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HomeMy WebLinkAbout147 Wheatfield Cir 06-479 New SFHPERMIT ADDRESSjqj JVhet*-d-R-,eA54- cir, CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F _ Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE t7 G/C` .G•C SSUBDIVISION PERMIT # Qo - 4 ) c DATE / / (' I u -. PERMIT DESCRIPTION tu"'j S / ` PERMIT VALUATION 64, 013•--'!-- SQUARE FOOTAGE c4 ("I c? QV City of -Sanford Certificate of Occupancy This is to certify that the building located at 147 Wheatfield Cir for which permit number 06-0479 has heretofore been issued on November 16, 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 Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: R Addison 12/01/06 Engineering & Planning: G Hyatt 12/04/06. Public Works: M Watson 12/01/06 Utilities: R Blake 12/01/06 Fire Department: Maronda Homes Q)a' yy1 . 12/06/06 Property Owner Building Official e Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance Application number . . . . 06 00000479 Parcel Number . . . . . . 32.19.31.518-0000-0210 Address 147 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/16/05 Y 2 story/3 bath HISB 11/16/05 Y noc on file exp 02/20/07 HISB 10/06/06 Y l.note from framing inspection not HISB 10/06/06 Y corrected (blocking plywood at ridge) HISB 10/06/06 Y 2.draft stopping in several locations HISB 11/30/06 Y final f/s on file HISB 11/30/06 Y CO Sign Off: HISB 11/30/06 Y P&Z: GH 12.04.06 HISB 11/30/06 Y PW:MW 12.01.06 HISB 11/30/06 Y Util: RB 12.01.06 F3=Exit F6=Add F12=Cancel 12/06/06 8:09:22 Bottom SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 Deland, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 tow ,l e,- /6 , 2006 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot Z/ ; Celery Lakes Phase 1A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /t-7 K/ca'ii a/ GQ%-r-le ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; 12 j f Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMEW OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 16W60-00W Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 17-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owners Name _ _ , / • _ I rvok.7 u.wnw! _ I A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I company rvru, numarr I Cit Slate ZIP Code 32 77/ - A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT ZI CEG B2 Y LAKES AydAE I A, Anoq r Boo+ 67, P46E5 58'>199 J!5WN V-"Z Od TY F•e pJ1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) f/Nccc Fig S/c^ire4 A5. Latitude/Longitude: Lat. Long. 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 Number L 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) NA sq R a) Square footage of attached garage 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 Z4 walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b 4 4 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 8 Community Number 82. County Name B3. State ^ i/TY O-C _SGw_/L/)P/7 120294 L4"/„ioG cvr'W'TY Lo/e1 ry 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) 2//7C0065 rE*) AAe./7, /995 AP,QI4 /7 /9.95 X' 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), ^ 811. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date 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 A7. Benchmark Utilized SCP Vertical Datum VaviorpZ, l Conversion/Comments v14 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) (4/C C .«oo'..L% a-) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 22.52 ® feet feet feet 7/. * 19 feet ZZ. 9 $ ® feet feet feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Pu2rto•Rico only) meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifiers Name License Number Stcrn e w Sm r f% F/o./a/., /0.5. A) /l/o . 3 73 c,- Title Company Name i'rc O/6,4 cSmr fLi fib-olf'.%na f cSyiveyi2q + Address Citv Slate' ZIPCode PLACE SEAL iF-RG PPhAA Fnrm R1_11 Ph-nn, 9nnr; Coa rn„orcc cirin fnr rnnfiniiarinn Renlac:es all orevious editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number Ni/EA T/ELF C/EGG E City State ZIP Code Company NAIC Number dl 2 Go2i i9 7 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. Comments Signature vdre E) Check here if attachments SECTION E-'$UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E I. 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 feel meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or' below the HAG. E3. Attached garage (top of slab) is feet meters above or below the FIAG. E4. Top of platform of machinery and/or equipment servicing the building is feel 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 Slate ZIP Code Signature Date Telephone Comments ` Check here d attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(5) and sign below. Check the measurement used in Items G8. and G9. G 1. The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building,localed In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following information (Items G4.-G9.) is proved for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued,, ; ' I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the bullding site: feet meters (PR) Datum Local Official's NJme Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions CiPermit # : OO —I r Job Address: I `t I I.Vrl ?, Gc,1'Tl Z-1 L Description of Work: (,(. 