREE DIAGRAM 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@cO.rr.com Web: ceebeeair.com For: DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY, FL Job:5F08DIST 6-8-05 HEATING COOLING External Static Pressure: 0.00 in H2O 0.00 in H2O Pressure Losses: 0.00 in H2O 0.00 in H2O Available Static Pressure: 0.00 in H2O 0.00 in H2O Friction Rate: 0.000 in/100ft 0.000 in/100ft Actual AVF: 1000 cfm 1000 cfm Total Effective Length (TEL): 359 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MAST BED —250. DINING 69. FOYER 36. LAUNDRY 55. KITCHEN 14. BATH 2 7. BED 3 230. BED 2 147. FAMILY 115. MAST BATH 59. MAST WIC 12. RETURN TRUNKS AND BRANCHES rb 1 273. rb2 70. rb3 141. rb4 513. BoldRtallc values have been manually overridden 1000 1 1000 t wrightsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-21 15:17:10 4C4:;{ F:IRIGHT J ARCH IVES200WF08DIST.rsr Page 1 DISTINGUISHED DESIGNS SPEC HOME" SANFORD/SEMINOLE CTY FL Sheet 1 Job #: 5F08DIST ICEE BEE AIR SYSTEMS, INC. Scale: 1 : 86 Performed by JAS for: Page 1 P.O. BOX 2247 Right -Suite Residenual ttm) APOPKA, FL 32704-2247 5.5.06 RSR30434 Phone:407-886-5960 Fax:407-886-6326 2005-Jul-21 15:16:10 RIGHT J ARCHIVES\2005\5F08DIST. Job (RDVRML30) /Rod Vermilho /Metro / Al Top chord 2x4 SP 01 Bot chord 2x4 SP #1 Webs 2x4 SP #3 1 I i I 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 R from roof edge, CAT It, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. i Deflection meets L1360 live and L/240 total load. I I I c TC1 + TC2 TC3 TC4 19 19 6'10'B 6'0'7 8'1'1 8'1'1 6'0'7 ec1 i Rr--1605N U=4241 W=6' SEAT PLATE REQUIRED i 38' 9'1'2 91'2 36' BC2 BC3 K-141111 LEFT JIG = 20'1"10 DESC. = Al PLT. TYP.--WjAVjEp[ ' FBCrrPI1995(STD) CITY= 4 TOTAL= 4 Wh IN. H. EHLERS,fl 034 FALC0N89160 PLACE I . THIS DRAWING SHOULD BE APPROVED BY A REGISTERED JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i WARNINGS. MOUNt DORM FL 32757 FL-REG.18243 ' BC4 Rv-16058 U=424fr W=6' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 20'1"10 SEQ = 30743 REV. 7.02.0527.10 SCALE=0.2059 TC ILL 20.OpSf REF TC DL 10.0PSf DATE 06-01-2005 I BC DL 10.0PSf DRWG BC LL 0.0PSf TOT.LD. 40.0PSf O/A LEN. 38 i DUR.FAC. 1.25 SPACING 24.0" TYPE comp Job,(RDVRML30) /Rod Vermillio /Metro / A2 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP 03 i I m 3r Ls THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 11.27It mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 fl from roof edge, CAT It, 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 ,- TC2 TC3 TC4 19 19' I B'1176 8'0•7 art -{ 6'1.1 -{- 877 F 10'1'12 ICI-- 9'6• - f— act ' Rv=-181# U=180# W=8- SEAT PLATE REQUIRED RAKE = 1 LEFT JIG = 20'1"10 DESC. = A2 PLT. TYP.-WAVE eNNrt°H H. EHLERS, PA. iW4 FALCONBR100E PLACE JUL- 19 2005 I MOUNT DORA' , FL 32757 FL. REG.-18243 FBC/TPI1 Rv--1917# U=503# W=11'13 SEAT PLATE REQUIRED 2T10.4 trt•z 91.2 — 3e BC2 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BC3 9ti3• —=;I BC4 ^1 Rv=11130 U=295# W=a- SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 20'1"10 SEQ = 30740 REV. 7.02.0527.10 SCALE=0.2059 I TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL I O.Opsf I I TOT.LD. 40.Opsf I O/A LEN. 38 DUR.FAC. 1.25 I SPACING 24.0" TYPE comn Job:(RDVRML30) /Rod Vermillto /Metro / A3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 3x Y! THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.94 0 mean hgl, ASCE 7-98, CLOSED bldg, not located within 4.5011 from roof edge, CAT If. EXP B, wind TC f DL-5.0 psf, wind BC DL=S 0 psf. Deflection meets L/360 live and U240 total load. TC7 TC2 - I_ - TC3 —+— TC4 TC5 17' 4' 17" 8'2.3 5'5'15.4.12 4• 5'5•1 5'4.7 + 6.2•e { 38, e• s• -- VZ'14 3'1o•4 e1•2 as"— 38. i act Rr- 1605M U425N W=fY SEAT PLATE REQUIRED I I AKE LEFT JIG = 18'0"5 DESC = A3 PLT. TYP.-WAVE KEN NFT - EHLERS, P.E. 6034 FALCONERIQGE PLACE JUL 19 N05 MOUNIDORA, FL 32757 FL. REG:18243- BC2 BC3 BC4 Rv=- 160.5NU=4250 W=b- SEAT PLATE REQUIRED m 1— o' FBCrrPI1995( STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 RIGHT RAKE = 1'4"14 I RIGHT JIG = 18'0"5 jI SEQ = 30758 SCALE= 0.2059 t TC LL 20.Opsf I REF i I TC DL 10.0pSf i DATE 06-01-2005 i THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.0psf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT. LD. 40.Opsf O/A LEN. 38 WARNINGS. DUR. FAC. 1.25 SPACING 24.0" TYPE hips I Job.(RDVRML30) /Rod Vermdho /Metro / A4 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 TC1 TC2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.94 ft mean hgt, ASCE 7-98. CLOSED btdg, 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 U240 total load. TC3 ---+I TC4 TC5 1T 4' 1T 629 5'5.1 54.12 4' —} 5'S•1 —— 5'4-7 676 -I 12'4.13 2573 - - -- 1 1- a5' 3'5'154'8'153'10'4 8'1.2 aE' M. - ` -I BC1 i Rw321# U=1800 'W-r SEAT PLATE REQUIRED i L- EFT RAKE.= 1'4"14 LEFT JIG = 1d'0"5 DESC. = A4 PLT. TYP.- WAVE FBC/TPI1 Rv--189N U=4988 W-5'11 BC2 IBC3 OTY= 1 TOTAL= 1 BC4 --I Rr-9910 U-280 V1K'8• SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 18'0"5 SEO = 30737 REV. 7. 02.0527.10 SCALE=0.2059 K`1\ I1 ; j 1 • I TIC LL 20.Opsf REF 60341=ALC0NBgio% E PLACP TIC DL 10.0psf i DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.10psf DRWG i JL PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 L 1 ,C5r ; BC LLO.Opsf y FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i TOT.LD. 40. Opsf O/A LEN. 38 ; WARNINGS. M0UN1. UURA, rL 32757 i DUR.FAC. 1.25 1 f'L HEG. A8243 SPACING 24.0" TYPE hips + Job,(RDVRML30) /Rod Vermilito /Metro / AS Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 TC1 f— e'o'5 I%I— 7'6' 1'4' 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 looted within 4.5011 from roof edge, CAT Il, 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 15' 8' 15' 4' —+{— 4' IN I's BC1 Rv=-16M U=4270 V0-8' SEAT PLATE REQUIRED 38' T1'2 4' i 4' T1Z 3t9 BC2 i BC3 8'0'10 —•i Rv=1518# U=395# W=E SEAT PLATE REQUIRED V 14 I LE LEFT JIG = 15'11" RIGHT JIG = 15'11" DESC. = A5 SEQ = 30755 PLT. TYP.-WAVE FBClTPI1995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2129 KENNE` p gg TC LL 20.Opsf I REF H N: ENLERS101, 6034 TC DL 1 O.Opsf I DATE 06-01-2005 ; FALCON01W 0LACF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.0pSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 S BC LL O.Opsf JUL' 1 20 5 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.OpSf O/A LEN. 38 WARNINGS. DUR.FAC. 1.25 p MOUNT DO. FL 32757 SPACING 24.0" TYPE hips ' REG.1 Job.(RDVRML30) /Rod Vermillio /Metro / A6 i Top chord 2x4 SP 91 Bot chord 2x4 SP #1 i Webs 2x4 SP #3 Defection 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, 10.61 If 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 T brace. 80% length of web member. Attached with 8d nails ® 6. OC. TC1 TC2 TC3 TC4 I TC5 —j 8' + 75, - 8'0.5 + 6'11'11 8' + SXe 811.11 + 8V 5 I I 6 i I 12 4 v sxe W5 sxs I W4 A) i 3X8(A1) ru W1 w2 3X4 vv7 3X6(A1) 8, 3%1 SXB 5X5 hr• 14'2.13 2T7 3 --' IMF---7e• 6s•15 e'5•7 + rr14 -}- 7'6• =1 I Rv-390# U=180# -40 Oct38. BC2 Rv--19520 U=5038 -5.11 BC3 Rv--W9# U=237# W= SEAT PLATE REQUIRED i t I 1 RIGHT RAKE = 1'4"14E = 1'4 4 LEFT JIG = 15'11" RIGHT JIG = 15'11" iSEQ = 30734DESC.= A6 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.2059 { LL 20.Opsf REFKTCEN_NET H'EHLEAs/ B .E' TC DL 10.0psf ;DATE 06-01-2005 j S034 FALCON§§bf3e'PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.0psf DRWG { PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 I i BC LL O.Opsf JUL 10 2005: FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.Opsf I O/A LEN. 38 I WARNINGS. i DUR.FAC. 1.25 iMOUNTDORA; Ft. 32757 SPACING 24.0" 'TYPE hips Job:(RDVRML30) /Rod Verrnillw /Metro / A7 I Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 I I I i I I TC1 13' I 7.0.10 oS11lB 8' 6-6. 1v . BC1 Rr-16D6# U=4280W=8• SEAT PLATE REQUIRED 8. 1.2 + 6' THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27 it mean hgt. ASCE 7-98. CLOSED bldg, not located within 4.50 it from roof edge, CAT if. EXP B, wind TC j DL= 5 0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and U240 total load. TC2 TC3 12' 13' 38' 38' BC2 e• e•1-2 eB• -=i I BC3 I Rr 1518# U=3960 w=a• SEAT PLATE REQUIRED LE T RA = Vil"1'. LE JIG = 13'9"'12 RIGHT JIG 0752 DESC.= A7 PLT. TYP.••WAVE FBC/TP11995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 3 SEQ SCALE= 0.2129 t tNLE98, rrfit i TC LL 20.Opsf REF I 034 FALCONBgIDbE TC DL 10.0psf DATE 06-01-2005 i PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED IBC DL 10.Opsf DRWG JUL 19 '2005 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 SPECIFICATIONS AND BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT i TOT.LD. 40.Opsf O/A LEN. 38 ' MOUNT DOFi; FL2757 WARNINGS. DUR. FAC. 1.25 FL. REG.-18243 SPACING 24.0" TYPE hips Job:(RDVRML30) [Rod Vennillio /Metro / A8 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 j Webs 2x4 SP 03 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27 fl mean hgt. ASCE 7-98. CLOSED bldg. not located within 4.50 ft from roof edge. CAT 11. EXP B, wind TC 1 DL=5.0 psf, wind BC DL=5.0 psf. I Deflection meets U360 live and U240 total load. ! I TC1 TC2 TC3 13' 12' 13' F —TO'10 5111"6 5'10'4 B'1'12 611'6 71r10 { hr 18713 217'3 6(r 6'1'2 34"13 78.15 SUN 612 &(r ICI I Fr 3B• j BC1 BC2 BC3 Rv=4720 U=18W Rw1991# U=522# W-5111 Rw747# U=203# 0 SEAT PLATE REQUIRED i i 1'Y . L FT JIG = 13'9"12 DESC. = A8 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 KENNETH. H. EHLER,% RE-1 3034•FALC6NOTIIDGG PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 JUL 19 2005 ' FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT DORA,R ' 31757 RIGHT RAKE = 1'4"14 RIGHT JIG = 13'9"12 SEQ = 30731 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF ` TC DL 1 O.OPSf DATE 06-01-2005 BC DL 1 O.Opsf DRWG BC LL O.OPSf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE hips i 1 Rod Vermillio /Metro / A9 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 TC1 11' 4'1P8 6'11'12 j-5w 5'1.2 8'8.4 1'4- . BC1 Rv=-1608# U429# W=8- SEAT PLATE REQUIRED 120 mph wind, 10.13 It mean hgt. ASCE 7-98, CLOSED bldg, not located within 4.50 R trom roof edge, CAT 11, EXP B, wind TC DL-5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and U240 total load. TC2 -ITC3 TC4 13'8- --'— 172' - 5x8 BC2 38' 38' LEFT RAKE = T1444— L E T JIG = 11'8" 7 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 KENNETH,H. EHLERS, P`E. i034'€ALCON806EAgCE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND JUL 19 2005 WARNINGS. MOUNTQQRA,.FL 31757 FL. REG.18243 BC3 - I Rv--1518# U=3958 W--B- SEAT PLATE REQUIRED RIGHT JIG = 12"1"3 SEQ = 30749 REV. 7.02.0527.10 SCALE=0.2129 TC LL 20.Opsf I REF I TC DL 1 O.Opsf DATE 06-01-2005 BC DL 10.Opsf I DRWG BC LL 0.0psf TOT.LD. 40.Opsf O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE spec Job (RDVRML30) /Rod Vermilllo /Metro / A10 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 9.94 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4 50 It from roof edge, CAT ll, EXP B, wind TC Bot chord 2x4 SP 01 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 8d Is OC Continuous lat bracing equally spaced on member. Or tx4 93 or better'T brace. 80% length of web member. Attached i Deflection meets U360 live and 1J240 total load. with TC7 TC2 TC3 11' le, 11' I- -- 60.10 4'1l'8 710'4 ie1'12 4'11'6 6'0.10 -I Ise• Ic-- 5'6• 61"2 se -}— rs tz rto•4 38' BC1 BC2 Rv=-535# U=180# -4 Rv 1905# U=5040 W--4' 11'io RA KE = 1'4",14 LEFT JIG = 11'8' i DESC. = A10 PLT. TYt-.-WAVE nr fiH. EHLEflS, p4E, 1134 FALCON PRI Q(3E PLACE JUL 1 2005 I MOUNT'00RA, FL 32757 FL-RE0.18243 FBCrrPI1 OTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 21'4' S 12 - 5'8• -I I C BC3 -I Rv=-771# U=208# W B• 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 TC DL 1 O.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 REF I DATE 06-01-2005 DRWG O/A LEN. 38 SPACING 24.0" ! TYPE hips Job:(RDVRML30) /Rod Vermillio /Metro / All Top chord 2x4 SP 81 Bot chord 2x4 SP 81 I Webs 2x4 SP #3 PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.13 R 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/360live and U240 total load. TC1 TC2 TC3 TC4 i ^ a 13'8' 37 1 P2' - j— 4'10'14 —}— 4'1'2 —} 4'8'7 — 418'11 —{— 4'4'15 —} 37 --+ 58'8 8710 •{ 5X8 T 12 5X8 3X4 3X4 5X8 TI4l% Wn 0 3X4 3X4 W2 Wa W e WH W72 W3 W5 Wn W9 3X8(A1) XB(At) 113X4SXB3X43%1 BXB 7%4 38' F, 8'7'2 4'4'15 — 4S*11 —— 44'15 -— 3'5'8 —} SB'2 8 1' {I 1'4' 38' BC1 BC2 BC3 Rv=-1808M U=4290 W=8' Rr--1518M U=3941t Wp8' SEAT PLATE REQUIRED SEAT PLATE REQUIRED jQMI?.L HL 1 •,FN t FBC/TPI1 i 034 FALCO DQ REACE OTY= 1 TOTAL= 1 AIL .19 200.5 ; THIS DRAWING SHOULD BE APPROVED BY A REGISTERED iPROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i MOUNT DORA, FL 32757 WARNINGS. L. FREG.18243 y RIGHT JIG = 12'11"3 SEO = 30746 REV. 7.02.0527.10 SCALE=0.2129 TC LL 20.Opsf TC DL 10.0psf I BC DL 10.Opsf BC LL 0.0psf TOT. LD. 40.Opsf DUR. FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG I O/ A LEN. 38 TYPE Spec Job (RDVRML30) lRod Vennillio /Metro / Al2 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 - 120 mph wind, 9.61 ft mean hgt. ASCE 7-98. CLOSED btdg, not located within 4.50 0 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 03 A) Continuous lateral bracing equally spaced on member. Or 1x4 #3 or better T brace. 80% length of web member. Attached Deflection meets L/360 live and U240 total load. with 8d nails @ 6' OC. i ) TC1 I'^ 9 4'1'2 — 6'9'12 TC2 -F TC3 TC4 - t 217 9 = 61418 6'9'12 4'1'2 —-- 4'16'14 h^ 1616' 21'4' I%F- - 07-2 59'12 8'8'1 38, BC1 BC2 Rv--567# U=180# 4' Rv 1848# U=4 7# W-4' I I I EFT RAKE = 1 4' LEFT JIG = 972 DESC. = Al2 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 ILI Wbi f1*RFv1FiAPfPLAdE i . L 1.9 c1005 MOUNT OOK FL' 32757 FL- REG.-18243--- 87' 2 BC3 Rr-7960 U-212# W= ' SEAT PLATE REQUIRED REV. 7.02.0527.10 119 RIGHT RAKE = 1'4"14 RIGHT JIG = 972 SEQ = 30725 SCALE= 0.2059 TC LL 20.Opsf REF I TC DL 10.OpSf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 36 WARNINGS. i DUR. FAC. 1.25 I SPACING 24.0" i TYPE hips ! Job:(RDVRML30) /Rod Vermillro /Metro / At 3 Tap chord 2x4 SP #1 :TC2 2x6 SP #1: Bot chord 2x6 SP 01 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 7.00 to 127 PLF at 13.54 TC - From 60 PLF at 13.54 to 60 PLF at 39.33 i BC - From 4 PLF at -1.33 to 4 PLF at 0.00 i 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 - 1860 LB Conc. Load at 13.54 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 It mean hgl, 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 an member. Deflection meets U360 live and U240 total load. Calculated vertical deflection is 0.52' due to live load and 0.51' due to dead load at X = 13-8-4 TC1 TC2 -}- TC3 TC4 ITIr 5'2' 127 4'1'14 710-2 6'11'12 1'M'•6'6.1 We ,yam'-=-6'T70 SXB 4 12 8X12 X4 OX12 1Na 3X4 3X4 va w5 W10 X10(A1) 4X5(At) e' 3X4 HS816 3X4 eX10 3X4 I'ti{^8'0.10 6'11"12 + 6't rt2 5'2•- -5'e'2 5'1o• T 619'e 24'5'8 - - Rv--3637# U=10430' W-V SEAT PLATE REQUIRED ONV [ EFT -RAKE = ('>S 4---" LEFT JIG = 7'5"14 DESC. = A13 PLT. TYP.-WAVE AWYETN N. ENLERS,p,.j, 034.FALCON9gIdGE PCACF i JUL 19 2005 , MOUNT DORA. FL. 11 a" BC1 -}- BC2 CITY= 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 - I RI-25080 U=7200 VAr SEAT PLATE REQUIRED RIGHT RAKE = V414 RIGHT JIG = 12'1 V 3 SEQ = 30632 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF I TC DL 1 O.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG I I BC ILL O.Opsf i TOT.LD. 40.Opsf O/A LEN. 38 I DUR.FAC. 1.25 i SPACING 24.0" i TYPE spec i 18243 Job (RDVRML30) /Rod Vermillio /Metro / A14 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 I 120 mph wind, 15.00 it mean hgt. ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT 11, EXP 8, 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. I r I I I fl TC1 + TC2 T 3'10'14 ---+— 3'1'2 82'5 12 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) N3 or better scab brace Same size 3 80% length of web member. Attach with 10d nails ® 6' OC. Left side jacks have 74)-0 setback with 0-2-0 cant and 1-4-0 overhang. End jacks have 7-M setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. TC3 + TC4 —j 24' 7 =i 77'5 8•Y5 - -- Y1'2 Y10'14 SVA IYA 5x6 4* ftwl hr, t6'8' I F— 6'7'2 I I--` T 4w BC1 Rr-10211t U=2910 -4' I K ELlEFTG - ,, 7'5'14 DESC. = A14 PLZaUR--•WAVE .-......:.. _'_. I=.BC/TPI1 y^ 5XB 21'4' T10'13 1'9'3 653 T10'13 38' 24' BC2 BC3 Rv-40450 U=1050 64' OTY= 1 PLIES= 2 TOTAL= 2 6'7'2 T 81;4 J Rv=-14270 U=398N W=8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 7'5"14 I SEO = 30666 REV. 7.02.0527.10 SCALE=0.2059 r>lRGT17lifjjR rr. i TC LL 20.Opsf REF 134 FALC6N6rvi6GE pi pCE 1 TC DL 1 O.Opsf DATE 06-01-2005 j THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 1 O.Opsf DRWG i JUL 19 2005 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.OpSf O/A LEN. 38 r r WARNINGS. MOUNT DORA, ILL 3'b I DUR.FAC. 1.25F7 FL._REG.18243' ' SPACING 24.0" TYPE hips Job (RDVRML3D) /Rod Vermillio /Metro / B1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets U360 live and U240 total load. in 3X4(A St3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph vend, 9.94 it mean hgt, ASCE 7-98, CLOSED bldg. not located within 4 50 it from roof edge, CAT It, 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 11' + 74' 11' - I^6710 1'11'6 24' XII0 4X4 4X8 12 4 p 3X4 W3 3X4 fn 1) V 1 W7 3X4(A1) 8' 3X4 5X6 3X4 3X4 I.:i- FS' BC1 Rv--WBM =2500 H=Simpson HUS26 w/(4) lad, 0.162-)¢ S rmi inTruss w/( 14) 16d, 0.1621Q.5- nails In Girder GIMer is (2) 1.50x 5.50 SP SWIdSewn 1 / 11 ES' C = B1 PLT. TYP.-WAVE FBC/TPI1 24' 4' 5' 2'14 724 5'1'2 24' 4' QTY= 1 TOTAL= 1 Fir — Fij 1' 4- --j BC2 J Rv- 10U# U=2&M VVI6' SEAT PLATE REOUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'87 SEQ = 30624 REV. 7.02.0527.10 SCALE=0.3262 EH1 AS, TC LL 20.Opsf REF ENNETHH. P,E, 134 FALCONBRIDGE'pLAGE TC DL 10.0pSf I DATE 06-01-2005 I j THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i BC DL 1 O.OpSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC ILL O.Opsf JUL 1 9 z005 ,` FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 240400 ; WARNINGS. DUR. FAC. 1.25 MOUNT DOP FL,32757 SPACING 24.0" TYPE hips FL RE .16 243 Job-(RDVRML30) /Rod Vermillio /Metro / B2 iTop chord 2x4 SP #1Botchord2x4SP #1 Webs 2x4 SP 03 Deflection meets L/860 live and U240 total load. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 ft mean hgt, ASCE 7-98. CLOSED bldg. not located within 4.50 ft from roof edge. CAT 11, EXP B, wild TC iDL=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. l I TCI + TC2 TC3 TC4 9' T --ram 1'e' Ilya' 1'10'11 4'1'2 X I'8' —-- 4'11'2 58'14 —-1 4X4 4X5(R) 4X4 12 v Ws 3X4 3X4 W2 n W4 'v 1) W1 3X4(AI) 8' 3XI0 5X8 818'14 4'8'4 BC1 Rv=968N =2490 H=Simpson HUS28 w/(4) tad, 0.162 x2.S' nails in Thus w/(14) 16d, 0 162'x2 5' nails In Girder Girder is (2) I.50x 5 50 SP SolidSewn Sc B2 7 I PL -WAVE F+BC/TPI1 24W 21W QTY= 1 TOTAL= 1 110'32 IV _-I BC2 I Rv--1064# U-2830 W=8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30619 REV. 7.02.0527.10 SCALE=0.3262 IVEI METH--. `EP i TC LL 20.Opsf REF yG E i TC DL 10.0pSf DATE 06-01-2005 I QG I C THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.0psf DRWG v1 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND 1 TOT.LD. 40.Opsf O/A LEN. 240400 ! n pUQ WARNINGS. DUR.FAC. 1.25 YIUUIY I F(. T SPACING 24.0" TYPE spec i Job:(RDVRML30) /Rod Vermillio /Metro / B3 Top chord 2x4 SP #1 Bot chord 2x6 SP 01 :BC2 2x4 SP #1: Webs 2x4 SP #3 SPECIAL LOADS LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 25.67 BC - From 20 PLF at 0.00 to 20 PLF at 24.33 BC - From 4 PLF at 24.33 to 4 PLF at 25.67 BC - 1561 LB Conc. Load at 3.06 Deflection meets U360 live and U240 total load TC1 TC2 TC3 — T 3' 3'8' — 4'6'4 2'5'12 --}-- 3' 31• — i 24'4' i z4 4- I-- 3'0•12 rsev BC1 Rr-2345# U=9160 H=Simpson HGUS26-2 w/(4) led, 0 1621Q.5' nails in Truss w/(20) led. 0 182Y2.5' nails in Girder Girder Is (2) 1 50x 5.50 SP SolidSawn 1 DESC.= B3 PLXTt;RRffpH"MrP E,_1=BC/TPI199! q34 FALCONiRIBCE PZACF JUL 19 2005; MOUNT OORA, L 32T37 nL RF-a la242 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 ff 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. 2Y3. 4 OTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC4 1Ir8• — 4' l1.2 5'8.14 — BC2 10' 3.2 1' 4' —t Rv-- 1248# U=4350 W-E SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"3 SEQ = 30614 REV. 7.02.0527.10 SCALE=0.3262 TC LL 20.Opsf I REF { TC DL 10.Opsf I DATE 06-01-2005 BC DL 10.Opsf DRWG i I BC LL O.Opsf I I 1 TOT.LD. 40.Opsf O/A LEN. 240400 DUR. FAC. 1.25 i SPACING 24.0" TYPE Spec Job.(RDVRML30) /Rod Verrnillio /Metro / C1 1 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) j 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 i I 4 PLF at 21.21 to 4 PLF at 22.54 5719 6'10"15 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9 88 R 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. Deflection meets L/360live and 1-/240 total load. TC1 TC2 10'6'e We' — 4'11'2 4'11'2 BC1 Rv-11390 =393# H=Simpson HUS28 w/(8) 10d Common, 0.148 x3.o' trails in Truss wl(14) 10d Common, 0.148X3.0' nails in Girder Girder Is (1) 1.50x 5 50 SP SoedSawn 2178 8'6'13 8'11.11 21'2.8 SB' 14 - BC2 -' Rr--12340 U=4260 W-8' SEAT PLATE REOUIRED 1.4. —1 RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 LE' FT JIG = 11'2 13 30660 j DESC. = C1 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 3 TOTAL= 3 REV. 7.02.0527.10 SEQ SCALE0.3714 NitH H ,tN TC LL 20.Opsf REF I GA 7 S 034 FALCONDAINE TC DL 10.0pSf DATE 06-01-2005 i PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i IBC DL 10.0pSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 j BC ILL O.Opsf A JUL1.9 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.OpSf O/A LEN. 210208 WARNINGS. DUR. FAC. 1.25 ROUNTOORA, F` 32757- SPACING 24.0" TYPE comn Job (RDVRML30) /Rod Verrnillio [Metro / C2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED btdg, not located within 4.50 It from roof edge, CAT II, EXP B. wlnd TC i Bot chord 2x4 SP 81 DL=5.0 psf, wind BC DL=5.0 psf. t I Webs 2x4 SP 03 Deflection meets L/360 live and L/240 total load. SPECIAL LOADS LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 22.54 t 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 I BC - From 4 PLF at 21.21 to 4 PLF at 22.54 TCt TC2 57B + 4'1n + 4'11-2 68.14 - 4X4 12 4 v 3X4 3X4 W3 4 v W1 3X4(Al) FiHl u B' 3X4 5X6 z1z•e Ft 6'10"15 + 6'6.13 O'71'11 Rw-1142N U=394f W=6'8 SEAT PLATE REQUIRED PLF 'JIG = 11.2.13 I DESC. = C2 PLT. TYP.-WAVE ril Ne i H m. ENL.ER,S, Pj 034 r'ALCONehigdt h1bl JUL 1 9'•2009 , ' i MOUNT DORA, FL 32757 I:L-REGA 8243 BC1 FBC/TPI1 n'rV- 1 TnTAl = 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BC2 _I Rv--1231N U=425N W-8- 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 REF TC DL 1 O.Opsf DATE 06-01-2005 t BC DL 10.0PSf DRWG BC LL O.Opsf i TOT.LD. 40.Opsf O/A LEN. 210208 i DUR.FAC. 1.25 i SPACING 24.0" TYPE comp Job (RDVRML30) /Rod Vermillio /Metro / C3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 SPECIAL LOADS LUMBER DUR.FAC.=1.25 PLATE DUR.FAC.=1.25) TC - From 60 PLF at -1.33 to 60 PLF at 22.67 BC - From 4 PLF at -1.33 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 0.81 BC - From 50 PLF at 0 81 to 50 PLF at 20.52 BC - From 20 PLF at 20.52 to 20 PLF at 21.33 BC - From 4 PLF at 21.33 to 4 PLF at 22.67 0 b 3X4 Tt5 TC1 — lair Imo- S8'14 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.8811 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. Defection meets 1-/360 live and U240 total load. 4'l 1.2 " i 4'11'2 lair TC2 S8r14 —+{ 4A4 12 4 3X4 3X4 W3 4 v W1 Al) 3X4(Al) 8' SX6 3X4 21'4' 611't1 61'13 611.11 1'4• 21'4' - 1'4' act Rv--1234# U=42 W-8' SEAT PLATE REQUIRED I I EFT RAKE :1 1 LEFT JIG = 11'4"4 DESC. = C3 PLT. TYP.-WAVE FBC/TPI1995(S' 6034 FALCONRA160t PLACE i JUL 19 2005 MOUNT DORA, FL 32757 FL-REGA8243 =- BC2 1 Rv--1234# U=424# W-111- SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30650 QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SCALE=0.3488 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf I REF TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.OPSf DRWG I BC LL 0.0psf j TOT.LD. 40.Opsf O/A LEN. 210400 DUR.FAC. 1.25 SPACING 24.0" TYPE comn Job,(RDVRML30) /Rod Vennillio [Metro / C4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 120 mph wind, 9.61 ft mean hgt. ASCE 7-98 CLOSED bldg. not located within 4.501t from roof edge. CAT 11, EXP B, wind TC 1 Bot chord 2x4 SP 01 DL=5.0 psf, wind BC DL=5.0 psf. Webs 2x4 SP #3 Deflection meets L/360 live and U240 total load. i I I I i N I i n I i 3X4 I ns I I RT JIGE9'T 2 DESC. = C4 TC1 + TC2 B -{- 34' -}- - 4'10'14 4'1'2 3'4- 4'1'2 9 TC3 4'10'14 { 4X4 4X8 12 4 W2 3X43X1 W4 W1 Al) 3X4(Al) 8' SXB 3X4 BC1 Rv--9398 U=251. W-8' SEAT PLATE REQUIRED 6034 FALCONOIDOE-PLACE JUL 1'9 2005 ' MOUNT DORA,.FL 32757 FL.-REG 1$243 FBC/TPI1 21W 3r4 E'7'2 2T4' BC2 _ I Rv-939M U=2510 W-8' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 972 SEQ = 30645 QTY= 1 TOTAL= 1 REV. 7.02.0527.10 SCALE=0.3488 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf i TOT.LD. 40.0psf O/A LEN. 210400 DUR.FAC. 1.25 I SPACING 24.0" TYPE hips Joh'fRDVRML301 /Rod Veunillio /Metro / C5 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Left side jacks have 7-0-0 setback with 0-0-0 cant and 14-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-" overhang. Right side jacks have 7-" setback with 0.04) cant and 1-4-0 overhang. THIS DVJG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 It mean hgt. ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, vend BC DL=5.0 psf. 1 hip supports 7-041 jacks with no webs. Deflection meets 1-/360 live and L/240 total load. TC1 TC2 1' TC3 J T T4• .}. - - — T 3'10'14 3'1'2 3'8' ' i 3'6' 3'1'2 T10'14 SX8 3X4 5X8 Tn 12 LL 4 p 3X4 W2 W4 3X4 W3 W6 n W1 B1) 3X10(B1) 8' 3X4 H5612 7X4 F— 1'4• 67' T act Rv--17540 U=61 # W-8' SEAT PLATE REQUIRED I i E RAKE = 4 1 EFT JIG = 7'S"14 DESC. = C5 PLT. TYP.-WAVE FBC/TPI1995(STD) eNNETH H. EHLEK"RE, 034 ALCONBIAIDGE P CE 21'4' 21'4' T4' o.. QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED 1 PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 1JUL 9 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT DO% FL 32757 I 67' BC2 _ I Rv-1754# U=8170 W-B' SEAT PLATE REQUIRED RIGHT RAKE = 1'4"14 RIGHT JIG = 7'5"14 SEQ = 30641 REV. 7.02.0527.10 SCALE=0.3488 TC LL 20.Opsf TC DL 10.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 40.Opsf DUR.FAC. 1.25 j SPACING 24.0" REF I DATE 06-01-2005 DRWG j O/A LEN. 210400 TYPE Job (RDVRML30) /Rod Vennitlio Metro / D1 1 Top chord 2x4 SP #i I Bot chord 2x4 SP N1 Webs 2x4 SP 03 I i 1 I} I TC1 3'8' 3'8' i THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.77 0 mean hgl. ASCE 7-98, CLOSED bldg, not located within 4.50 9 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. IF 4'14 3'12 108 T- i BC1 _ Rv--33t f U=1BW W=3'8 FTE LEFT JIG = 3'911 ' DESC. = D1 FBC/TPi1995(STD) QTY= 1 TOTAL= 1 W', i034 PALCONBMINF. PtXr THIS DRAWING SHOULD BE APPROVED BY A REGISTERED tJUL1 g 20U5 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT 00%,FL 32757 FL-REG.A824:' TC2 3W 3'B' B' T 12 - 4'14-'1 J Rv=-3380 U=1800 W=3'8 RIGHT RAKE = 11"1 RIGHT JIG = 3'9"11 SEQ = 30709 REV. 7.02.0527.10 SCALE=0.9568 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06 01-2005 i BC DL 10.0psf DRWG I BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 7 DUR.FAC. 1.25 I SPACING 24.0" TYPE Comn I Job:(RDVRML30) /Rod Venn,llio /Metro! D2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 ft mean hgt. ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT It, EXP B, wind TC DL=5.0 pst, Bot chord 2x4 SP #1 wind BC DL=5.0 psf. I Webs 2x4 SP 83 I B1 hip supports 3-0-0 jacks with no webs. Left side jacks have 3-0-0 setback with 0-" cant and 14-0 overhang. End jacks have 3-0-0 setback with 0-0-0 cant and i 14-0 overhang. Right side jacks have 3-0-0 setback with 0-4-0 cant and 1-4-0 overhang. Deflection meets L/360 live and U240 total load I TC1 -- TC2 TC3 3, + 1' 3' 4X4 4• 1 6'4' ' 4' 4.14 2'8'14 + 8'8 Y8'14 "1" 4 14 Tf. 1-4- 3- 1. 3' lob BC1 Rv--468 U=2364 W=3'8 Rv=468a W2360 Nh3'8 I 4?t„e. LEFT JIG = 3'3"6 I ,• ii ll; rY ' 034 ALCOHBpiDa:pCr JUL 1 9" 2005 M0UNT00F1 ,FL 32757 FL REG.18241 8' F8C/TPI1995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 RIGHT RAKE = 1'4"14 ; RIGHT JIG = 3'3"6 itSEQ = 30712 SCALE=0.8661 j I TC LL 20.Opsf REF j TC DL 10.Opsf I DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.OpSf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 IBC LL O.Opsf FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i I TOT.LD. 40.Opsf O/A LEN. 7 WARNINGS. I DUR.FAC. 1.25 SPACING 24.0" TYPE hips j Job:(RDVRML30) [Rod Vermillio /Metro / E1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 2 Complete Trusses Required Bot chord 2x6 SP #1 Webs 2x4 SP #3 SPECIAL LOADS NAILING SCHEDULE: (10d_box nails) i i (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TOP CHORD: 1 ROW 1Y o. TC - From 60 PLF at 0.00 to 60 PLF at 7.00 BOT CHORD: 2 ROWS 1 6' o.c. (EACH ROW) , WEBS • 1 ROW IN 4' o.c BC - From 20 PLF at 0.00 to 20 PLF at 7.00USE t BC - 2345 LB Conc. Load at 1.46 WEACH UROW TO AVOID SPLITTING.AND STAGGER NAILS BC - 968 LB Conc. Load at 3.40, 5.40 120 mph wind, 15.00 If mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 fl from roof edge, CAT II, EXP B, wind TC I H - recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require DL=5.0 psf, wind BC DL=5.0 psf. different connections than indicated. Refer to manufacturer publication for additional information. I Right end vertical not exposed to wind pressure. TC1 ^ AGGWA W-11 I03601t90 and 6240 total loatl =I 4710 I 2'8'10 11518 i1'11'4 7 1T4 vas. sw 3x4 Rv=-- 29 1# U=10830 W-r BC7 Rv- 1860# U=586# H=Simpson HHUS29.2 w/( 6) 10d Common, 0 148Y3.0' nails in Truss SEAT PLATE REQUIRED w/(14) 10d Common, 0.148 x3 0' nails in Girder Girder is (2) 1.50x 5.50 SP SohdSawn PE1__ 1_IG = 7' '14 DESC. = E1 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.02.0527.10 RIGHT JIG = 7'0"1 SEQ = 30637 SCALE= 1.0251 TC LL 20.Opsf it REF i AENNETH H. EHL_ERS; P.E. I I TC DL 10.Opsf I DATE 06-01-2005 034 FALC0NOv"IE P;ACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf j DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 i BC LL O.Opsf I FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND JUL 1 ;/ 2005 I TOT.LD. 40.OpSf I O/ A LEN. 7 , WARNINGS. DUR. FAC. 1.25 MOUNTOOAA, A.32T57 SPACING 24.0" TYPE mono FL. REG.18243 Job.