3 U- , Historic District: Zoning: CITY OF S NFORD PERMIT APPLICATION Date: S&C ,UI-14;E `tal Square Footage Value of Work: $_SCJ U 'bU Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration kl 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 —V—/ Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) N- 2 s 4 sOwners `Name c Address: t eA i v r r s1 _ IIIf_ _) Phone: 1 Cont actor Name & Address: C Phone '& Faz. Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: State License Number: Contact Person: Phone: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be f nd in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, st agencies, or federal agencies. i Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law FY 3. Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 Date UTIL: FD: Date 4Pi nContractor/Ag nt's Name Sibet r o Notary -State of Florid Date NOTARY PUBLIC -STATE OF FLORIDA Ken i K. Lindsay L Co ssion # DDS41618 v Contractor/Agent isPersonal* n PR A18, 2010Produced ID n . wan......+.. ticBondiing Co., Inc. ENG: BLDG: p" ,(_ f-(4 C 000 CITY OF SANFORD PERMIT APPLICATION Permit #: O y- / 9 Date: AUGUST 22, 2005 O Job Address: 147 WHEATFIELD CIRCLE LOT 21 CELERY LAKES PHASE 3 tp Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $98,032.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,681 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 8/22/05 Signafi of ner/Agent Date Russell eith Summers Print Owner/Agent's Name pglAwN. ). 9111. .:SI,7IfiP%I.)A dB....,Date J NNI E ULLERTON a°(= m# OD0460464 Expires a/10/2008 Bonded thru (800)432-4254: Florida Notary Assn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID 1J it 8/22/05 Signa re o Contrac r/Agent Date Russell Keith Summers Print Contractor/Agent's Name of Florida Date EANNINE FULLERTOh...... uu,y WS Comm# D00480484 : Expires 8/10/2009 G,fSOFF; Bonded thru (800)432.4254: Contrai)todAgerit.is_L°"19,(j,(¢Q;n io Me or VQMN-M971-1117 APPLICATION APPROVED BY: Bldg:Z;!eLt Zoning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) M& CITI' OF SANFORD PERMIT APPLICATION AUG 2 2 2005 Permit #: Date: Job Address f' WN"•4T%/ELD G/R LOT %/ CFLEO—y LAA --5 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS LSD Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone• (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pemtils required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 2005 Sigma re of ner/Agent Date nt Russell Keith Summers DAr Print Owner/Aeent's.Name Print or 22 2005 Si atu Nota -State of Florida Date JEA INE FULLERTOiv Commis OD0460464 Expires 8/10/2009 i3onded thru (800)432•4254: Fo;t Florida Notary Assn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID Contractor/Agent I Name AUG 2 2 2005 Date of Wry -State f Florida Date 2095 o JE' E FULLERTOIv 0&" op Comm# DD0480484 Expires a/10/2009 F ,= Bonded thru (800)432-4254' Florida No ryAAssn., I e ' Contract6fIN Ilit55_X•_•Ptrrsona YtartoWflfa-Neor Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: Date: AUG 2' 2 2005 Job Address W f &A7-,G! ELF G/ R- LOT :5;'l eelEA-V LA kES PAf 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restricts s 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 entitle; s4cp as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the irements of Florida Lien law, FS 713 A A 7U 5 AUG 2 2 2005 Signatu o Own /Agent Date Signature of Contractor/Agent Date Russell Keith Summers GARY CARMACK CAC043900 Print Owner/Agent's Name Print Contract r/Agent's Name AM, 2 2 2005 A 1 Ir, Sign Rid Scat4 Qf9Ioli0.a ....Date J NINE FULLERTON Comm# OD0460464 aP( f.= Expires 8/10/2009 Bonded thru (800)432-4254: Florida Notary Assn.. Inc3............................................. Owner/Agent is _X_ Personally Known to Me or Produced ID 2 2 2005 ignature ry State of Florida Date iEkNN;NEFULLERTOIv Comm# DD0460464 r( tk= Expires 8/10/2009 y, W, Bonded thru (800)432-4254: Florida Notary Assn., I c Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : / Date: -AUG 2 Job Address: LOT / Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit TYpe: Building_ Electrical Mechanical-- Plumbing _X__ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 12 2005AUG 2 2 2005 4eRug, tgt ure of ner/Agent Date Sigma o ntractor/Agent Date I Keith Summers JUL[ CREESE CFC1426702 Print Own /, zaf ldatttr Print Contractor/Agent's Name AUG 2 2 2005 SignatureNotary-Scat of Florida Date AN INt FULLE 1`014 ... r Corn 0460 464 Expires 8/1o/2oo9 Bonded thru (800)432-4254: un ` Florida Notary Assn., Inc Owner/ Agent is _X_ Personally Lown to Me or Produced ID 2 2 2005 1. rX. W. At.rtottaa......vate••..c EANNI E FULLERTON n Comm# OD0460464 e-$ Expires 6/10/2009 4s-,_-.