(RDVRML30) /Rod Vermillio /Metro / E2 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 Bot chord 2x6 SP #1 Webs 2x4 SP 93 THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE. OPPOSITE SIDE SUPPORTS 3-0-0 JACKS. JACKS HAVE NO WEBS. I I 1 I i I I iRJ=1701r1 U=7650 W=8' i SEAT PLATE REQUIRED i DESC. = E2 PLT. TYP.-WAVE ' FBC/TPI1 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 L/360 live and L240 total load. TC1 TC2 3' 4• . 3' 310 78 +I 5X8(R) 3X4 BC1 Rv=15610 U 98# H=Simpson HUS28 wile) 10d Common, 0 148S3 0' nits in Tens wf(14) 10d Common, 0.148Sf3 Cr nalls In Girder Guder is (1) 1.50x 5.50 SP SohdSewn QTY= 1 TOTAL= 1 p fFALC0ka, p THIS DRAWING SHOULD BE APPROVED BY A REGISTEREDGE I LACE7 PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS ANDJUL19 ; 2005' WARNINGS. MOUNTDOP FL-32757 FL. REG.18243 RIGHT JIG = 4'2"9 SEQ = 30588 REV. 7.02.0527.10 SCALE=1.1960 TC LL 20.Opsf TC DL 10.0pSf j BC DL 10.0psf BC LL 0.0psf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" B. REF I DATE 06-01-2005 DRWG 1 i i O/A LEN. 7 TYPE hipm ' Job•(RDVRML30) /Rod Verrnillio /Metro / E.17 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 j i I i I I I I X4(At) I I NI I 1-4. 1 I FT RAKE = '4"14, LEFT JIG = 7'5"14 DESC. = EJ7 j PLT. TYP.-WAVE ' FBC/TPI1995(STD) QTY= 18 TOTAL= 18 AENNETN N. EHO% p E, 03417ALC0IV9rjjb' PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 JUL 1 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND g, !2005 1 WARNINGS. MOUNT OOAA, FL 32757 FL. REG.18243 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 it from roof edge, CAT 11, EXP B. wind TC DL=5.0 psf, wind BC DL=5 0 psf. Deflection meets 1-1360 live and L/240 total load. j TCt — r+ NAILED 0'4"4 B. 4.14 87.2 T Rw-7 BCt U=lW# W=8' Rv--740 U=186.0 NAILED SEAT PLATE REQUIRED RIGHT JIG = 8'4" SEQ = 30678 REV. 7.02.0527.10 SCALE=1.0047 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.0pSf DUR.FAC. 1.25 REF DATE 06-01-2005 DRWG I O/A LEN. 7 SPACING 24.0" 1 TYPE ejack Job (RDVRML30) /Rod Vermilho /Metro / EJ7CI Top chord 2x4 SP #1 Bot chord 2x4 SP #1 I I I THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S 120 mph wind, 9.27 R 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/360live and U240 total load. TC1 - -46p# NAILED 10'4"4 8' F•`-I 67'2 if.. ,.,, I BC, Rv--73# U-186.0 NAILEDRr-392# U=180# VOW j il! FKES4-"14 i LEFT JIG = 'i'5"14 RIGHT JIG = 8'4" ) DESC. = EJ7C1 PLT. TYP.-WAVE• FBC/TPi1995(STD) QTY= 4 TOTAL= 4 REV. 7.02.0527.10 SEQ = 30697 SCALE=1.0047 I l TC LL TC DL 20.Opsf 10.0psf REF DATE 06-01-2005 134 FA LIC aRia-. A REGISTEREDpgGETHISDRAWINGSHOULDBEAPPROVEDBY i BC DL 10.0psf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC LL O.Opsf JUL I..9 2GO5 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TOT.LD. 40.OpSf O/A LEN. 7 WARNINGS. DUR.FAC. 1.25 MOUNT OOAA, FL 32757 SPACING 24.0° TYPE ejack FL—REG.1824g3 - Job:(RDVRML30) /Rod Vermillio /Metro / E.13 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 8.61 it mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in root, CAT II, EXP B. wind TC DL=5.0 ps1, ) Bot chord 2x4 SP #1 wind BC DL=5.0 ps1. 3x4(A,) T_ N n 1 1 kEJIG = 3'3"6 DESC. = EJ3 PLT. TYP.-WAVE FBC/TPI1 Rv=53N U=IWN NAILED TC1 Rw248N U=18" W=,8' Rr-2b U=180N NAILED SEAT PLATE REQUIRED QTY= 2 TOTAL= 2 RIGHT JIG = 4'4" SEQ = 30681 REV. 7.02.0527.10 SCALE=1.9321 3'0"4 eTCKpNNETHN. EH+uR LL 20.Opsf i REF Pyk, TC DL 1 O.Opsf DATE 06-01-2005 1034 PALCONBAIIOOE'oLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG ! PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 1 BC LL O.Opsf I JUL^ FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS ANDU19. y5 I TOT.LD. 40.Opsf I O/A LEN. 3 j WARNINGS. DUR. FAC. 1.25 MQVNIt 0Q L 32757 I SPACING 24.0" TYPE ejack FL. REG.18243 Job:(RDVRML30) /Rod Vennillio /Metro / EJ3C THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 91 120 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, BoI chord 2x4 SP #1 wind BC DL=5.0 psf. Rr-38# U=180# NAILED TC1 f — 4- 1 4'14 I272 31'4" Rw287# U=IWX W-3'8 act t Rw-20# U=1809 NAILED ` 1 E RAKE - 1 I LEFT JIG = 3'3"6 RIGHT JIG = 4'4" SEQ = 30718 DESC. = EJ3C , ` i PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SCALE=1.9321 i KENNETH TC LL 20.Opsf REF H-: ENLER-aj P.t. I I TC DL 1 O.OpSf DATE 06-01-2005 5034 FALCONBRIDGE R,`ACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 O.Opsf DRWG r PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 L 0 Opsf i JUL 1.9 2005 } MOUNTDOflA,FI 32 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BCL TOT.LD. 40.Opsf i O/A LEN. 3 DUR.FAC. 1.25 I SPACING 24.0" : TYPE ejack Rod Vermilho /Metro / BJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SIP 81 1 Bot chord 2x4 SIP K1 I i I i I I N 3X4(A1) T 1 I LE = LEFT JIG = 5'4"10 1 DESC. = B.;5 PLT. TYP.-WAVE 120 mph wind, 8 94 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT If, EXP B. wind TC DL=5.0 psf, wind BC DL=5.0 pst. Deflection meets 1-/360 live and L/240 total load. TCt Rv--1220 U=lp# NAILED 4.14 1 4'7.2 B'8"4 s' r4• s --- BC1 Rw-315M U-180# W=9• Rv--4 L"U=1 NAILED SEAT PLATE REQUIRED C NNE'fNN..EHLERS;P.Et 034 FALCON6416 MACE JUL 1.9 20U5 MOUNT DORA; FL• 37757 FL-REG.A824.3. FBC(TPI 1 QTY= 8 TOTAL= 8 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. RIGHT JIG = 6'4" SEQ = 30684 REV. 7.02.0527.10 SCALE=1.3219 TC LL 20.OpSf REF TC DL 10.0PSf DATE 06-01-2005 BC DL 10.OPSf DRWG i i BC LL O.OPSf j TOT.LD. 40.OPSf O/A LEN. 5 DUR.FAC. 1.25 SPACING 24.0" TYPE jack Job:(RDVRML30) [Rod Vermillio /Metro I BJ5C1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 I 1 I It 3X,(A,) T 1 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 4.50It 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 U24D total load. TC1 Rv=-120k U=1 Q# NAILED 8"4 8' 7 - act Rv=-3 B# U-18D# W=,- Rr-,a# U-1 NAILED I AKE = 1'4" i LEFT JIG = 5'410 DESC.= BJ5C1 I PLT. TYP.-WAVE FBC/TPI1995(; QTY= 2 TOTAL= 2 KENNETH K ENLER41'P,E, V34 FALCONOq PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED rj' !R r PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 JUL 1 ,9 ZOQS FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT DORA. F132 V RIGHT JIG = 6'4" SEQ = 30701 REV. 7.02.0527.10 SCALE=1.3219 TC LL 20.Opsf iTC DL 10.Opsf 1 BC DL 10.0psf BC LL O.Opsf TOT. LD. 40.Opsf DUR. FAC. 1.25 SPACING 24.0" REF DRWG I 1 O/A LEN. 5 i TYPE jack FL. REG.18243 Job (RDVRML30) /Rod Verrnillio Metro / BJ3 Top chord 2x4 SP #1 Bot chord 2x4 SP #t 1 I I i 1 I I I 3x4(A1) T N 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 R 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. Rw-53i U-180# NAILED TC1 1.4. 3 BC7 1 Rw248# U=180# W=8' Rw-24# U=180# NAILED SEAT PLATE REQUIRED M"4 B' I i I f I KE = 4 RIGHT JIG = 4'4" EFT JIG = 3'3"6 SEQ = 30687 DESC. = BJ3 PLT. TYP.-WAVE • 2 FBC/TPI1995(STD) QTY= 8 TOTAL= 8 REV. 7.02.0527.10 SCALE=1.9320 KERN€TW H. CNLEAS P,L+ i TC LL 20.Opsf i REF 06-01-2005TCDL10.Opsf DATE J34 FALCONBRIDGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 10.Opsf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 i BC LL O.Opsf JUL '1 9 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND I TOT.LD. 40.Opsf O/A LEN. 3 WARNINGS. I I DUR.FAC. 1.25 MOUNT DORk FL 32757 1 SPACING 24.0" TYPE jack B—DC/ 1Q7A7 Job.(RDVRML30) /Rod Vermillio /Metro / BJ3C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2X4 SP #1 120 mph wind, 8.61 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere In roof, CAT It. EXP B, wind TC DL=5.0 psf, i Bot chord 2X4 SP #1 wind BC DL=5.0 psf, iI I I I Rv=50# U=1800 NAILED TC1 _ I I i I 9'0"4 i I I LEFT RAKE = 1'4"14 LEFT JIG = 37"15 DESC. = BJ3C1 PLT. TYP.-WAVE 4.14 77'2 - - - 1'4• 3' BC7 _I Rv=-252# U=1801 W&4• Rv=-230 U=180N NAILED QTY= 2 TOTAL= 2 RIGHT JIG = 4'4" SEQ = 30704 REV. 7.02.0527.10 SCALE=1.9320 B' KENNETH TC LL 20.Opsf REF H. EHLERS, P.E. TC DL 10.Opsf i DATE 06-01-2005 6054 FALCOI RAME.f)LACF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I BC DL 10.Opsf DRWG i PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 ! BC O.. Ops I FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS ANDJUL, 1 9 20t75 L C TOT.LD. 40.OpSf O/A LEN. 3 WARNINGS. DURYA.2510" MOUNT DORM, FL 32757 SPACING SPACING 24.0" 1 TYPE jack I Job (RDVRML30) /Rod Vermillio /Metro / BJ1 THIS DING PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP Itt I Bot chord 2x4 SP kt TC1 120 mph wind. 8.27It mean hgt. ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT li, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf uc rILgVC THIS DRAWING SHOULD BE APPROVED BY A REGISTERED i :'BC OIL 10.Opsf ' DRWG JUL 1• PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 BC LL O.Opsf2005FORGENERALNOTES,IMPORTANT SPECIFICATIONS AND t I TOT.LD. 40.Opsf O/A LEN. 1 WARNINGS. MOUNT DORAI DUR.FAC. 1.25 FL327.57 FL. REG.-18243 SPACING 24.0" ' TYPE jack I Job (RDVRML30) /Rod Vermillio /Metro / BJ1C 1 Top chord 2x4 SP #1Botchord2x4SP #1 Tct THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 JUL 1 '9- 2005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT OORA, FL ,.32757 FL -RE G.18243 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.27 R 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. I BC DL 10.Opsf ; DRWG BC LL O.Opsf ' TOT.LD. 40.Opsf ; O/A LEN. 1 DUR.FAC. 1.25 SPACING 24.0" TYPE jack Job (RDVRML30) [Rod Vermillio /Metro / BJ1C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT I Top chord 2x4 SP 01 120 mph wind, 8.27 it mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere In roof, CAT II, EXP B, wind TC DL=5.0 psf, Bol chord 2x4 SP 81 wind BC DL=5.0 psf. TC1 I- 4"11 i7"2 r BC7 Rw2560 U-1820 Ur-4" I I e--- MKE = 1'4-''i4 . LEFT JIG = '1'2•'6 DESC. = BJ1C1 i PLT. TYP.-WAVE AP-NNETH H. ENLERS, RE,' 34 FALCONORIbOt PLACE JUL 19 2005. MOUNT DORA, FL, 32757 FL—REG.A8243 QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE All00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 8'4"4 8' Rr--7M U=1800 NAILED Rv=-92M U-180N NAILED REV. 7.02.0527.10 RIGHT JIG = 2'41 SEQ = 30707 SCALE=3.3790 TC LL 20.Opsf REF j TC DL 10.Opsf DATE 06-01-2005 BC DL 1 O.Opsf DRWG I BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 1 i DUR.FAC. 1.25 j SPACING 24.0" TYPE jack Job (RDVRML30) /Rod Vermillio /Metro / CJ7 Top chord 2x4 SP Al Bot chord 2x4 SP 81 Webs 2x4 SP N3 Deflection meets L/360 live and L/240 total load 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 bidg, Located anywhere In roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Hipjack supports 6-11-8 setback jacks with no webs. 55'12 414*5 r-231# U=1l NAILED 10'4"3 B. 6'11 i 6'9'12 6.10 — 1 I 1'10'10 I- I e'10'1 U=Iadig NAILED II Rw-1 U=2178 VV=10'9 actR"Wo SEAT PLATE REQUIRED i IIIII i iI 1 EPEFT-71kGK074 "4 10'24 I DESC.= CJ7 RIGHT JIG = 11'8"11 SEQ = 30671 PLT. TYP.-WAVE FBC/TP11995(STD) QTY= 4 TOTAL= 4 REV. 7.02.0527.10 SCALE=0.7142 KENNETH H. ENLERS;P,9 i 034 TICDL 10.0psf DATE 06-01-2005 , FALCONARINE PLAdF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED I IBC DL 1 O.OpSf DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 + BC LL O.Opsf iJUL192005 ' FOR GENERAL NOTES,IMPORTANTSPEClFICATIONS AND I I I WARNINGS. TOT.LD. 40.0pSf O/A LEN. 91001 MOUNTDORA, FL 32767 DUR.FAC. 1.25 iSPACING24.0" TYPE hipJack FL. REG.18243 Rod Vermillio /Metro / CJ7C1 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 01 Bot chord 2x4 SP #1 Webs 2x4 SP #3 I Sub -fascia beam assumptions: 4-" sub -fascia beam on the 0-1-8 cantilever side. 4.4-0 sub4ascla beam on the 0-141 I cantilever side. 1 Deflection meets L/360 live and L/240 total load. I 5L 120 mph wind, 15.00 it mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. The following trusses need concentrated loads at the end of their overhangs: 3-0-0 span/setback member on the 0-1-8 cant side requires 26 Ibs and the 3-0-0 span/setback member on the 0-1-8 cant side requires 26 lbs. Hipjack supports 6-11-8 setback jacks with 0-1-8 cantilever one face; 0.1.8 cantilever opposite face TC1 11'8'11 5'5'12 qy'g r- NAILED 6-10 I 1'10•10 { 10•1 BC7 Rv=4260 =2190 W-5'11 Rv-3430 U=1806 NAILED VAfTNAKE = 1'1',"4 LEFT JIG = 10'2"4 DESC. = CJ7C1' PLT. TYP.-WAVE F©CITPI1 KENNETH H. EHa ERS, RE wA Pl1 QTY= 1 TOTAL= 1 t .CNRRibGE PLACE THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS ANDJUL" 19 200 WARNINGS. 10'4"3 B. RIGHT JIG = 11'8"11 SEQ = 30694 REV. 7.02.0527.10 SCALE=0.7142 TC LL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 I BC DL 10.0psf I DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 91001 I DUR.FAC. 1.25 SPACING 24.0" i TYPE hip iack FL. REG.18243 Job (RDVRML30) /Rod Vermillo [Metro / CJ3 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Defection meets L/360 live and L/240 total load. sw N T 1 3X4(A1) 1'10'10 LEFT RAKE = I'll 'A LEFT JIG = 4'4"9 DESC. = CJ3 . LPLT. TYP.-WAVE FBC/TPI1 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 II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Hipjack supports 2-11-8 setback jacks with no webs. TC1 8'0'13 Rw45# U=1¢o# NAILED 2.63 p 6*11 Rv-1E70 U=150# W=1I79 SEAT PLATE REQUIRED OTY= 1 TOTAL= 1 4'29 BC1 3'7'7 9'0"3 N m 8' Rv-16# U=160# NAILED RIGHT JIG = 6'0"13 SEO = 30674 REV. 7.02.0527.10 SCALE=1.3802 i KENNETH H. EHLERS, P.E. TC LL 20.Opsf REF 8034 FALCONBRIDGE PLACE TC DL 10.Opsf DATE 06-01-2005 f THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 BC DL 10.Opsf DRWG JUL 1 4 Z005 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND i BC LL i O.Opsf 40.OpsfWARNINGS. TOT.LD. O/A LEN. 40203 I MOUNT DO% FL W57 DUR.FAC. 1.25 FL REG.-1S243 SPACING 24.0" TYPE hip Jack ! Job.(RDVRML30) /Rod Vermlllio /Metro / CJ3C THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 15.00 It mean hgt, ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf, Bot chord 2x4 SIP #1 wind BC DL=5.0 psf. 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 D-3-8 The following trusses need concentrated loads at the end of their overhangs. 2-11-8 span/setback member on the 0-3-8 cant l cantilever side. side requires 27 Ibs and the 2-11-8 span/setback member on the 0-3-8 cant side requires 27 Ibs. Hipjack supports 2-11-8 setback jacks with 0-M cantilever one face; 0 3 8 cantilever opposite face. I I I I I ; TC1 i I s. R!210 U=1()o# NAILED i I t i I 9'0" 3 I I 283 0 i3x4(A1) TI1n 1 i 1 I I i 4'15 L r Rv--213# U--100# W-4'15 I CEFTRAKE = 1'1 "4 1 LEFT JIG = 44"9 j nFsr = r 1-4r. - 6 IMF j 5034 FALCONAPIDOE RLACF JUL 19 2005 MOUNT DO% FL 32757 FL. REG., wo QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 37'7 4'2'3 BCt Rr--10# u=,L NAILED RIGHT JIG = 6'0"13 SEQ = 30715 REV. 7.02.0527.10 SCALE=1.3802 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf I TOT.LD. 40.Opsf j DUR.FAC. 1.25 I COA!`IAIf fw r1 8' REF DATE 06-01-2005 iDRWG O/A LEN. 40203 j I REVISION PERMIT # Q.S - .394-3 DATE PROJECT ADDRESS . //.'ZD u. a_S S-A CONTRACTOR ede- PHONE # -lf07- 7// FAX # 7-33 DESCRIPTION OF REVISION 67c.'Sc_ci u55 /Yaincc /i'ng UTILITY DEPT FIRE PREVENTION PLANNING BUILDING 1 Q TRUSSWAY, LTD 7 Build Right From The Start! v www. trussway com MANUFACTURING, SALES AND DESIGN LOCATIONS LOCATION AcWORTH GA OFFICE NUMBER 770) 975-5777 FAx NUMBER 770 975-3322 CHANDLER AZ 6O2 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) 622-311 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 512) 244,0573 NUMBER 512) 244-7363AUSTINTX 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 631) 363-0054 885o Trussway Blvd. Orlando, FL 32824 Phone: (407) 857-2777 Fax: (4o7) 851-7899 Operations Mgr. Jim Thomas Design Mgr. Rene Pena Sales Rep. FRANK RODRIGUEZ ROOF TRU83 ENGINEERING FOR: SANFORD HOUSING PROJECT SANFORD, FLORIDA BUILDING TYPES: B LDG 1-7 TRUSSWAY JOB NUMBER: 53107 TRANSMITTED TO: METRO DEVELOPMENT JOBSITE CONTACT: MR. GARYHUGGINS VERSION 1.01 - 06/24/03 1 Trussway, Ltd. Southeastern Division fp 1 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407) 857-7855 1 Project: Metro Development Sanford Housing City of Sanford, Florida, Seminole County Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Wind: 120 mph as per ASCE 7-98 & FBC2001, Truss design software: Mitek202O Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 Name, Address and License # of Structural Engineer of Record for the Building: Name: Kenneth H. Ehlers License # 18243 Address: 6034 Falconbridge Place, Mount Dora, FL 32757 This package includes truss design drawings with individual date of design. These trusses are listed below and on the attached spreadsheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec.2. This is in accordance with Rule 61G5-31.003, Section 5 of the Florida Board of Professional Engineers. R01-RG2, HR01-3, J01-J210A, V01-V2-4 Delegated Truss Design Engineer Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, PE / FL License Number # 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 March 10, 2006 Date TRUSSWAY, LTD. - ROOF SPREAD SHEET PROJECT: SANFORD HOUSING Job #: 53107 Builder: METRO DEVELOPMENT rev: City: SANFORD Notes: State: FL Plant: Orl Dwn By: Bc Chk By: Salesmen: ds Item Count: 40 Pitch Span Description BLDG 1 2 3 4 5 6 7 Total LVL 1 1 1 1 1 1 1 TYPE FCTR REV I I I I I I I 4.00 38-00-00 ROOF TRUSS R01 59.81 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R01A(-2F 56.08 2 2 2 2 2 2 2 14 4.00. 38-00-00 ROOF TRUSS R02 49.41 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R02A 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03A 47.84 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04 50.19 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04A 49.41 1 1 1 1 1 1 1 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 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 53107 / METRO DEV/ Sanford Housing / Bc 53107 HR01 ROOF TRUSS 1 1 Job Reference (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 II D 2.83 F12 2x3 C CS EV F B uu}} 1 A v E 4x6 = 3x4 = 5-11-14 9-9-5 5-11-14 3-9-7 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl 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 purtins, 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 = 0/18 Vert: F=O(F=30, B=30}to-D=-147(F=-43, 13=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 =-4701758 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 Il; 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 boulevardbearingplatecapableofwithstanding309lbupliftat8850Trussway joint E and 281 lb uplift at joint B. Orlando, FL. 32824 MAR 14 NTO Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 HR02 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 1-" 4-1-7 1-M 4.1-7 Scale = 1:9.8 C i i 3x3 = 2.83 12 r• 4-1-0 4-1-7 4-1-0 0-0-7 LOADING (psf) SPACING 2-M 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/ANS195 Matrix) Weight: 15lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 12 lb uplift at BOT CHORD 2 X 4 SYP No.2 joint C, 185 lb uplift at joint B and 42 lb uplift at joint D. 5) Beveled plate or shim required to provide full BRACING bearing surface with truss chord at joint(s) C. TOP CHORD 6) "Fix heels only" Member end fixity model was used Sheathed or 4-1-7 oc puriins. 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-M 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 = 0/18 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) BOT CHORD B-D = 0/0 NOTES (8-10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS intenor 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.0253892) 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 53107 / METRO DEV/ Sanford Housing / Bc 53107 HR03 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 1$$ i 3-11-5 1$$ 3-11-5 Scale = 1:9.5 C w 2.83 12 B E T1 B1 FX 3x3 = 3-11-5 3-115 LOADING (psf) SPACING 2-" 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 244/190 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/ANS195 Matrix) Weight: 15lb LUMBER 5) "Fix heels only' Member end fixity model was used TOP CHORD 2 X 4 SYP No.3 in the analysis and design of this truss. BOT CHORD 2 X 4 SYP No.3 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BRACING 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. Sheathed or 3-11-5 oc purlins. 8) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering Rigid ceiling directly applied or 10-" oc bracing. responsibility solely for the truss component design shown. REACTIONS (lb/size) 9) NOTE: Trusses are designed for an Enclosed C = 39/Mechanical building condition as per building designer, B = 192/0-11-5 assuming doors and windows are protected from D = 24/0-3-8 windbome debris impact as per Fla. Bldg. Code Max Horz 1606.1.4 B = 38(load case 3) Max Uplift LOAD CASE(S) C = 10(load case 4) Standard B =-130(load case 3) 1) Regular. Lumber Increase=1.25, Plate Max Grav Increase=1.25 C = 39(load case 1) Uniform Loads (plf) B = 192(load case 1) Vert: A-E=-60 D = 58(load case 2) Trapezoidal Loads (plf) Vert: E=-0(F=30, B=30}to-C=-59(F=0, B=0), FORCES (lb) 8=-2(F=9, B=9)-to-D=-20(F=0, B=0) Maximum Compression/Maximum Tension TOP CHORD A-E = 0/18 B-E = 0/18 B-C = -19/5 BOT CHORD B-D = 0/0 NOTES (7-9) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 1 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint IQBAL H.A. GAGAyN,, P.E. # 25389 C and 130 lb uplift at joint B. 8850 Tr dny Boulevard MAR DEV/ 153107 IJ01 (ROOF TRUSS Trussway, Orlando, FI 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/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 1-" 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 = 0/21 B-C = -27/19 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=1511; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 1 1 1 6.100 e CSI DEFL in (loc) Well L/d TC 0.23 Vert(LL) -0.00 B >999 240 BC 0.02 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a Matrix) 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 Inc. Scale = 1:41 PLATES GRIP MT20 244/190 Weight: 5 lb L IQBAL H.A. GAGAN, P.E. # 25389 8850 Trussway Boulevard Orlando, FL. 32824 MAR 14 Mb Job Truss Trues Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J03 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, A 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 1-2 8 3-0-0 C 1-2-8 3-0-0 1:.2 4.00 12 B T1 B1 A' 3x3 = D 3-0-0 3-0-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(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 27 lb uplift at BOT CHORD 2 X 4 SYP No.3 joint C, 147 lb uplift at joint B and 28 lb uplift at joint D. 5) 'Fix heels only' Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 3-M oc purlins. 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 = 63/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 214/0-4-0 building condition as per building designer, D = 28/Mechanical assuming doors and windows are protected from Max Horz windbome debris impact as per Fla. Bldg. Code B = 61(load case 4) 1606.1.4 Max Uplift C =-27(load case 4) LOAD CASE(S) B =-147(load case 4) Standard D =-28(load case 4) Max Grav C = 63(load case 1) B = 214(load case 1) D = 55(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -35/16 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust), h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left j exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and 11r`J for MWFRS for reactions specified. IQBAL H.A. GAG P.E. # 5389 2) This truss has been designed for a 10.0 psf bottom 8850 Trussway boulevard chord live load nonconcurrent with any other live loads. Orlando, R. 32824 3) Refer to girder(s) for truss to truss connections. MAR 14 2095 Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 J05 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 Mi rek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 1-2-8 5-0-0 r 1-2-8 5-0-0 10.7 4.00 12 T1 B 81 D 3x3 = 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.10 B-D >564 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) 0.09 B-D >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 17lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 68 lb uplift at BOT CHORD 2 X 4 SYP No.2 joint C, 183 lb uplift at joint B and 47 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 5-0-0 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-M oc bracing. acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. C = 131/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 285/0-4-0 building condition as per building designer, D = 48/Mechanical assuming doors and windows are protected from Max Horz windbome debris impact as per Fla. Bldg. Code B = 86(load case 4) 1606.1.4 Max Uplift C =-68(load case 4) LOAD CASE(S) B =-183(load case 4) Standard D =-47(load case 4) Max Grav C = 131(load case 1) B = 285(load case 1) D = 95(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -51/34 BOT CHORD B-D = 010 NOTES (6-8) 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 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. IQBAL H.A. GAGAN P.E. # 255389 Orlando, FL. 32824 MAR 14 Z006 Job Truss Truss Type Qty 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 7-0-0 D spa 4.00 12 2x3 II C Ti W4 B 1 F E 2x3 11 3x3 = 7-" 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(TQ 0.24 E-F >327 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.01 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 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 Il; 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-M 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-M oc bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 3) Refer to girder(s) for truss to truss connections. D = 154/Mechanical 4) Provide mechanical connection (by others) of truss B = 367/0-8-0 to bearing plate capable of withstanding 92 lb uplift at E = 99/Mechanical joint D, 230 lb uplift at joint B and 73 lb uplift at joint E. Max Horz 5) "Fix heels only" Member end fixity model was used B = 112(load case 4) in the analysis and design of this truss. Max Uplift 6) NOTE: Refer to yellow bracing and/or T-1 sheet for D = 92(load case 4) more information. B = 230(load case 4) 7) NOTE: The seal on this drawing indicates E _ 73(load case 4) acceptance of professional engineering Max Grav responsibility solely for the truss component design D = 154(load case 1) shown. B = 367(load case 1) 8) NOTE: Trusses are designed for an Enclosed E = 112(load case 2) building condition as per building designer, assuming doors and windows are protected from FORCES (lb) windborne debris impact as per Fla. Bldg. Code Maximum Compression/Maximum Tension 1606.1.4 TOP CHORD A-B = 0/22 B-C = -61/0 LOAD CASE(S) C-D = -59/42 Standard BOT CHORD B-F = 0/0 E-F = 0/0 WEBS C-F = -71/43 IQBAL H.A. GAGAN P.F. # 25389 boulevard8850Trusswaj VfldrlvV, r"L. aco%y MAR 14 lout 153107 10 1 ROOF TRUSS 53107 / 1 1 1 ng 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 Cade FBC2001/ANSI95 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. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) C = 46/Mechanical B = 220/0-8-0 D = 25/Mechanical Max Horz B = 59(load case 4) Max Uplift C =-23(load case 5) B =-118(load case 4) 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 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 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. 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. 6.100 a Seo 17 2-10 2-10-8 CSI DEFL in (loc) I/defl TC 0.33 Vert(LL) -0.00 B-D >999 BC 0.10 Vert(TL) -0.00 B-D >999 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 23 lb uplift at joint C and 118 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 17:00:34 2005 Page 1 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 11 lb H.A. GA GAN P.E. # Q Tr ---I rlandOo, .32824 Job Truss Truss Type 53107 IJ210A I ROOF TRUSS 1 1 1 6.100 e LOADING (psf) SPACING 2-M CSI DEFL in loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 A-C 999 240 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) 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 puriins. 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(load case 1) C = 50(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -28/22 BOT CHORD A-C = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) 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 1 PLATES GRIP MT20 244/190 Weight: 9 lb Scale = 1:7 P.E. # 25389 MAR 14 Z006 goo Truss Truss Type Qty Ply 1531011 METRO DEV/ Sanford Housing / Bc 53107 R01 ROOF TRUSS 1 1 j A 6 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:59:37 2005 11-2-8 5-5-12 7-M 11-8-15 16-7-9 21-4-7 26-3-2 31-" 32-6-4 384)-0 39-2-8 1-2$ 5-5-12 1-6-4 4-8-15 4-10-10 4-8-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2-0 Scale = 1:67.7 2x4 11 4.00 12 6x7 = 3x7 = 3x10 M1120H = 2x4 \\ D E F G 3x9 = 3x6 = 3x5 = 6x7 = H I J K 2x4 4x6 = V U T S R Q P 0 4x7 = 4x5 = 45 = 5x6 = 6x12 = 6x8 = 5x6 = 45 = 45 = 7-M 11.8-15 16-7-9 16i 21-4-7 26-3-2 310-0 384)-0 7-" 4-8-15 4-10-10 0-0-7 4-8-7 4-10-10 4-8-15 7-0-0 J ! l0 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.17 O-P 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.26 O-P 967 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 M n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 210lb LUMBER TOP CHORD 2 X 4 SYP No.1 *Except* T1 2 X 4 SYP No.2, T1 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-1-2 oc puriins. 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 = 1438/0-8-0 B = 906/0-3-0 Max Horz B = 52(load case 6) Max Uplift S = 1730(load case 3) M = 681(load case 4) B = 453(load case 3) Max Grav S = 4146(load case 1) M = 1447(load case 8) B = 918(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/26 B-C 201 Y804 C-D 1816/753 D-E 448/190 E-F 1130/2819 F-G 1130/2819 G-H 1130/2819 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 T-U 116/448 S-T 116/448 Q-R 1161/300 P-Q 1161/3004 O-P 41191/309 M-O 1285/3262 R-S 2322/930 WEBS C-V 261/148 D-V 358/888 D-U 1346/555 E-U 269/821 E-S 3539/1457 G-S 670/335 H-S 4092/1712 H-R 442/1189 J-R 2311/936 J-P 61/371 K-P 120/83 K-O 328/823 L-O 181/116 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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. 