- i%knn%A%2-4254: Florida Notary Assn •. uu.. nuww.u.uu...u...iu.i Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) Maronda MH Homes 955 Keller Road, Suite 1500 - Altamonte Springs, Florida 32714.407-475-9112 - Fax 407-475-9115 May 25, 2006 RECEIVED MAY 2 6 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: This letter is in reference to Permit # 06-479 issued to Maronda Homes for property address 147 Wheatfield Circle. The permit was issued on November 16, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-479. Please renew the permit for 6 months and we will call for our first inspection as soon as possible. If you have any questions or concerns, please contact me at (407) 659-3719. Sincerely, Russell Kei Summers Vice President of Construction Maronda Homes, Inc. of FL Leg6d of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. : Bearing Feld : Feld Measured P.C.P. : Permanent Control Point P.T. : Point of Tangentoy Centerline Calc. : Calculated Fnd. : Found P.I. Point of Intersection R : Redus Righl-of-way Line C.B. Concrete Block Gov'L Govemment P.L.S. Prolessbnel Land Surveyor R.L.S.: Reaser7d two Surveyor Overhead Utility Line Ch. Chord L.B. Lloensed Business P.O.B. Point of Beginning R/W ; Rfght4,&ey Easement Line Conc.: Concrete O.R. : Official Records P.O.C. : Point of Commencement Sec. : Section A : Central Angle Const.: Construction Pa'/L Pavement P.R.C. : Point of Reverse Curve S/T : Septic Tank ARC Arc Length cis Concrete Stab P.C. Point of Curve P.R.M. Pernuinent Refererkos Monument T.B.M.: Temporary Do let Me* Blk. Block Elov. Elevation P.C.C.: Point of Compound Curve P.S.I. : Point of Street Intersection W/ : With Boundary Survey: vo.9 cto I BLS UPZ¢9•¢ s• oav,,4c6 9 I I 5 PRfaPe:)%F_D 3 OR, N' i• i,llia 11 is' 0'41 /rY (j• E.QSea6.T S ( O 13• O. oe r F tto -- 2 14. 256.59' _ .r _ So.'oly'"f's•s/Fr fo_-l' •• ''o.00_'"'T Fwv..tl.+it i Y•, ssr.t/wi .. .. • --.: fits •' ':,•,; AAr. f•4o...wi bL3- 24l4; Ile /PL.fr+tom 7b f lNt: ran ( f 2 >t sx ;40401.er A So' s: +'/9.>•wlLri3i'T. /'4.c.6..rrvtek ESC//• T/Oit%: LOT Z/ C GE.eY 113: A7- Boos! i9GE-S L• 9K6s /,ivsE 44 ; .Sceo d s oa fi o/e0/.V6 To /%o i• ouo Pvdi ic ,Q•Fcoeas v/ SEMii oL6 GovurY, Sci PiOf1. CERTIFIED TO: A2 1 hereby certify that this map depicts a survey performed under my supervi- Csion, and is correct to the best of my knowledge and belief; and [hat this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Survoyurs In Chapter 81G17.8, Florida 472. 027, Florida Statutes Administrative :22 SMITHDRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL C vS ey E. Smith 386) 734.7047 (386) 789-2855 egislered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: S6, S,y7/Ti`/ REVISIONS: CREW CHIEF: SCALE: _ 2O Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-ol-ways, it any, have been pro- DATE: 6PTdA7 E.e vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. NO " - 96 ZZ - 0.5 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 21 Subdivision: CELERY LAKES PH.3 Property Address: 147 WHEATFIELD CIR x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 434 S.F. Porch(s)/Entry(s) 24 S.F. x 3. x 4. TO FOLLOW N/A 5. N/A N/A N/A x 6. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,681S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: By Own rr or thorized Agent) a c 00.4 U Ln C4 U. rl M O W J11. O Z%i fY W O Z 1OCea LL. W _ W W O J O ZOYQ tn W Ln Q vd a a MARYANNE N[IR r:v CLERK OF CIRCUIT Cf']URT SEMINGLE: CRIM Rr )EtEjf);=i F+a 1354 CLERK'S 0 2W5i 592'r)6 RElitlfi D 09115IM5 02157134 PH flEtlftblNU FE;! S 10.00 REC,tliibt.b by t hollien NOTICE OF COMMENCEMENTEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 21 147 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1s` St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a, copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) Sworn to and subscribed before me this Wtary PutJJic EAN IN ULLER Olv Commtt 00 60464 Expires 8/10/200s sondedthru(800)432.4254: M.: Florida Notary Assn., Inc RUSk-Ch KEITH SU MERS Maronda H , Inc. of Florida Vice President - Construction 22ND day of AUGUS„gZbt Copy 5E MA Nr(N`E M C1E - .In,'mv. wal" NOV. 6.2006 3:36PM MARONDA HOMES 101.1.1(fill ItONO. 41116t19P• 3/31111jilijIh! STATE OFF The real General De OWNER IN. Name and / o A Interest in P u. NAME AND U SCONTRACT a = g'^ SURETY (E w NameandA z u, At Amount of B Y a a LENDER Name and ai In addition to provided In Expiration D The expiration NOTICE N+ , o.>Btlt OF CIRCUIT CM Skl11NDt.E C14NTY Px 061M I9 04341 f1pgl CLERk S a 2pd6U277 6 Uki> ED 0/EOI Of1B 01.01,14 PN R4' C4RDINb Fib 14.00 r REOORAE7? 81 L holden T.-- g' TAX FOLIO NO'j 25-133-6949 PERMIT NO. l . ORIDA COUNTY OF SEMINOLE I 4DERSIGNED hereby gives notice tha improvement will be: made to certain and p operty, and in accordance with Cha)ter 713, Florida Statutes, the following ritionIsprovidedInthisNoticeofCommqncement. 1 J OF PROPERTY (Legal Description aid Street Address) Lot 21 Ef LD CIRCLE• Subdivision' CELERY LAKES PH 1A i iptlon Of Improvement Construct a Sinola Fnmlrv'Rneiroa-._ RMATION ress fflaranda Homes,965 Kelley terry ( Fee Simple, Partnership, etc.) DRESS - OF FEE SIMPLE TITLEHOLDERS (If other than owner) if ' ess Nf ' I I ess Bank of America 0A 25Q Parkiue South Suite 490 Winter Park FL M9 4316 _ FIN MEGAN K=4407)64C,6304 -2330 1! within the State of Florida designated by owner upon whom notice or other it its may be served as provided by Sectlbn 713.13(1), (a), 7., Florida Statutes. N. 1" SL, Sanford 32771, Fax: 407 h 3 S 2 hoe 40 • 322-944, Name end alddress i nself, Owner designates or to receive a copy of Lienors Notice as C: ion 713.13(2), (b Florida Statutes. ! f Notice of Commencement II is t year from the date of recording unless a different date Is spedfied.) THIS DOCU h T LS BEING i RE- RECORDS 70 REFLECT Russ L IX H SU MERS TIM CORRE HME ## Maronda H Inc. of Florida Vice Presloent - Construction i Sworn o and r3ti )scribed before me this 20TH I day of FEBRUARY, 2006. r........ ....... ......... 1,........,, , JEMlNWe FULL I'; Canny ytt l 2 MM ruo. a 1 7 >yM rtiVY ( 1) l 1324231[ v •.......... Xtlillhltu COPY MARYANNE MORSE: CLEkK OF CIRCUIT COURT SEMEN 0 NTY. FLORIpA i KMM aloe COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77169 BUILDING PERM T y MBEv(D' `/ 1 - ( ITY) UNIT ADDRESS:Q Z TRAFFIC N JURISDICTION: 06 SEC: TW : RNG: SUBDIVISION: t)LeS PLAT BOOK: PJLAT tObK PAGE: OWNER NAME: ADDRESS: APPLICANT N ADDRESS: DATE: _ COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: 41 BLOCK: 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 dwl unit S 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 S 1,384.00 AMOU T DUE $ 2,285.00 STATEMENT' RECEIVED BY: I rb Ir , 1"~ SIGNATURE4 1L,.. LEA E PRINT NAME) F DATE: J-- 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******************** i FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Departmerit of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: SUNH32B 21CL3 ADDRESS: 147 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type Single Pane a. Clear glass, default U-factor 263.5 ft' b. Default tint 0.0 ft' c. Labeled U or SHGC 0.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior b. N/A New _ Single family _ I _ 4 Yes 2223 ft' - Double Pane _ 0.0 ft' _ 0.0 ft' _ 0.0 ft' R=0.0, 136.0(p) ft _ R=4.1, 720.0 ft' _ R=11.0, 992.0 ft' _ R=11.0, 159.0 ft' R=19.0, 1103.0 fl' _ Sup. R=6.0, 85.0 ft _ Builder: MARONDA HOMES Permitting Office: acPermitNumber: Jurisdiction Number: l 9 isvJ 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: 0.12 Total as -built points: 27424 PASSTotalbasepoints: 32668 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: AUG 2 2 2 I hereby certify that this building, as designed, is in compliance with the Florid Energy bode • OWNER/AGENT: DATE: AUG Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cap: 40.5 kBtu/hr _ SEER:12.00 _ Cap: 40.5 kBtu/hr _ HSPF:8.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ y yOF'iHE STq O.n A. EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance, Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2223.0 25.78 10315.6 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1724.2 Single, Clear W 1.0 4.0 9.0 57.68 0.92 475.1 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear S 1.0 15.0 30.0 48.22 0.99 1437.2 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2549.7 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.8 Single, Clear E 1.0 13.0 9.0 63.97 1.00 573.2 Single, Clear E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 30.0 63.97 0.96 1847.6 Single, Clear W 4.0 2.5 8.0 57.68 0.45 209.1 Single, Clear W 4.0 7.0 5.5 57.68 0.70 220.9 As -Built Total: 263.5 15108.7 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.1 720.0 1.18 849.6 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2845.7 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1103.0 2.82 X 1.00 3110.5 Base Total: 1103.0 2349.4 As -Built Total: 1103.0 3110.5 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 136.0(p) 31.8 4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p 31.90 4338.4 Raised 0.0 0.00 0.0 Base Total: 4324.8 1 As -Built Total: 136.0 4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance. Method A - Details _ ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43638.6 Summer As -Built Points: 48674.4 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Cooling Points 43638.6 0.4266 18616.2 48674.4 48674.4 1.000 1.00 1.079 x 1.150 x 0.85) 0.284 1.061 0.284 0.950 0.950 13940.6 13940.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details. ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2223.0 5.86 2344.8 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 1.0 4.0 9.0 13.25 1.01 120.5 Single, Clear W 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear W 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear S 1.0 15.0 30.0 9.90 1.00 296.0 Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear E 1.0 13.0 9.0 12.37 1.00 111.7 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 30.0 12.37 1.01 374.8 Single, Clear W 4.0 2.5 8.0 13.25 1.10 117.0 Single, Clear W 4.0 7.0 5.5 13.25 1.05 76.7 As -Built Total: 263.5 3296.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.1 720.0 3.31 2379.6 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4649.8 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1103.0 0.87 X 1.00 959.6 Base Total: 1103.0 705.9 As -Built Total: 1103.0 959.6 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 136.0(p) 1.9 258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: 258.4 1 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole.Building Performance Method A -.Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 2223.0 0.28 -622.4 2223.0 0.28 622.4 Winter Base Points: 6050.1 Winter As -Built Points: 8825.3 Total Winter X Points System Multiplier Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Heating Points 6050.1 0.6274 3795.8 8825.3 8825.3 1.000 1.00 1.068 x 1.160 x 0.87) 0.416 1.083 0.416 0.950 0.950 3778.5 3778.