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-" 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 (plo Vert: A-D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20 R-V=-04(F=-24), O-R=-44(F=-24), M-O=-20 Concentrated Loads (lb) Vert: V=-513(F) 0=-513(F) V- A. GAGAN. P.E. # MAR 14 Z006 J00 INss truss type ary Iply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R01A ROOF TRUSS 1 2 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:48 2005 Paoe 1 1 ry/ 6 11-2-8 7-M , 11-8-14 1 16-7-9 21-4-7 2632 31-M 38-M 39-2-8 1-2-8 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4$14 7-0-0 1-2-8 Scale = 1:67.7 4.00 12 6x7 = 3x5 = 3x5 = 3x6 = 2x4 II C D E F G 3x6 = 6x7 = H I 5x7 = S R Q P O N M L 46 = 2x4 II 5x12M1120H= 4x9 = 46 = 2x4 II 4x6 = 6x6 = 5x12 M1120H = 7-0-0 114W4 16-7-9 , 21-4-7 2632 31-0-0 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) I/defl 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 FBC20011ANS195 Matrix) Weight: 409 lb 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-" J = 2616/0-" Max Horz B = 52(load case 5) Max Uplift B = 939(load case 3) J = 700(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/26 B-C 9584/2413 C-D 13049/3383 D-E 15298/3957 E-F 13160/3359 F-G 13160/3359 G-H 13160/3359 H-1 10250/2600 1-J 6985/1695 J-K 0/26 BOT CHORD B-S 2237/8995 R-S 2232/8951 Q-R 3309/13049 P-Q 3309/13049 O-P 3882/15298 N-0 2493/10250 M-N 2493/10250 L-M 1520/6526 J-L 1517/6536 WEBS C-S 66/687 C-R 1218/4620 D-R 1747/627 D-P 656/2530 E-P 148/626 E-O 2424/675 G-O 259/121 WEBS H-O =-862/3262 H-M =-1699/518 I-M =-1095/4204 I-L = 0/256 NOTES (13-15) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 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-M 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 8), 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=S.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 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-M end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16.8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 13) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 15) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from 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-E=-125(F=-65), E-I=-60, 1-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 A MAP IAME 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 11-2-8 5-0-2 , 9-" 15-4-3 22-7-13 29-0-0 32-8-14 38-" 39-2-8 1-2-8 5-3-2 3-8-14 8-4-3 73-10 6-4-3 3-8-14 532 1-2-8 Scale = 1:68.0 3x5 = 4.00 F12 6x6 = 3x6 = 4x9 = 6x6 = D E F G H 2x4 T9 T1 2x4 C W \ W4 61 6 W Cn In B J K m ioC 4x5 = Q P O N M L 4x5 = 4x9 = 3x6 = 5x5 = 2x4 // 3x6 = 4x9 = 9-" 16-7-9 164-0 21-4-0 29-" 384)-0 9-0-0 7-7-9 0-0-7 4-8-0 741-0 9-" Plate Offsets X Y : D:0-2-7 Ed a H:0-2-7 Ed e LOADING(pso SPACING 2-0-0 CSI DEFL in floc) 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 WB 0.85 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code FBC2001/ANSI95 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 = 01527 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-O =-116/42 building condition as per building designer, BOT CHORD E-Q =-927/1129 E-0 =-1020r737 assuming doors and windows are protected from Rigid ceiling directly applied or 6-0-0 oc bracing. H-L = 0/195 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 O = 186810-3-8 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 11; Exp B = 59(load case 6) B; enclosed; MWFRS interior zone and C-C Interior(1) Max Uplift zone; cantilever left and right exposed ; porch left B =-393(load case 4) exposed; Lumber DOL=1.33 plate grip DOL=1.33. 0 =-697(load case 4) This truss is designed for C-C for members and forces J =-218(load case 5) and for MWFRS for reactions specified. Max Grav 3) Provide adequate drainage to prevent water B = 560(load case 8) ponding. O = 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-0 =-774/806 P-0 =-683/345 O-P =-683/345 N-0 = 0/573 M-N = 0/527 L-M = 0/527 J-L =-255/1375 IQBAL H.A. GAGAN P.E. # 253 9 8850 Trusswa boulevard nrinnrtn 19824 MAR 14 2005 Job Truss Truss Type Oty Ply 53107 / METRO DEV/ Sanford Hou 53107 1 R02A I ROOF TRUSS 1 1 1 way, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:49 2 11-2-8 53-2 1 9-0-0 15-4-3 22-7-13 29-0-0 32-8-14 38-0-0 i 1-23 53-2 3.8-14 6-4-3 73-10 6-4-3 3-8-14 5-3-2 4.00 12 3x5 = 6x6 = 6x6 = 3x10 M1120H = 4x9 = Scale = 1:67.91 D E F G H 2x4 T9 T.14 2x4 C 3 W 4 W5 I 6 W J f r) A B 0 4x7 = P O N M L K 47 = 49 = 5x12 M1120H WB = 5x12 M1120H WB = 49 = 3x5 = 2x4 // l 9-" 16-8-0 214-0 29-" 38-" 9-" 7-" 4-8-0 7-8-0 9-" IA 6 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Udell L/d 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' B22X4SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc puriins. 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 362213438 D-E 3351/3236 E- F 4581/4388 F-G 4581/4388 G- H 330613201 H-1 3573/3401 I- J 3856/3506 BOT CHORD B- P 3346/3704 O-P 4162/4534 N- 0 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 3AN. P.E. # 2538 M n to 1 A 7nnq Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R03 ROOF TRUSS 1 1 Job Reference (optional) 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 1 11-0-0 19-" 27-M 32-11-10 38-M 39-2-8 1-2-8 5-0-6 5-11-10 8-0-0 8-0-0 5-11-10 5-0.6 1-2-0 Scale = 1:68.0 4.00 12 6x7 3x5 = 3x6 = 6x7 D E F G 2x4 Z, 2x4 W3 W 1 vwl,11,3 H ,1 4 W In A B I J In IM 4x5 = P o O N M L K 4x5 = 3x5 = 3x6 = 5x5 = 3x5 = 3x6 = 3x5 = i 75-5 16-" 21 4 0 30-6-11 38-" 7-5-5 1 9-2-11 4-8-0 9-2-11 755 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.90 DEFL in (loc) Vdefl Ud Vert(LL) 0.34 N-P >587 240 PLATES GRIP MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.27 N-P >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 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 =-765n94 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 purfins. D-N =-1238/879 E-N =-1374/528 BOT CHORD E-M =-83/660 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 = 1979/0-4-0 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category If; Exp 1 = 72310-8-0 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 =-484f715 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-I =-1512/293 8) NOTE: The seal on this drawing indicates I-J = 0/22 acceptance of professional engineering BOT CHORD responsibility solely for the truss component design B-P =-765f794 0-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= -205/1388 assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GAGAN P.E. # 25389 1 v .uaawa CVulCvdru Orlando, .32824 MAD 1 C 7111rR 153107 1 R03A I ROOF TRUSS Qty Ply 153111 r ng 6.100 s Sep 17 ie 1 11-2-8 5-0-6 11-M 19-M 21- -4 27-M 32-11-10 38-0-0 1-2-8 54)-6 5-11-10 8-0-0 2-4-4 5-7-13 5-11-10 5-M Scale = 1:67.8 6x7 = 6x7 = 4.00 12 3x5 = 3x6 = D E F G 4x7 = O N M L K J 47 = 3x5 = 3x10 M1120H = 3x5 = 3x5 = 3x5 = 3x10 M1120H = 7-5-5 14-0-0 16-M 21-4-0 24-M 30-6-11 38-0-0 755 6-6-11 2-8-0 4-" 2-8-0 65-11 755 6 LOADING (psf) SPACING 24U-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.36 L-M >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.73 M-O >617 180 M1120H 187/143 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) Weight: 172lb LUMBER NOTES (8-10) TOP CHORD 2 X 4 SYP No.2 'Except' 1) Unbalanced roof live loads have been considered T2 2 X 4 SYP SS, T3 2 X 4 SYP SS 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 5-8-9 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 1 = 1491/0-8-0 chord live load nonconcurrent with any other live B = 1588/0-8-0 loads. Max Horz 5) All plates are MT20 plates unless otherwise B = 74(load case 6) indicated. Max Uplift 6) Provide mechanical connection (by others) of truss I =-323(load case 5) to bearing plate capable of withstanding 323 lb uplift B =-402(load case 4) at joint I and 402 lb uplift at joint B. 7) 'Fix heels only' Member end fixity model was used FORCES (lb) in the analysis and design of this truss. Maximum Compression/Maximum Tension 8) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. A-B = 0/22 B-C =-3904/1222 9) NOTE: The seal on this drawing indicates C-D =-3616/1099 D-E =-3699/1241 acceptance of professional engineering E-F =-3701/1244 F-G =-3701/1244 responsibility solely for the truss component design G-H =-3639/1136 H-1 =-3927/1271 shown. BOT CHORD 10) NOTE: Trusses are designed for an Enclosed B-O =-1105/3633 N-O =-893/3034 building condition as per building designer, M-N =-893/3034 L-M =-1200/3885 assuming doors and windows are protected from K-L =-907/3043 J-K =-907/3043 windbome debris impact as per Fla. Bldg. Code I-J =-1157/3667 1606.1.4 WEBS C-O =-324/226 D-O =-35/544 LOAD CASE(S) D-M =-225/902 E-M =-421/221 E-L =-419/217 G-L =-212/896 Standard 9n G-J =-60/550 H-J =-337/247 H.A. GAGAdd E. # MAR 1 !, 7111"f Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R04 ROOF TRUSS 1 1 Job Reference o fional Trussway, Orlando, FI 6.100 a Sep 17 2004 MTek Industries, Inc. Thu Oct 27 08.46:51 2005 Page 1 1-2-8 5-7-1 13-0-0 19-" 25-0-0 32-4-15 38-" 39-2-8 1-2-8 5-7-1 74-15 6-" 6-" 7-4-15 5-7-1 1-2$ Scale = 1:68.0 6x7 = 3x5 6x7 4.00 12 D E F 2x4 2x4 zi C W W2 W W1 W 3 G Iry4 B HLnA I m rf IC? 45 = O o N M L K J 4x5 = 3x5 = 3x6 = 6x6 = 3x5 = 6x6 = 3x6 = 7-4-13 15-1-9 14-3 22-9-13 30-7-3 38-" 7-4-13 7-8-12 0-0-10 7-7-9 7-9-6 7-4-13 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud 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(fL) 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-" oc bracing. h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) REACTIONS (lb/size) zone; cantilever left and right exposed ; porch left B = 340/0-3-0 exposed; Lumber DOL=1.33 plate grip DOL=1.33. M = 2072/0-3-8 This truss is designed for C-C for members and forces H = 764/0-8-0 and for MWFRS for reactions specified. Max Horz 3) Provide adequate drainage to prevent water B =-78(load case 7) ponding. Max Uplift 4) This truss has been designed for a 10.0 psf bottom B =-329(load case 6) chord live load nonconcurrent with any other live M =-721(load case 4) loads. H =-211(load case 5) 5) Provide mechanical connection (by others) of truss Max Grav to bearing plate capable of withstanding 329 lb uplift B = 409(load case 8) at joint B, 721 lb uplift at joint M and 211 lb uplift at M = 2072(load case 1) joint H. H = 808(load case 9) 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 8) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-519/601 acceptance of professional engineering C-D =-184/470 D-E =-521/1200 responsibility solely for the truss component design E-F =-386/34 F-G =-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-O =-497/470 N-0 =-766/449 assuming doors and windows are protected from M-N =-766/449 L-M =-286/376 windbome 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-0 =-523/329 D-0 =-898/839 Standard D-M =-970/660 E-M =-1390/560 IQBAL H.A. GAGAr46,-,.r.89E-L =-185/791 8850 Trusstmay bou!evard Orlando, FL. 32824 MA ? /< ''hn6 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 31-2-8 5.7-1 13-0-0 19-M 25-0-0 32-4-15 38-M 1-2-8 5-7-1 7-4-15 6-0-0 6-0-0 7-4-15 5-7-1 Scale = 1:67.8 6x7 = 3x5 = 6x7 = 4.00 12 D E F 2x4 2x4 C W rZ W2 W W1 W 3 G W\ rn A B H A IC; 4x7 = N M L K J 91 o I 4x7 = 3x5 = 3x6 = 3x5 = 3x5 = 3x5 = 3x6 = 7-4-13 15-2-3 22-9-13 30-7-3 38-0-0 7- -13 7-9-6 7-7-10 7-9-6 7-4-13 Plate Offsets X Y : B:0-2-2 0-0-2 H:0-2-2 0-0-2 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl L/d 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 = 0/22 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 =-366511156 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 =-186/706 G-1 =-411/281 IQ13AL H.A. GAGAN P.E. 0 253898850Trusswt#ou(eyard M:a 1 4 mn6 Job Truss Truss Type Qty 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 T 1 8-3-7 15-0-0 l 23-0-0 29-8-9 38-M 39-2-8 1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 1-2- Scale = 1:68.0 4.00 12 6x7 = 6x7 = E F 3x5 3x6 T1 3x6 3x5 D G C W1 W 2 H CA W W3 4 LO B \ IA J Vrr) IC; o d 4x5 = Q PO N M L K 45 = 2x4 // 3x6 = 3x5 = 5x5 = 2x4 \\ 5x5 = 3x6 = 6-11-3 12-10-12 19-" 24-7-7 31-0-13 384)-0 6-11-3 5-11-9 6-1-4 5-7-7 6-5.6 6-11-3 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 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/ANS195 Matrix) Weight: 178lb LUMBER TOP CHORD 2 X 4 SYP No.2 WEBS BOT CHORD 2 X 4 SYP No.2 E-N =-251/967 F-N =-828/351 WEBS 2 X 4 SYP No.3 F-L =-109/530 H-L =-809/333 H-K = 0/325 BRACING TOP CHORD NOTES (7-9) Sheathed or 3-11-6 oc puriins. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp REACTIONS (lb/size) B; enclosed; MWFRS interior zone and C-C Interior(1) B = 276/0-3-0 zone; cantilever left and right exposed ; porch left P = 2018/0-5-11 exposed; Lumber DOL=1.33 plate grip DOL=1.33. 1 = 882/0-8-0 This truss is designed for C-C for members and forces Max Horz , and for MWFRS for reactions specified. B =-87(load case 7) 3) Provide adequate drainage to prevent water Max Uplift ponding. B =-298(load case 6) 4) This truss has been designed for a 10.0 psf bottom P =-650(load case 4) chord live load nonconcurrent with any other live I =-245(load case 5) loads. Max Grav 5) Provide mechanical connection (by others) of truss B = 357(load case 8) to bearing plate capable of withstanding 298 lb uplift P = 2018(load case 1) at joint B, 650 lb uplift at joint P and 245 lb uplift at 1 = 911(load case 9) joint 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 =-1783/357 shown. I-J = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, B-Q =-389/75 P-Q =-469/43 assuming doors and windows are protected from O-P =-542/439 N-0 =-542/439 windbome debns impact as per Fla. Bldg. Code M-N = = 1606.1.4 261/ I-KK-L =-261/1529 I-K =-230/1615230/ WEBS LOAD CASE(S) C-Q =-348/336 C-P =-8761762 Standard E-P =-1557/588 IQBAL H.A. GAGAN P.E.# 25389 wva8850Trussboulevard Orlando M. 41 Q 1 /! !'I. Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R05A ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando. FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1 11-2-8 8-3-7 15-0-0 23-0-0 29-8-9 38-M 1-2-8 8-3-7 6-8-9 8-" 6-8-9 8-3-7 Scale = 1:67.9 4.00 12 6x7 = 2x4 II 6x7 = E F G 3x5 3x6 T33x6 3x5 D \ HCW23 1 Ln2// LA W4 W 5 Li5 J in q B n r7 ! o d 4x7 = Q P O N M L K 4x7 = 2x4 // 3x6 = 4x9 = 3x5 = 2x4 \\ 3x5 = 3x6 = 6-113 13-1-9 134-9 19.0-0 24-7-7 24-10-7 31-0-13 38-" 6-11-3 6-2-7 030 5-7-7 5-7-7 03-0 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-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.54 L-N >834 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 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=S.Opsf; BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 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-" chord live load nonconcurrent with any other live J = 1491/0-8-0 loads. Max Horz 5) Provide mechanical connection (by others) of truss B = 93(load case 6) to bearing plate capable of withstanding 387 lb uplift Max Uplift at joint 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 =-30161937 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-Q =-961/3522 P-Q =-994/3441 1606.1.4 O-P =-69112631 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-Q = 0/316 C-P =-757/313 E-P =-95/510 E-N =-95/400 G-N =-92/397 G-L =-105/516 I-L =-776/341 I-K = 0/319 F-N =-288/182 IQBAL H.A. GAGA .E. # 25389 8350 T russi yboulevard Orlando, FL. 32824 MAD 1 A 70IN Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R06 ROOF TRUSS 1 1 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 11-4-0 17-" 21-0-0 26-8-0 32-10-10 38-0-0 39-2-8 1-2-8 5-1-6 6-2-10 I 5-8-0 4-0-0 54-0 6-2-10 5-1-6 1-2-0 Scale = 1:68.0 4.00 12 6x7 = 6x7 = F G 2x4 11 2x4 11 3x6 E H 3x6 W23x5D W W1 1 3x5 1 C J W4 W4 in B 2LRi K ,n 1 o 4x5 = S R d Q P O N M 4x5 = 2x4 II 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 II 1 5-1-0 11-1-9 19-0-0 26-10-7 32-5-3 38-M i 5-1-6 6-0-3 7-10-7 7-10-7 5-0-13 5-0-13 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.10 M-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.21 N-P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 K n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 193 lb 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 =-744/727 BRACING E-R =-422/267 F-R =-1683/522 TOP CHORD F-P =-141/682 G-P =-511/245 Sheathed or 4-0-11 oc purlins. G-N =-366/1058 H-N =-421/265 BOT CHORD J-N =-606/194 J-M = 0/205 Rigid ceiling directly applied or 6-M 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 11; Exp R = 1948/0-5-11 B; enclosed; MWFRS interior zone and C-C Interior(1) K = 1023/0-8-0 zone; cantilever left and right exposed ; porch left Max Horz exposed; Lumber DOL=1.33 plate grip DOL=1.33. B =-97(load case 7) This truss is designed for C-C for members and forces Max Uplift and for MWFRS for reactions specified. B =-247(load case 6) 3) Provide adequate drainage to prevent water R =-586(load case 4) ponding. K =-272(load case 5) 4) This truss has been designed for a 10.0 psf bottom Max Grav chord live load nonconcurrent with any other live B = 289(load case 8) loads. R = 1948(load case 1) 5) Provide mechanical connection (by others) of truss K = 1023(load case 1) to bearing plate capable of withstanding 247 lb uplift at joint B, 586 lb uplift at joint R and 272 lb uplift at FORCES (lb) joint K. Maximum Compression/Maximum Tension 6)'Fix heels only' Member end fixity model was used TOP CHORD in the analysis and design of this truss. A-B = 0/22 B-C =-131/397 7) NOTE: Refer to yellow bracing and/or T-1 sheet for C-D =-400/912 D-E =-383/982 more information. E-F =-282/923 F-G =-586/196 8) NOTE: The seal on this drawing indicates G-H =-16631541 H-1 =-1571/427 acceptance of professional engineering I-J =-1625/415 J-K =-2249/544 responsibility solely for the truss component design K-L = 0/22 shown. BOT CHORD 9) NOTE: Trusses are designed for an Enclosed B-S =-355/83 R-S =-355/83 building condition as per building designer, Q-R = 0/361 P-Q = 0/361 assuming doors and windows are protected from O-P = 0/755 N-O = 0/755 windbome debris impact as per Fla. Bldg. Code IQBAL H.A. GA -yyNA P.E. # 25389M-N =-429/2072 1606.1.4 8850rlandusTruss va 60624ard MAR 14 ZOO6 Job Truss Truss Type oN Ph 53107 / METRO DEV/ Sanford Housing / Bc 53107 R06A ROOF TRUSS 1 1 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 26-8-0 32-10-10 38-0-0 39-24 1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-" 6-2-10 5-1-6 1-2-8 Scale = 1:67.9 4.00 12 6x7 = 6x7 = F G 2x4 11 2x4 11 3x6 E \ \ H 3x6 3x5 % D W 1 W2 I 3x5 C JLr, to W4 W4 v,A B K L ,ORi r%i o 4x7 = S R d O P 0 N M 4x7 = 2x4 II 4x9 = 3x6 = 3x5 = 3x6 = 49 = 2x4 II 5-1.6 11-1-9 i 19-M 26-10-7 325-3 38-0-0 5-1-6 i 6-03 i 1 7-10-7 7-10-7 5-6-13 55-13 Plate Offsets X B:0-2-2 0-0-2 K:0-2-2 0-0-2 LOADING (psf) SPACING 2-M 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: 193lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2 X 4 SYP No.2 for this design. WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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 purlins. DOL=1.33 plate grip DOL=1.33. This truss is BOT CHORD designed for C-C for members and forces, and for Rigid ceiling directly applied or 6-5-15 oc bracing. MWFRS for reactions specified. 3) Provide adequate drainage to prevent water REACTIONS (lb/size) ponding. B = 1586/0-8-0 4) This truss has been designed for a 10.0 psf bottom K = 1586/0-M 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 =-3871/1083 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 O-R =-545/2402 P-O =-545/2402 O-P =-545/2402 N-O =-545/2402 LOAD CASE(S) M-N =-936/3596 K-M =-936/3596 Standard WEBS C-S = 0/198 C-R =-529/162 E-R =-424/266 F-R =-350/1033 F-P =-68/244 G-P =-68/244 G-N =-350/1033 H-N =-424/266 J-N =-529/162 J-M = 0/198 IQBAL H.A. GAGAN P.E. # 25389 8850 Trusswa k(i vard urldiluv, rL-. acvc" MAR l !- 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 1-2-8 5-93 13-4-2 19-0-0 24-7-14 32-2-13 38-" 39-2-8 1-2-8 5-93 7-6-15 5-7-14 5-7-14 7-6-15 5-93 1-2-8 Scale = 1:66.6 6x6 = 4.00 rl2 F 3x5 3x5 G 3x6 3x6 2x4 D H 2x4 C W2 W3 W W6 l 1 Ln A B J K I, 6 4x7 = P O N M L 4x7 = 3x5 = 3x10M1120H= 4x9 = 3x10M1120H= 3x5 = 9-1-14 19-0-0 28-10-2 38-" 9-1-14 9-10-2 9-10-2 9-1-14 Plate Offsets X Y 13:0-2-2 0-0-2 J:0-2-2 0-0-2 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.28 L-N >999 240 MT20 2441190 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 II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed or 2-4-4 oc purlins. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 6-6-1 oc bracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. B = 1586/0-8-0 4) All plates are MT20 plates unless otherwise J = 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 (Ib) 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 =-3391/951 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 = 0122 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 =-341610 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 L L MAR 1 f. Z005 J Job Truss Truss Type 01y Ply 153107 / METRO DEV/ Sanford Housing / BC 53107 R20 ROOF TRUSS 1 I 1 1 CS e 26 17:00:42 1-2-8 , 4-25 7-M 10-M 14-4-0 17-1-12 21-" 2255 1-2-8 4-25 2-9-12 3-8-0 3-8-0 2-9-12 4-25 1-2-8 Scale = 1 5x5 = 2x3 II 5x5 = 4.00 12 D E F 4x8 = M L K J 4x8 = 3x4 = 3x10 M1120H = 3x4 = 4x8 = 7-M 7-" SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing REACTIONS (lb/size) B = 1753/0-M H = 1753/0-8-0 Max Horz B =-50(load case 6) Max Uplift B =-488(load case 3) H =-488(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -425 C-D =-4149/1019 D-E = -440 E-F =-4408/1127 F-G = -414 G-H =-4253/1057 H-1 = 0/22 BOT CHORD B-M =-968/3944 L-M = -901 K-L =-901/3874 J-K = -874 H-J =-930/3944 WEBS C-M =-40/139 D-M = -95/ F-J =-95/681 G-J = -40/1 E-K =-537/280 D-K = -211 F-K =-211/710 311057 8/1127 9/1019 3874 3874 681 39 f710 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 14-4-0 7-0-0 CSI DEFL in (loc) Vdefl TC 0.55 Vert(LL) 0.19 K >999 BC 0.91 Vert(TL) -0.39 K >635 WB 0.23 Horz(TL) 0.12 H n/a Matrix) 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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-M 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 7-M Ud PLATES GRIP 240 MT20 244/190 180 M1120H 187/143 n/a Weight: 99 lb Standard Uniform Loads (plf) Vert: A-D=-60, D-F=-125(F=55), F-I=-60, B-M=-20, J-M=-42(F=-22), H-J=-20 Concentrated Loads (lb) Vert: M=-513(F) J=-513(F) IQSAL H.A. GAGANI P.E. fl~ 25389 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 r 7-4-9 9-0-0 , 12-4-0 , 13-11-8 21 4 0 22-" r , 1-2-8 7-4-9 1-7-8 3-4-0 1-7-8 7-4-9 1-2-8 Scale = 1:39.8 5x5 = 5x5 = 4.00 F12 2x3 D E 2x3 C F J W6 VV 1 W n B G HW I o d 45 = J I 4x5 = 46 = 5x10 = 9-0-0 12--0 21-4-0 9-0-0 3-4-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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/ANSI95 Matrix) Weight: 90lb LUMBER 2) Wind: ASCE 7-98; 11Omph (3-seoond gust); TOP CHORD 2 X 4 SYP No.2 h=33ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; 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 puriins. 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 (Ib/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 1-1 =-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 IQ2AL H.A. G^,GAIV P.E. # 25389 8850 Trussway 60u12Vard Orlando, FL. 32824 1 MAR ? t ZUU15 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R22 ROOF TRUSS 1 1 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 104l-0 , 13-11-2 , 21-4-0 22-" 1-2-8 74-14 3-3-2 332 7.4-14 1-2-8 Scale = 1:39.0 5x5 = D 4.00 12 2x3 \ 2x3 C E 5 B 1 W F u G[ c 4x5 = I H 4x5 = 4x8 = 3x6 = 10." 21-4-0 10-" 10-8-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 F-I >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 F-I >567 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) 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 II; Exp BOT CHORD 2 X 4 SYP No.2 'Except' B; enclosed; MWFRS interior zone and C-C Interior(1) B 1 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 puriins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 10-" 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-" 5) "Fix heels only" Member end fixity model was used F = 919/0-" 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 (Ib) 8) NOTE: Trusses are designed for an Enclosed Maximum Compression/Maximum Tension building condition as per building designer, TOP CHORD assuming doors and windows are protected from A-B = 0/22 B-C =-1745/498 windbome debris impact as per Fla. Bldg. Code 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 D4 =-172/752 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. IQSAL h1.A. GAGAN P.E. # 25389 8050 Tr_sse,a bou?evard Job Truss Truss Type oty Ply METRO DEV/ Sanford Housing / Bc 53107 R23 ROOF TRUSS 1 1 53107 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industnes, Inc. Wed Oct 26 17:00:43 2005 Page 1 1-2-8 , 74-14 10-8-0 13-11-2 214-0 1-2-8 7-4-14 332 332 74-14 Scale = 1:38.0 5x5 = D 4.00 F12 2x3 2x3 i C E 5 1 W4 g F Ln 4x5 = H G 4x5 = 4x8 = 3x6 = 10-8-0 21-4-0 10-M 10-M LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d 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: 84lb 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-M 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 infonpation. 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 = 0122 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 =-17541531 BOT CHORD LOAD CASE(S) B-H =-419/1598 G-H =-437/1611 Standard F-G =-437/1611 WEBS C-H =-4371238 E-H =-452/260 D-H =-190/764 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. I03AL H.A. GAGA . 25339 C35O Truss u y boulevardlevard Osizrtao, FL. 32824 MI ' I -41 NU-0 Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R30 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 1-1-2-81 4-6-5 , 104-0 15-04) 18-" 24-" 1-2-8 4-6-5 6-1-11 4 4 0 3-" 1 6-" Scale = 1:44.9 5x5 = 4.00 12 D l 5x5 = 5x5 = 2x3 E F TA C 4 W 1 to B G A 17 0 6 3x6 = J I H 3x6 = 3x4 = 3x5 = 48 = 7-0-1 15-" 18-" 21-4-12 24-4-0 7-0-1 7-11-15 3-0-0 34-12 2-114 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 G-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.41 G-H >705 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 G n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 104lb 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(l) 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 3-4-6 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. G = 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B = 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B = 73(load case 6) at joint G and 253 lb uplift at joint B. Max Uplift 7) 'Fix heels only' Member end fixity model was used G =-192(load case 5) in the analysis and design of this truss. B =-253(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for 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 =-23801711 shown. C-D =-2036/559 D-E =-2800/853 10) NOTE: Trusses are designed for an Enclosed E-F =-2552/746 F-G =-2157/655 building condition as per building designer, BOT CHORD assuming doors and windows are protected from B-J =-631/2208 1-1 =-372/1531 windbome debris impact as per Fla. Bldg. Code H-1 =-372/1531 G-H =-559/1990 1606.1.4 WEBS C-J = 414/254 D-J =-50/500 LOAD CASE(S) D-H =-395/1402 E-H =-10951396 Standard F-H =-1181703 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. WAL FLA. G,G4. 8050 Tru,c ;4/0302UO114Vard Orlan, 0, Job Truss Truss Type oty Ply 53107 / METRO DEV/ 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 , 5-11-0 10-8-0 13-0-0 164)-0 18-0-13 24-4-0 1-2-8 5-11-0 4-9-0 2-4-0 3-0-0 2-0-13 5-9-4 Scale = 1:44.9 5x5 = 4.00 12 D 5x5 = 5x5 = E F 2x3 Tl 2x3 i C W2 W3 G 4 W8/ 6 1 in B H Ln LH odA 3x6 = L K J I 3x6 = 3x4 = 3x5 = 4x8 = 3x4 = 6-10-12 13-0-0 16-0-0 24-4-0 6-10-12 6-1-4 3-0-0 8-4-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.13 J-L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.29 H-1 >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 H n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 110 lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 3-9-5 oc puriins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. H = 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B = 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B = 73(load case 6) at joint H and 252 lb uplift at joint B. Max Uplift 7) 'Fix heels only' Member end fixity model was used 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 =-2292/711 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 =-462/1848 H-1 =-621/2131 LOAD CASE(S) WEBS Standard C-L =-302/185 D-L =-128/600 D-J =-279/905 E-J =-840/317 F-I =-60/352 G-1 =-336/194 F-J =-76/225 NOTES (8 1) Unbalancedd roofof live loads have been considered for this design. WAL H.A. GAGArN P.E. M 25389E800Trussrey606f,vard Oriancio, FL. 3282 L MAR I "I 2CU110- 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 6-9-3 10-M 11-0-0 14-0-0 18-0-9 19-2-0244-0 1- 28 6-9-3 T 3- 10-13 04-0 3-0-0 4-0-9 1-1-7 5-2-0 Scale = 1:44.9 5x8 = L 10-8-0 5x5 = 4. 00 12 D E 2x3 2x3 C F W W13 W1 12 B G LO r AED irn 0 0 46 = J I H 45 = 3x4 = 3x5 = 48 = 10-" 11-0-q 14-8-13 18-0-9 19-2-024-4-0 10-0- 0 1-" 3-8-13 3-3-12 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-" CSI DEFL in (loc) I/defl 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/ANS195 Matrix) Weight: 105 lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1. 33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 3-8-4 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 =-2240f713 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. 10SAL H. A. GALA E350 Tr1! ssv;a y 0 IevL - and Orlando, FL. 32824 153107 R33 I ROOF TRUSS 1 1 1 Bc 6.100 a Sep 17 1-2-0 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 Scale = 1 A nn 5x5 = 0 3x6 = J I H G 3x4 = 3x5 = 4x9 = 2x4 II 0 ei N M 7-7-6 17-8-0 24-" 7-7-6 10-0-10 6-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl 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 puriins, 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 Harz 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 I-J 406/1356 H-1 406/1356 G-H 0/0 WEBS C-J 353/222 D-J 165/794 D-H 217/901 E-H 1055/421 F-H 588/2132 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15h; 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. 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 GAGAN1 P.E. # 29 Job Truss Truss Type Oty 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 Page 1 1-2-8 3-0-0 4-M 7-0-0 8-2-8 1-2-8 3-0-0 1-M 3-0-0 1-2-8 Scale = 1:1 4.00 12 3x3 = 3x3 = C D T2 B 1 T E B1 F 6 G H 44 = 44 = 3-0-0 4-M _ 7-0-0 3-0-0 1-" 3-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001/ANSI95 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) B = 409/0-M E = 409/0-M 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 It; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint B and 154 lb uplift at joint E. CSI DEFL in (loc) I/defl Ud TC 0.25 Vert(LL) -0.03 B-E >999 240 BC 0.35 Vert(TL) -0.09 B-E >867 180 WB 0.00 Horz(TL) 0.00 E n/a n/a Matrix) 6) Girder carries hip end with 3-0-0 end setback. 