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugena/RaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential, Whole Building Performance Method A -Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 18616 3796 10256 32668 13941 3778 9705 27424 PASS yo4 - T sT4r o EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential.Wh.ole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss 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; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A.22 OT14FR PRFRrP11PTIVF MFAQI IRFQ I, --f — e-----4 a k.. -11 .-d....—^— 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate 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 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.0 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family I _ SEER: 12.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) 2223 ft2 c. N/A 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 263.5 ft2 0.0 ft2 _ 13. Heating systems b. Clear - double pane 0.0 ft2 0.0 ft2 _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 _ HSPF: 8.20 _ d. Tintlother SHGC - double pane b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul,Exterior R=4.1, 720.0 ft2 _ EF: 0.93 _ b. Frame, Wood, Exterior R=11.0, 992.0 ft2 _ b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft2 _ d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1103.0 ft2 _ 15. HVAC credits PT, b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 85.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) of gtiE Sr4j in this home before final inspection. Otherwise, a new EPL Display Card will be completed ti based on installed Code compliant features. Builder Signature: Date: AUG 2 2005 v o Address of New Home: City/FL Zip: f CO0 WE B NOTE: The home's estimated energy per score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPADOE EnergyStarr"'designation), your home may qualms for energy efficiency mortgage (EEA0 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 AfaiiF&W9Y T8(iVersion: FLRCPB v3.30) ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-911 S LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 21, 147 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. 1 RUSSELINEIT I SU MERS, CRC058496 MARONDA HO 1ME , INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH SIMMERS who is personally known to me. NO-VAR%ARUBLIC JEANNINE FULLERTOIv a ",'o'•.. Comm# OD0460464 Expires 6/10/2009 condt d thru (600)432.4254: FIL W3 Notary Assn.. Inc National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright© 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA- CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800- 264-0870 nisus( a)nisuscorp.com www. nisuscorp.com 1. 0 SUBJECT BORA- CARED Termiticide, Insecticide and Fungicide 2. 0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3. 0 DESCRIPTION BORA- CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate ( DOT), which is a mixture of borax and boric acid. BORA- CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA- CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA- CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4. 0 INSTALLATION 4. 1 General BORA- CARE Termiticide is installed in accordance with the manufacturer' s published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4. 2 Application BORA- CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA- CARE is applied by spraying, brushing, and injection. BORA- CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordancewith local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4. 3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture.contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, either expressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Re Dort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's nametand or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM', and the 1998 International -One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB #I LOT I ADDRESS I DIV/SUB—T MODEL 6CL02103 21-3 C HHEATFIELD OR C+-CEL JSUNH3 LEFT SUNBURY H 3 VAULTED This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 34 Dwgs: Layout 1-2-04 U 6-11-02 Roof Loads - VT 4-11-01 V 6-11-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 A 6-11-02 X 6-11-02 B 6-11-02 Y 6-11-02 C 6-11-02 Z 6-11-02 Total 33.0 psf D 6-11-02 Z1 6-11-02 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" E 6-11-02 Z2 6-11-02 F 6-11-02 Z3 6-11-02 F 1 6-11-02 G 6-11-02 G 1 6-11-02 H 6-11-02 H 1 6-11-02 1 6-11-02 11 6-11-02 J 6-11-02 11 6-11-02 J2 6-11-02 K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY DATE: AUG 9 2005 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 1 40-0 I zi J I II Z I OLU E CEILING C I H I Z r IG Z11 G m m m m rTl!• 0 co D I Z. z I I A/ 7-0 G G Z 1-- I D•. G G I ZIP zi ll. I B ARING WALL j —o r a} it4 !N 0 J2 MT a O O 12-0 BM-2 ----- --- I M0 A11r. t-9_za woj r--- TKJLMHANGER '• JOB K NUMBER : SUNHV IH1 i 1 V I I}_ H1 CUSTOMER: REVERSED JOB NAME: SUNBURY "H" VAULTED M.BDRM. DRAWN BY try—) DATE: 1-2-04 I1 Af yI I APITCH: 6/12 O.H.: 1=0" I BEARING: 0'-8" LOADING: 33psf F` 21- 0 19-0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the responsibility oftheins tallerfbuilder uildinocontractor, licensed contractor. erentororerection contmrtor" .. rec ',n unload store handle Installand br@ce metal plate connected wood trusses to protect life and property, The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood C-AUTII con rai t.:,•-. TRUSS PLATE INSTITUTE 583 D' Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833- 5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designeror installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE CAUTION: TrussessFioL1d! 66tb6 l:Sy iii-' ti.. •.. w •.c".ir:rn, cX?!?:Sti t'-'"'Ajriloaded. onirough erram;or:: edenisutfaces:whicb-,, 66uld:ca iset damage:oahertruss:.' gs;prior, r:._.