7)'Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 601b down and 171b up at 4-0-0, and 601b down and 171b up at 3-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from 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=-65(F=-5), D-F=-60, B-G=-20, G-H=-22(F=-2), E-H=-20 Concentrated Loads (lb) Vert: G=-60(F) H=-60(F) PLATES GRIP MT20 244/190 Weight: 25 lb Io IQBAL H.A. GAGAN P 8060 Truss:vaJt 6oulevard389 Orlando, FL. 32824 AD 1 n 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 I 7-" 8-2.8 1-2-8 3-6-0 3-" 1-2.8 Scale = 1:15.5 3x3 = C 4.00 f12 B 1 T2 D B1 E I 3x3 = 3x3 = 3.6-0 7-M 3-6-0 3.6-0 Plate Offsets X C:0-1-8 Ed e LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/deFl L/d 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/ANSI95 Matrix) Weight: 25lb LUMBER 5)'Fix heels only' Member end fixity model was used TOP CHORD 2 X 4 SYP No.2 in the analysis and design of this truss. BOT CHORD 2 X 4 SYP No.2 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. BRACING 7) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering Sheathed or 6-M oc pudins. 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 Enclosed building condition as per building designer, REACTIONS (Ib/size) assuming doors and windows are protected from B = 346/0-8-0 windbome debris impact as per Fla. Bldg. Code D = 34610-8-0 1606.1.4 Max Horz B =-33(load case 7) LOAD CASE(S) Max Uplift Standard B =-134(load case 4) D =-134(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-247/82 C-D =-247/82 D-E = 0/22 BOT CHORD B-D =-44/192 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.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) Provide mechanical connection (by others) of truss to idbAL H.A. GAGAN P.E. H 25389 bearing plate capable of withstanding 134 lb uplift at y b 6850 Trussvq ou!2vard joint B and 134 lb uplift at joint D. Orlando, FL. 32824 Job Truss Truss Type 53107 RG1 ROOF TRUSS Trussway, Orlando, FI 3-0-0 3-8-0 I I I I 45 = 3-" 3-6-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-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 =-2496/596 NOTES (8-10) 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; 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 Irve 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-M 1 ty Hry 53107 / METRO DEV/ Si 1 1 Sanford Housing Project Job Reference (optional) 6.100 s Sep 17 2004 MiTek Industries. Inc. We T 3-6-0 CSI DEFL in (loc) I/defl Ud TC 0.22 Vert(LL) 0.03 D-E >999 240 BC 0.80 Vert(TL) -0.07 D-E >999 180 WB 0.62 Horz(TL) 0.01 D n/a 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=-38 1) Bc 26 17:00:46 2005 Page 1 2x3 11 Scale = 1:14.9 C 4x5 = PLATES GRIP MT20 244/190 Weight: 36 lb 53107 / METRO 153107 RG2 I ROOF TRUSS 1 I 1 Job Refers FI 6.100 a Sep 17 2004 MiT 2-10-8 64-0 2-10-8 3-5-g B 4.00 12 5x5 = 17:00:47 2005 Page 1 Scale = 1:10.1: C2x3 II 4x5 = 4x5 = 2-10-8 64-0 2-10-8 3-5-8 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/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 1538/0-M D = 1534/0-4-0 Max Horz A = 35(load case 5) Max Uplift A =-349(load case 3) D =-353(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2850/621 B-C = 0/0 C-D =-105/49 BOT CHORD A-E =-599/2663 D-E =-555/2432 WEBS B-E =-286/1462 B-D =-25221575 NOTES (10-12) 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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-M to CSI DEFL in (loc) Vdefl Ud TC 0.18 Vert(LL) 0.04 D-E >999 240 BC 0.97 Vert(TL) -0.08 D-E >906 180 WB 0.63 Horz(TL) 0.01 D n/a n/a Matrix) 6) Girder carries hip end with 2-10-8 end setback. 7) 'Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531b down and 151b up at 2-10-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from 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 lJ GAGAN, P.E. # 2538s Me 7 1 1. 711rfiIntlt .-L J Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 Vol ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, A 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17.00:47 2005 Page 1 3x3 = 1-114 I 3-10-8 1-11-4 1-11-4 4.00 12 g Scale = 1:6.4 C A m B1 ar 0 3x3 3x3 Zz 3-10-8 3-10-8 Plate Offsets X B:0-1-8 Ed e LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl 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/ANS195 Matrix) Weight: 9 lb 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 oc puriins. 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-M 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 BOTCHORD A-E = -5/5 A-C = -31/64 C-D = 0/0 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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 fQBA H.A. GAGAN. P.E. f: 253i39specified. LSuO r ac:3c_i n982vard Job Truss Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 V02 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1 3-11-4 7-10-8 3-11-4 3-11-4 Scale = 1:12.9 3x3 = 4.00 12 B C A 81 o MOM 3x3 % 3x3 Z- 7-10-8 7-10-8 Plate Offsets X B:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 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 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.3 B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is TOP CHORD designed for C-C for members and forces, and for Sheathed or 6-0-0 oc pudins. MWFRS for reactions specified. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 4) Gable requires continuous bottom chord bearing. A = 29217-10-8 5) Provide mechanical connection (by others) of truss C = 292/7-10-8 to bearing plate capable of withstanding 8 lb uplift at E _ 55/7-10-8 joint A. 8 lb uplift at joint C, 109 lb uplift at joint E and D = 55/7-10-8 109 lb uplift at joint D. Max Horz 6) 'Fix heels only' Member end fixity model was used E = 15(load case 6) in the analysis and design of this truss. Max Uplift 7) NOTE: Refer to yellow bracing and/or T-1 sheet for A = 8(load case 4) more information. C = 8(load case 5) 8) NOTE: The seal on this drawing indicates E _ 109(load case 2) acceptance of professional engineering D = 109(load case 2) responsibility solely for the truss component design Max Grav shown. A = 306(load case 2) 9) NOTE: Trusses are designed for an Enclosed C = 306(load case 2) building condition as per building designer, assuming doors and windows are protected from FORCES (lb) windbome debris impact as per Fla. Bldg. Code Maximum Compression/Maximum Tension 1606.1.4 TOP CHORD A-B =-262/147 B-C =-262/147 LOAD CASE(S) BOT CHORD Standard A-E = -15/15 A-C =-110/223 C-D = 0/0 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. IQBAL N.A. GACAN P.E. ;, 25389 8850 Truay.;ryy L0lavard Oriando, F . 32824 rj 1-3 1 F ZQU6 153107 IV2 a 0 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 F13C2001/ANSI95 ROOFTRUSS 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-M oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M 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 (Ib) 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=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. I1 I 1 6.100 a Sep 3-11-4 3-11-4 V/ Sanford Housing / Bc ic. Wed Oct 26 17:00:48 2005 Page 1 2x3 11 Scale = 1:9.0 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 4 P.E. # 25389 j !. 7 Q6r ,,., n 153107 IV3 Y 0 C. LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina 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 pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 40/5-11-4 C = 171/5-11-4 A = 248/5-11-4 Max 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) MONO TRUSS otr Ply 53107 / METRO DEV/ Sanford H 1 1 Job Reference optional) 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 1; 5-11-4 5-11-4 2x3 II B 3x3 % 2x3 II FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -48137 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=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. CSI DEFL in (loc) I/defl 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 ng/Bc Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 18 lb Scale: 1'=1 4t' GAG!P7, P.E. V 2E 53107 IV4 MONO TRUSS 53107 / METRO DEV/ ng Trussway, 100 s Sep 17 2004•* fek Industries, Inc. 2-9-12 3-11 2-3 11 , 2-9-12 B 1-1-8 Scale = 1:6.6 4.00 12 3x3 % 2x3 II 3-11-4 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d 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/ANS195 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-M cc pudins, 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=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint E, 26 lb uplift at joint D and 33 lb uplift at joint A. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb 11i't. G ^:^.•AN. P.E. 0 25 Cr?_*,:'7, FL. °,2E24 M.aR I /1 2906 66-4-0 46-0-0 5-8- 16-0-0 14-0-0 7-0-0 5-8- O I O U0 Jo JC O I 00 14-8-0 7-8-0 _ _ 7-0-0 O 1 00 I ROOF LOADING TCLL 20 24" O.C. TOLL 10 1.25% DF TOLL 0 TOLL 10 PSF 40# WIND ASCE.7-98 0 120 MPH ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON USP RH.3 I HUS26 THD26 pROv C>.6i0 AW 3 nouY a c. sor o, 0 rR= A? AW NL 0.L0) LYOm m fn. .Vc.mol. 7 .ws Now ww" AV ov or wr0 Ile M Comm INDS& f pIflGV O CMKGOL ws a TYPICAL HIP SET NAILING OPEN FACE ROOF TRUSS PLACEMENT 0 v 7RUSSWAY. LTD. 8Bs0 Blvd Ortn"dq FL 82, 407) 857-2777 PH 407) 851-7899 FAX INMJZHsr wtmtruzxwa, crW a REFER TO SHT."T-1"' FOR IMPORTANT INFORMATION! 0 DATE : 10-27-5 DRAWN BY: Be a7 CHECK BY: 0 JOB NO. :53107 SCALE : NTS r: 5.YIOZdwg 0 SHEET ALL BEAMS ARE DESIGNED BY 01N£RS o RE.- SIRUCIURAL PLANS FOR BEAN SIZES p 0 DBBO=DROP BEAM BY OTHERS 1[ 2 FBBO=FLUSH BEAM BY OTHERS L:i S%4/VDARD r O F D E ITIAA IL S VER 1.0 — JUNE. 2003 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. DROP TOP CHORD HIP 2 4 RUNNERS ATTACH TO GIRDER DROP T. C. HIP TRU55 2.4 LEDGER fH`.iRncR/ EXTERIOR VA UL T Scissor Scisso s le Truss Scissor Truss Goble Truss i Vo Lin Vault Line Boll n Fraed Wall m by others) Vault Noile ing Plateline (beYondj — -- — — _ on on Interior terior Interiorl Exterior CAUTION:, EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. a AREFERTOTRUSSPLACEMENTFORDESIGNATEDHANGERTYPE AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. TRLISSlWAY, LTD. CAUTION: REFER TO 8 1/2%11' TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE INMP Zr ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, 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 IRY 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 X 1 1- 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-COMPLUWCE 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 2z4'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.) j) w ti 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 FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. OSEET.P.I. 7HIB-91 SUMMARY SHEET' AND W.T.C.A. 'WARNING POSTER.' TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S cC BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM— BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REQUIRED & CER— PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, f rTAGEOCCUR, AN ANALYSIS TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. 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 (HIS-91 ORANGE SHEET) AND W.T.0 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 WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY. BEARINGS (WALLS, COLUMNS, ETC ) & OVERALL STRUCTURAL INTEGRITY OF THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. REPORTED TO TRUSSWAY FOR MODIFICATION. NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED. ROOF DETAILS T- I SHEET GENERAL NOTES NOTAS GENERALES Trusses are not marked In any way to Identify Los trusses no estan marcados de ningun modo que the frequency or location of temporary bracing. dentifique la frecuenda o localization de IDS arriostres for handling, h recommendations o nFollow [ ebradn teen rates. Use las rL'<omendaciones de ma e9, (bracing) Po )o, installing and temporary bracing of trusses. instalacion y arriostre temporal de IDS trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good P2dice for BCSI 1-03 Gull de BuenaPr ctica oara el Manejo. Instalacion Handling In5tallina & Bracing of Metal Plate v Ampstre de tors Trusses de Madera Connectados con Connected Wood Trusses for more detailed Placas de Metaloara para mayor information. information. Truss Design Drawings may specify locations of Los dtbujos de diseno de IDS trusses pueden especificar individualcompressionlaslocalizactonesdelosaniostrespermanentesenlospermanentbracingonmembers. Refer to the BCSI-3 Summary miembros individuates en compresion. Vea la hoja resumer Sheet - Web Member Permanent Bracind/Web BCSI-BT paralOs and xtres permanentes v refuerzos de lie Reinforcement for more information. All other miembros secundarios (webs l para mayor information. El permanent bracing design is the responsibility resto de amostres permanentes son la responsabilidad del of the Building Designer. Disenador 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 manejo, instalaoon y arriostre inadecuados, puede ser la caida de la estructura o aun peor, muertos o hendos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes ahlados. Use guantes y lentes protectores cuando torte Jos empaques. HANDLING - MANEJO QUse special care in windy weather or near power Imes and airports. p o i 6'maz o I o ONE WEEKOROR LESS MORE MORE THAN ONE WEEK Utihce cudado especial en dias ventoscs o cerca de cables electricos o de aeropuertos. Spreader bar For 1 \ truss bundles i 6 AvniC tat era! I.,ending - Ea11e .a Bexl„un lateral. Do not store No almacene unbraced bundles verticalmente IDS upright. trusses sueltos. Do not stare on Nu airnacene en uneven ground. tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO r Trusses 30' or less, xlpourt t peak..,. less, support at quarter points an;e Levante de J rno pIm los tors cuartos rnisses de tramo Ids trusses de 30 t Trusses up to 20' pies o menos. t Trusses up to 30' - I Trusseshasta20piesTrusseshasta30piesHOISTING — LEVANTAMIENTO tion equipment until temporary bracing Is Installed and truss Is fastened to the bearing points. Sostenga cada truss en poslOon con la grua hasta que el amostre temporal este instalado y el c uss asegurado en los soportes. GDo not lift trusses over 30' by the peak. No levante del pico IDS trusses de mas de 30 pies. Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO FOR LONGITUD DEL TRUSS 60' or less I Approx. 1/2 —> truss length Tagline .all TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe-in,, l / T Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach m above orstittback1max mid- height Spreader bar 213 to f- 314 truss length Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE t Stoll and Temoorary Braand for more Information. Vea el resumen BCSI-B2 - Instalaaon de Trusses v Arriostre Temporal para mayor information. Do not walk on unbraced trusses. No camine en trusses sueltos. 2 Locate ground braces for Rrst truss directly 1n linewithallrowsoftopchordtemporarylateralbracing. Coloque los arriostres de Berra Para el primer truss directamente en linea con cada Una de las filas de arrlostres lateraleg temporales de la cuerda superior. Brace first truss well erection of o Ali nal trusses. 41 Top Chord Temporary Lateral Bracing (TCTLB) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO 10 Thls bracing method Is for all trusses except 3x2 and 4x2 parallel cnoro cussus. do 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' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80" 4' o.c. max. 60 a 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 of BCSI-B2 para las opciones de TCTLB Refer to BCSI-B6 Gable End Frame Bratty Repeat diagonal braces. Vea el rci Lma t SCSI-86 - Arriostre Reprta tors arriosb es del truss terminal diagonales, de un techo a dos agUdS a Set first five trusses with spacer pieces, then add diagonals. Repeat process Ongroupsoffourtrussesuntilalltrussesareset. Instate IDS clnco pnmeros trusses con esDacladOres, luego IDS arnostres diagonales. Reprta este procedlmlento en grupos de cuatro trusses hasty que todos los trusses estan Instalados. 2) BOTTOM CHORD - CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer to BC'S1-E Maximum lateral brace spacing Summary Shot 10' o.c. for 3x2 chords Temn2oiary and 15, 15' o. c. for 4x2 chords Diagonal braces PPQm1anent Bf jOg_ 1p' or every 15 truss Qr Paralg CtQra spaces (30' max.) Trams 5 for more Information. Vea el resumer BC5I-87_ - Ail Iarr ralt 2armariente de The end diagonal IryG€GO daa brace for cantilevered pdt'alga5 Para mayor trusses must be placed Lateral braces nformac16n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. - Tolerancias para Fuera-de-Plano, Length Max. Be. Max. Bow Max. Bow Truss Length Length - 3/ 4" 12.5' Max Bow Length 7/8' 14.6' Tolerances for D/50 D (ft.) V. 16.7' Out -of - Plumb. 1/4" 1' 1-118" 18.8' Toleranaas pars ° 1/2' 2' 1-1/ 4° 20.8' Fuera-de- Plomada a 3/4' 3' 22.9' om Plumb f 1- 1/ 4" 5' 1-3/4" 29.2' D'50 max 1-1/2' 6' 2" 33. 3 1-3/ 4" 7' 2" z 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Maximum Stack Height for Materials on Trusses No proceda con la construction hasta que todos los amostres ester colocados en forma apropiada y Segura. GDo not exceed maximum stack heights. Refer to 6(51 B3 jy rnnnan heet - Ca 5tr cUon Loading for more information. No exceea las maximas alturas recomendadas. Vea el resumer BCSLB9-Sar9aS1aS4f S sfCS 2 para mayor Information. a f I I 9rt II 7A Do notoverloadSenagroupsosingletrusses. No sobrecargue pequenos grupos o trusses indlviduales. Material Height ( h) Gypsum Board 12" Plywood or OSB 16' Asphalt Shingles 2 buntlles Concrete Block 8" Clay Tile 3-4 hies high Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea poslble. Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. ALTERATIONS — ALTERACIONES I« ;:I L: ,I-_, z- , _i, r i uss Damage Jobsite Modifications and Installation Errors. Vea el r_iawmi .113CSI_B5 I2an4s€.tr_u55s8. Q70;3G4na5.3n la Obra_ rr r de Instalaclon. 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS & 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 mlembro estructural de tors trusses, a menos que este especificamente permittdo en el dibujo del diseno del truss. Web members 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 durante la construction o han sldo alterados sin Una autonzacion previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. Diagonal braces Tin. every 10 truss spaces (20' max.) max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 4& No7E: The Truss Manufacturer and Truss Designer must rely on the fact that the contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction prances from a competent parry. The methods and procedures outlined are intended to ensure that the ovea11 constructer+ techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collectNe experience of Wading technical personnel In the rood truss Industry, but must, due to the nature of responsitxlNes ImoN of be presented only as a GUIDE For use by a quallf ed Building Designer or Erection/InstalaUon Contactor. It's not intended that these recomme Voss be interpreted w superior to any design specification (provided by either an Architect, Engineer. the Building Designer, the Erection/Installation Contractor or otMrwise) for handling, installing and bracing wood trusses and t does not pred" er the use of other equivalent methods for bracing and providing stability, for the walls and columns as may be determined by the truss ErectoMnstallation Contractor. Thus, the Wood Truss council of America and the Tnass Plate InsuhAe expressly disclaim any responsibility for damages arising From the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, wl 53719 218 N. Lee St., Ste. 312 ° Alexandira, VA 22314 608/274- 4849 " www.woodtruss.com 703/683-1010 °—Apinst.org BIWARN31x17 20050501 KV — OP do NAILS YRDER MONO 0. 148 x 3 114 " P—nail) TOE —NAILS @ BOTTOM CHORD CONNECTION. THROUGH BACK SIDE OF INTO END GRAIN OF TRUSS ARE NOT ALLOWED) 3) — (0. 148 "XJ 114 " P—nail) TOE —NAILS @ TOP d, OTTOM CHORD CONNECTION FOR 'HR " GIRDER ND (12) NAILS ALONG VERTICAL END WEB OF HR " GIRDER INTO THE HIP GIRDER TRUSS. 2) — (0. 148 "XJ 114 " P—nail) TOE —NAILS @ OP & BOTTOM CHORD CONNECTION. R" DER TYPICAL HIP SET NAILI,NG- OPIN FACE Allowable Holes for Uniformly Loaded Beams 3" minimum 1/3 depth 13/" diameter maximum 1/3 depth - -------------- - Allowed Hole Zone 1/3 depth Allowable Hole Zone11/3 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" tt 2' L 2Pc. 1-3/4" 2" 1-3/4" x 2 Cutting, notching or drilling holes are NOT allowed, except as noted. Connections for Side -Loaded Beams 5-1/4" 5-1/4" 5-1/4" 2" 3 Pc. 1-3/4" 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 t t i 810 plf, 6" o.c. use 1080 plf and 4' o.c, use 2001 edition of the NDS@ as a guideline. i 2"E 1620 plf. NDS@ does not purely apply to this si con- nection problem. Bolt design assumes a3. For 2 rows - .131"dia. gun nails @ 8" o.c. worst case mode I single or double shear ttis 1-3/4'x3 1-314"+3.5" 1-3/4"x3 use 428 plf, 6" o.c. use 570 plf and 4' o.c. s failure. Nail design assumes a worst case use 855 plf. For 3-rows .131" dia. gun nails g @ mode III failure. 8" o.c. use 638 plf, 6" o.c. use 850 plf 7" 7" 7" and 4" o.c. use 1275 plf. 9. For beams greeter than 7" wide see a t "' t 4. For 112" bolts spaced 8" o.c. use 1125 plf, design professional for the belting and I ; 2" 6" o.c. use 1500 plf and for 4" o.c. use loading requirements. l 3 Pc. 1-3/4" 2250 plf. 10. Screws cqn be used in place of bolts as Soft only) 5 The beam must be sized to carry the long as the screw capacity is identical or applied load, the connection can then be greater than the 112" bolt capacity. See i 2 J _ checked for adequacy. screw manufactuer literature. 1-314"xe 3.5"x2 1-3/ 6. For 3 piece members, nailing specifiedecified 4'x2+3.5 for both sides. 1. Specific gravity for nail and bolt design is 0.44. 2. For 2 rows - 16-d nails @ 8" o.c. use 540 plf, 6" o.c. use 720 plf and 4" o.c. use 1080 plf. For 3 rows -16-d nails @ 8" o.c. use 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 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. 3.0 DIMENSIONS AND COMPOSITION MATERIAL 4.0 Veneer Plies Face, back and inner plies are all of the same species and meet Pan European Forest Certification requirements. 4.1 Species Norway Spruce (Picea abies) 4.2 Grade The grade shall not be below Grade C, per American Product Standard PS 1. 4-3 Thickness The thickness of each veneer shall be nominal 3.0mm (0.110"). CONSTRUCTION 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 fi'3me s`' N_ Width < 8 (200 mm) t 1/16 (1 5 mm) l}. k(20fkrngl}24' .(600 6mm) 24" 600 mm ± 0.5 % Elf ttl a'^ s v+.v t. ¢s;"- reY• o "{ t. s . r 44 +.1uhY'. alF ,,,~..;c;.-.; .' 1'1 as,..rt rr ,t'51 f 8.d r m,,...,.._! 1W. : n{ ...'ii.. ?es .t'!...5.. i.i Y.a ...,ii ...s ...y .........., r+..:tr,.<2 arrt Bearing Information bBearing at Wall hi: Verify required bearing area. 4 / Bearing at j Concrete Wall Protect wood from direct conta4 with concrete per code requirements. Eonsider concrete 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 Vrr a.d dFq sne ha aeon11.0 MASTER PLANK eernr uoe Apenry NER-Sss x9W F. - E LAMWAMD VENEER LUMBER MM` E-A^ Nr- 03-E Annforest Marwdsunrsd Fsr 6-1 USA In FlNand Eng .md Wood DM.1— 2 strap per code if top gearing forplateisnotcontinuous over header. Door or Window Header Trimmers. See page 4 item $5, and following 12' Plywood tables for minimum or Is8 filler number of bimmers. Bearing at Wood or Steel Column Verify required b-anng area. l,J 3 race mounr nanger Minimum of 2 rows 16d (3 12) nail 12" o.c. Minimum of 3 rows 16d (3 1127 nails at 12- o.c. fir 14', 16" and 18- beams. Multiple pieces of Master Plank can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of 7". Beam to Beam ection Top flange hanger Connection of Multiple Pieces' of Top -Loaded Beams For side -loaded multiple member beams, see table on Pg. 3 N 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 REQUIRED ON THIS WEB SHOWN BELOW: ALTERNATIVE DIAGONAL BRACING OPTIONS NT CONTINUOUS 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 OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. m m INFORMATIONAL SERIES 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 O 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 non n TRUSS TECHNOLOGY BUILDING ILVJ/\VJI III " I "U INFORMATIONAL SERIES WEB REINFORCEMENT T" BRACING DETAIL & "L" BRACING DETAIL T" BRACE L" BRACE SAME SIZE/GRADE AS WEB T" BRACE MUST BE THE MAXIMUM LENGTH ACHIEVABLE 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 a--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 f2 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 I mo INFORMATIONAL SERIES LATER NUMBI WEBS DESIGI STANDARD GABLE END BRACING DETAIL 03/14/2003 VERTICAL BRACE 4GABLE ALTERNATE WEB SECTION C-C VERTICAL BRACE GABLE WEB SECTION B-B STRUCTURAL SHEATHING OUTRIGGER BLOCKING CUT TO FIT TIGHT BETWEEN TRUSSES ARIES 45 _ 5°{ VARIES 2DESIGN DIAGONAL BRACES REQUIREDATTACHMENT TO RESIST BOTH PUSHING AND PULLING FORCES LATERAL ATTACHMENT BRACING / BOTTOM CHORD DESIGNED LATERAL BRACING BY BUILDING DESIGNER CEILING DIAPHRAGM ND WALL ALTERNATIVE DIAGONAL BRACING OPTION) STANDARD END DIAGONAL BRACE MAY BE TIED INTO DROPPED TOP CHORD END BOTTOM CHORD LATERAL BRACING SECTION A -A 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 OPTION: 1 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") PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - NAILS TOENAILED. A 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) R 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 1.6 1.33 1.6 1.33 1.6 1.33 1.6 Nails Maximum Allowable Wind LIlift Pressure in PLF 16d Common 162" x 3 1/2" 52 62 41 49 28 33 27 32 16d Box 135" x 3 1/2" 43 52 34 41 24 28 22 26 12d Common 148" x 3 1/4" 47 57 37 45 26 31 24 28 12d Box 128" x 3 1/4" 41 50 32 38 22 26 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--i ` LESS THAN 16'-0") i USP "RT7" (OR EQUIVALENT) FRAMING ANCHOR. ONE CONNECTING PURLIN TO PIGGYBACK TRUSS AND ONE CONNECTING PURLIN TO BASE TRUSS. Connection designed to resist an Uplift pressure = 165 PLF Q 1.33 INCR Uplift pressure = 195 PLF Q 1.6 INCR USE ANY OF THE THESE THREE CONNECTION OPTIONS AT ALL PURLIN LOCATIONS. BASE TRUSS 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 (. 113 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 aQ 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 Tn, ssway, Ltd. MOST BUILDING SUPPLY OR LUMBER YARDS) v 9411 AJ=n Connection designed to resist an Houston, TX 77093 Uplift pressure = 113 PLF Q 1.33 INCR Uplift pressure = 136 PLF Q 1.6 INCR MAY 2003 VALLEY TRUSS CONNECTION DETAIL OPTION: 1 2 - 16d TOE -NAILS WILL WORK ALL CONDITIONS ATM ET R 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_ REFER TO INDIVIDUAL TRUSS DESIGN FOR LUMBER GRADES, TRUSS TYPE, ETC. J FOR ALL OTHER CONDITIONS REFER TO MAXIMUM ALLOWABLE UPLIFT TABLE Ed 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 r m iratinn r'k im*k-n f>t tratinn Duraliv U. 162" x 16d Box 1135' 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.) TRUS Q Y Trussway, Ltd. 9411 Alcorn 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 Q 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 WITH (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" uinnn crooWS (.216" —AM.) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED BLOCKING 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. SIDEWALL ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-O" 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 ffl TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. INFORMATIONAL SERIES Notes and Instructions. "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 BCSI 1-03 Booklet (replaces HIB-91 Booklet) and the BCSI-B1 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. 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 9900=2b, THERM Project builder Field contact qq;7p 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 USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) -16d TO BOTTOM CHORD COMMON WIRE NAILS TRUSSES 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 ATTACH TO VERTICAL SCAB WITH (3) -16d COMMON WIRE NAILS 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" 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 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 CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. INFORMATIONAL SERIES 0 Notes and In$ r , _ ions: 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. CITY OF SANFORD PERMIT APPLICATION 1 Permit # : b- _ - 34y3 Date: 0 Job Address: li a0-- Description of Work: _jJ_f,,J /1(. Historic District: zoning: Value of Work: $ q-- Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - 0 of AMPS gO0 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct layout & Energy Calc. Required) Plumbing/ New Commercial of of Fixtures — - - # of Water & Sewer Lines_ # of Gas Lines _ Plumbing/New Residential: t. of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Y Commercial Industrial Total Square Footage: Construction Type: _PtW # of Stories: # of Dwelling Units: _ Flood Zone: 77 ( FEMA form required for other than X) Parcel #: - _ _ . (Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone Co 16 n tractor Nabne & :lddress It ( rOry _ %4 __ {71 _-_ __ _ State License Number Phone & Fax: _q67Soy IS71 __- Contact Person: Atl C + — Phone: Bonding Company: Address: Mortgage Lender Address: Architect/ Engineer --_-- Phone-, Address: Fax: Application is hereby made to obtain a permit to clothe work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit 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 Ibr LLECIRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc OWNERS AFFID AV fE: 1 cernfN that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constriction 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 pcnnn is verification that I will notify the owner of the propery of the requiremen oC londa Licit Law, F5 713. Signature of Owner Agent Date Signature Contractor/Agent Date of PrintOwner Agent s Name Pri caur A is Name Signature of Notarv-Statc of Florida Date Signature of Notary -State of Florida Date Owner Agent is Personally Known to Me or Cont racto0Agent is Personally Known l i h or Produced ID Produced ID- APPLICATION APPROVED Bti': Bldg Zoning: Utilities: _ FD: nit ial & Date) Initial & Date) (Initial & Date) Initial & Date) Special Conditions: -