•.. sesstored hortzontally.:should be• - a }GA11TIgN..Trus ;4;`: CAU10151:•,,Trusses°:scored-uerflcall should be i „r:....x:; :f•'..:>;C:, revsnt:excessv'elat ral:g cr;°supportedyson.bloc kt ng io;p i,.2`.Ok tYtl'•OLh t.r1T1.S.•'Y.•I:..+Jll y'1`•; ., fbracedto•prevent?to`PP(ing orlt ppin•g;''r;;:.,,.,, bendingiand lessertrnotstrealn'• { -•'`•' _ q':r,'•'r'tri.,c ''r`^'.-.».:.K.,.,..w::':S>:i v%:,:v.•L'k ir,t!.c"txti. ti'.•s'a'ri-.N.'.:SAr.f'vlk•xN.",i41.. .•t':'::tr;:.Y.•: r,_;;;,t '-. Yrs?:•:..-;• °- :' .. w. :',- :,r• x z,oDA•NGE•R.iD:o rotJstq e bundles u `Yi`.i un(ess x!:= -r WARNING:,.:.Do not:breafc bandingsuriiil tnsfallafion., H J. ..t.. ^' r<; ,±:, rJ Y±!!i3i- :., s:'•T.. k. F thC'`ni•P.Ni.. c.) 4... t`a ::: ...::.,art l:Y. • : d.'n i ll• : 'S1r,. 1L«2: .v:a,:. :i?':-. f:?tiri:. t f t .'"+Cs•. '. ,R'W/Y,iti-.. •.:::t':':i.. z`':4: r w:;"4"`''a` cl!b `exercised in'zbantfin :,re-;! r,; fy,; ro, erl bracetl:Do:notbreakbands unit!'buni les• od 9__.... Pa, p.--•.:rw;P::_. > 'rc+.8 cl:s•;:, r„5 s,tr a, ;.::;::R,:-.;:t .'r _begmsCares,,D.,,na=7•a N-•.•:}iL'a.-.,::t;a,i" t :i'cn=4.d>%G}.'15'f>;cvwg„ti t :'"' led.y 1:rr . mo ral{ to,a"N,otci;slitffin oftncllvitlual:irusses.,,sr:::.. _ ,s :eEplaceii,m=a stabe taorizo:ntal ostiton.• .;..:, ::w y , t , r , .,,• z ti••vr rvnr:::..;..: y. 7 _r,r i r:. r, h ;tt- r-:: .¢ f''>- : ; ANGR$11 fa1ttrusses':which;are;j" ii fiat; ri t. tn tt ip3t.liff "b ntllecl tru ssesbyhe ".:,x Y• ,g'. yar J, tr. YVARNING NOUN,n : wy .-, y, t; . , r t,a.f,ws.F:SvwrXarf{3;flC+sns 7 rdr i rt :!Is!extrerr el. den erolts antl sho.uld}be s'trtctljr;, o ''• a '••k.- r ,tllt'a^ r I rotbtfe .":+u,• ::..,..,,:_..,. r' L....-.. _•1yY=1F11'k, v fcfi`i.iti..G5:uY0!+.trlcS,rc.'e.n.'I: ?l!ri ._'`:4ii„Y:K H: Frame 1 p Tag Line 60e " 60n or less\ or less Approximately Approximately Tag truss length '/2 truss length Line Truss spans less than 30'. Spreader Bar/ Toe In Toe In Approximately h to V., truss length_ Less than or equal to 60' Tag Line Spreader Bar J Toe In Toe In Approximately to V. truss length Less than or equal to 60' Im tia t , •• iJ ITtJG:: I Gat r th n A,rbiy fh:e ps•ak '+;1"+ r'' MECHANICAL. I NSTA L TItlU'N•,F• Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's traming plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Strongback/ SpreaderBar Approximately i r Yi to Y truss length Greater than-60' Tag Line Sirongbacic/ SpreaderSar At or above mid -height' Tag Line Approximately Y3 to Y, truss length Greater than 60' i..,. ade mateV.-W i,31hsfdWion'of':,:.r:;.< C .U.JTI ON:t-.i`,em orar .bracing shovvn..In.thissumrnary sheet is „g . „v,r•,w , MF°" •.;jF .r^-:1•+i.r V:o:.; r•'._Y: ..n ;lt;`:.•'^,"1 YIc.`i M.: ._.. rsr,•.nry _ 'iae,tii+-t:: :v,.'s•_ ^•a.....,. r'f.. arc' o. u ations f•:Consult.a e.e istereti,protessionai;.enginee ' if ait<differt of , rtrusse,,,with..siml! I' Q Q Ma.,y, r,;:.h,[n::l;,;rxta'+^Pss:n»r„n `3. ,I: p:• • • un:n ;u,7v .),{,Si,4 i+vPr.:.,rTi'Ji'•='1'„J.at"uS+(rY......a •/ C._... 1.,- .fr, c:Ihu•'. :z iP.' .. i..w• _ ..{'`, .,. . , r' . 4'ir' rP• y a,;r ^ r a?,.. ,, •rr' - x'jT "IS:.accOrtl ricCrtl%V.t'h1,,T,1'l+s,:.:°,. bracin r,acran em nt ,is' desired ,The en gne . d y;;design g S. 9i •a:. `g,. •.tr.yt,:to aaq•.. ::S•.r•. ,.,f.; Y+'.+hw k. - wHT,ti W.!•,i'err•.,,,'`,"rt1J.:.:cif:I`i7 a:t.•a5i+,im'a,:"s!r[+7!:i.frr.irs i+.i., crt-5'n:¢• a•1: r 1 ,: . Recommend' D,esr ri'Specif cafton for Temporary`Sr'j nWOT::rd1V1etal fate Conn e¢c ed l2 ood , t r r.,,• ; r.' Y:t.fn. bFli, - r.,ci::r++n.. Y•i+h. 'iR •R.f4. ,r.4ir's..c•,!* jy_•..iih SE"_,'I•tewn. t: -.... i `•J'' Trusses; ;D'SB`89,• and;:iri.aorne=sesr terrriine.:thatra wider+spacfn•gi s ossible r r>+r • ,,{, a ys.r ,.,,t;,.:.•:; ' r. . : .,.. ,•.r .•<rv; f:: r.:. :. r.. ,I.p„ ,,,. .,. .. r :•,r.,•: r rr,!oi;•w.rrv.., ,. .., ., ,•, •.., GRQUN. Br A:CBi G:BUBLtai d` 66 EFI'OR'- :C R!!(D"BRAeItqGBl'ilLmlf:EXZER{C7R' I GBp,*•. Top Chord Typicalvertical LBT., r atlechmenl Plant r ce Ground brace I L •. J'. _ '—` Ground B vim -- -f .wl7• ICI: t/ vertical ( GBV) 'GB I = — T"• 71 6 '+ '` .q +'eco Ton Chord • V .,a ., {{• ti Venicals (3BV) 77 f Rrut ital lie member with r ( HT) rtruas of bra' oup of trunee EB) Frnml? 5) DF -Douglas Fir -Larch HF -Hem-Fir 12 4 or greater 7-1 609 0 Sp - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. DF - Douglas Fir -Larch sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 12 12 7 4 Or greater Bottorr at eaci SnaCin z __ --v ___ t X, 0 10. Permanent 1, 66 continuous lateral bracing as specified by the truss engineering. 7 ORD. I G"' E BMACE SPACING- (0Bg1-,-V LFB SP/QFk1-0SPF/HF" 20 is 10 7 6 4 ofessional engineer sp - soutnern time SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Cross bracing repsated at each end of the building and at 20' intern als. 1-WLB M-E'M BE9"Da,N;,E;A;19,. W., Frame 4 O rrT XA141 W DEPTH rOP-CHORD ACC kL-HALZHAL I' SPACIAJG(UBS).. IW, ruse .#W"AF S,P7:D:FV.;fl,S,P,-F'/H U to 32' 16 7 0 Over 32'- 48'l 4 6' 1 6 4 Over 48'- 60'1 48" 5. 1 4 2 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Xt),'HAHALU Top chords that are laterally braced can buckle together and cause collapse Ifthera in no diago. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlino are httachod to the topolde of the top chord. L The end gggi3F Wd _4 diagonal brace It a41- 1.1101 for cantilevered End diagonals are egsijn1l51!- 6 trusses must be stability and must be duplicate placed on vertical both ends of the truss system. webs in line with the support. I 4F4 . L , L=. L, HORD.:T USS: JOP,CHORD,"] Top chords that are laterally braced can buckle 1119alherAnd cause collopue if there isno dingo- lial bracing. Diagonal bracing should be nailed to the underside of ilia top chord when purlina me attached to the topaide of ilia top chord. r-rame 5 Continuous Top Chord Lateral Brace Required T 10' or Greater Attachmer Required 20I(DSsJ TrussesSp/wig 2' 00 c. 30" or greater Continuous Top Chord Lateral Brace Required 10" or Greater, MAttachmentRequired 3 Trusses musthave lum- ber oriented in the hori- zontal direction to use this brace spacing. I -v 40 4 ......... i A T MAE' NX5601% 1, IMM-19 OP,CHO Oil- E MINIMUM11 il'!M .SPACING Mlj^A-r, WIN' ' ZRAV.B' SPA'CING'(DBg)" PITCK?"j. t9r. IT. K.SPACINd(LB,trusses) y, A- 41,4P, ATM. FSPJDF -T]'SP.FVHF,i,ii I Up to 2V 1 3/12 a, 17 12 Over 24' - 42' 1 3/12 7' 10 Over 42' - 54' 1 3/12 6' 6 Over 54' 1 See a registered professional DF - Douglas Fir -Larch HF - Hem -Fir engineer SP - Southern PineSPF - Spruce-Pine-Firop, 0 % el, N Diagonal brace also required on end verticals. - Top chords Thai ore laterally brao.d can buckle grithura ij1brar;itt9. Diagonal brard till anouldbonailcd to the miderside of tho trip chord when purfina are aftoclicA it) the topside of the top chord. M C5' N 0 T. P.- U S. , S'' -.:.- I PLUME) 12 1773 or greater '9, All lateral braces P; lapped at least 2 trusses. Continuous Top Chord Laieral Brace Required 10" or G reater Attachment Required WARNING:. FMI'Uf-d-to,,f,6II6W.the!§e" ddt;6ft -cafreUld 6.uit.ihrecomm.en i .. severe Derson'l d' trusses or bulldjhgs a Injury- or amage to rus Truss Depth D(in) Lesser of D/50 or 2" Maximum Plumb Misplacement Line Dflni 0/50 12, 11'4." 1 241' L,-L_L 2' 36" 413" 31 4' 501, 1 -1 !4" j 1 72" 1-1/2"1 6' 84" 1-3/4" 1 7' 961, 2., 13, 1081, 2. 1 I 9' ITJ Length L(in) Lesser of L/200 or 2" Lesser of L/200 or 2" i;(Iri IJ2 01) 200" 1 16.. 250" 1-1/4" 120.8'- 300" 1-1/2" 125.0' 5011 1/4" 4.2' 100'112" 8.3' 150" 3/4" 12.5' OUT -OF -PLUMS INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. r'r.... . .. .... 6j.T, t,,, UTATIT-ses... V PC[ Frame 6 J R®11 DA S3'STE, S 4005 Maronda Way Sanford, FL 82771 407) 321.0064 Far (407) .021-3913 Date: March 5, 2003 To: ]Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley 'Trusses All valley tirusses labeled V1'-1 thru 100 are covered under the general Valley sheet providedinthetrusspackagesignedandsealedbytheengineerofrecord. The connections are notedonthestrucauralinfosheetoftheplans. All criteria of the valley trusses are noted on thegeneralsheet. 1f you have any questions please feel free to call at 407-321-0064. SRrerely, Torn s Ponce, P.E. Date: 3 5f0 g ytt'sl 6lb:tl x r' Gag ff! OOFO S i- A E OF i;•pe, 1e;'y t• I . I MARONDA SYSTEMS WO: VALLEY SET Ti: VT . QTY:1 DESIGN INFORMATION This design IS for an Incitvldual hulldmg . component and has been lased On bdonmation provided by the client- The d-1guer disdains. any responsf Mty for damages as a result of faulty or mmrrrct Infarmatlon. apcdn—tlnns sad/ r destgrs fumtahad to the truss designer by the client and the coerednesa or accuracy of this infmmalloi as it may relate to a spe- dDc ptgcd and accepts no responsibility or execelsn tro control avillr regard In [abdm- UM bandlmg, shipment and InSIRD. con of tr.»t-- This truss has been designed as oil Indhddual buBdtq component to accordance with ANSI/M 1-1995 and NOS-07 to be Inmd rporat' as part of the building design by a Building Deslgper 1[xyjstexed archtt a or prof=10nal mgmeer). When reviewed for approval by the btdhd ig dcs4p=. the dcW p badmgs shown must be checked to be sine that the data shown are in agreement with the local building codes. local climatic records for wind or scow loads. prated specifications or special appild lmds. Uni shown, truss has cot been dcs%pd for storage or occupaacy bads_ The design assume compression chords (top m bottom) are eootlnu- ously braced by sheathing siles. otherwise spedBed. Where bdtmr chords to tension are not fully braced literally by a property applied ngld ceiling, they should be braced at a I- n pacing of 1014r — Connector plate shall be manufamued form 20 gaoge hot dared gatrantrod steel tcecffig AMU A 653. Grade 40. unless olhetwse Shawn. FABRICATION NOTES Prior to fabrlotmn, the fabricator sln0 revlew tbts drawing to verfry that this drawing b in conformance with the fabrfcatne3 plain and to my a continuing respons166ity for such vert- ficatloe. Aiy discrepancies are to be put In writing before cutting err fabriation. Plates Shall not be Installed over kmthoks. Totals or distorted grain. Members shall be cut for tight lining wood to woad tearing. Con- nector plat- Shall be bated On both faces of The truss with calls hdly imbedded and shall be sym, about the Joint amh-- otherwise sbawn A Sx4 plate is 5' wide x 4' long. A W plate is 6' wide x 6- long. Slats (toles) Two parallel to the plate tenglfs Specified. Double cob on web members stab coed ere the oentrold ofthe vicba unless otherwise shown. Connector Plate saes ate miolmumn tees basil on it. (ores sham aid may need to be increased for genaln hand- ling red/or -.cU— strewn. This truss IS not to be faMatd with fte reti dint treated lumber unless atherwbe shown. for—MR-1information on Quarry Control refer to ANSirm I-I995 PRECAUTIONARY NOTES AD bracing and c— ion recommendations are to be followed in aecoreance with'Itandlmg lmWUog & jiradut. HIB4I1. 7h— ors to be handled with p-tiodar are during bandhug Rod bundling dellvcry and tsr h-n-um to avow clam.&- Temporary and petunncot bracing for holding trusses to a Straight and plumb pos- aloO and for rststtng lateral forces .ball he deigned aid insiallod by others. Cudul hand- ling IS essential and erection bracing is always ruspdred. Nora al precautemry action fm trusses requirs such temporary bracing during Installation betwem breve to avow toppling aid d@ahming The supervision of crectim of susses Shall be under the control of per3mn eeperleruoed m the laSf.1 '— of trrsves. livfnalnml advice shall be sought If needed. Coecent. u. or canstructr.... Inds grater than the design bads shall not be applied to trusses art any "me. No loads Other than the aright of the etedms shall he app6cd to trusses until aver all Listening and bracing is completed MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES (TYP.) SU/ FOanaa TRUSSES II SUPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. DIAGONAL WEBS REQUIRED WITH SPANS \ GREATER THEN 26-0.0 316 214 0- 0-4 20 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL i 2x4 i 214 OR 516 OR 4x6 316 t 416 316 116 OR 214 It) WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE II) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT t416 24.O.C. (7YPI OR 214 2x4 316 I VARIES 214 12 j UP TO 3xS 20 2x4 214 214 4x10 2x4 316 2x4 2x4 316 316 OR 315 OR 214 1 4x6 OR 14.6 MAX. 6.0.0 O.C. (TYP) • 214 MAX. 6-0-0 O.C. ITYP) MAX TRUSS SPACING 10. BELOW a 40' O.C. SPANS UP TO 60-0-0 I TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 62 BELOW VALLEY SET. VALLEY MEMBERS WEBS: - 2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH iOd NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG J. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLA77ES.ARE TL20 GA TESTED PER ANSVrPI 1-1995 Cont. Support Maronda Systems 4005 MARONDA WAY SANFORD, F1_ 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 GREENDROOR Cr.OVMM.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing ahown on fhb drawing Is not erection bracing. wind bracing. Portal bracing or Shan- bracing which is a part of the building design and which must be considered by the buflding designer. Bracing shown Is for lateral support Of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and spcdOd loatlons determined by the building designer. Additional brad" of the overall structure may be required. ISm HIB-0I of TP0• errs' Plate tnstinute. TPf, is located at 583 D'OOdrio Drive. Madison. Wisconsin 53719). Studs ® 6-0-0 ox. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 Truss ID: VT Date: 4-1.1-01 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: DESIGN INFORMATION Tbis "gn is 14 in ilwiridual buililin.. cung.tt.t- of aml Ins I.ac- I..sd n.. i„I:vmukm prnvi" by a.e client, Tie desi.—Disclaims any c-pmsibubj- Ibr damages as a veldt or. Worm incwreel infatuation, aaspallliwtS am!/u.ArII. s fi.mirhd 10 the tr„aa dtd.o 6r the Utew .„d .I.e eanrw.scta ar acewraey Of dtis inbtsnatuat as it u.ay rclam t0 a rpc- eille pn.Jea atd m.-eepts son rop.msibillir .v Sscrctsa ter L7",,A wish rtgud m fat rica- ti e. banlliat, dupmed and loutalbtbm of bullet. This truss has beets ddignal as an 11a00d.n1 luil ing cu-q.vnc01 In arcm.lan•• w41h ANSIMI 1-1995 uw NDS-91 in be ineerp,ratc.l as pqn or Ibc WtiWint Design by a O"Idln: Dedgtter (rglsurd architw m prof®.met eminsr1. W hen reviewed fur alsgqvu-1 by the hutWing'teritner. it. dcdgIs Imdings shhvn not he cbmkd lu be ma that doe data dm.9 are Iw - rmoem -ith doe laol Iroiwi„ eda, lucai cli„ se rwWt 2r r l„e nr Tr.„.Y l0adt Img¢s V-ir—Ukm ur spedal applied ImJs., U01csa shtsrv-, tmss has err been designed fur samagc m aorctyutrq Itwls. The dcsi:n aso ssu„ nohow- o siuo churls (Infour ho t-1 em 4 - W r.haeed by dseubi0g mJea wberwise spccinm. Wbem bm&m clouds in nuslrm are tm fully IrmW laterally br a Ir dy aWlied rlebl cdlin:, ally sfnW .W hraail al s macianne tpaclas or 10%0- 0.c cunntxwr Plates shall be =f---.red from 20 gauge hat dtpl. d galradad sled -tell-: AST t A 653. Grade 40, unls, ,,hem0. FABRICATION NOTES Prier in ( drimli0n, it. hbrkatm dull review Shia d— hot w valtj del This drawing is Its cutfmnar.cu with ." (a1u'iealm'r plans and In roticc ...1 reslw„uB.iliSy tin u.cb —I. Ilan— Ary dixrelomelcs are n Dc pW I- srtiti„s la:fw< eetti.al rr iabork.th— rbo— shad Sall be !stuffed urcr tar„hda, torts „r dltttrtdgn1w. IArndtcrs dull he ells ur' d: bl Rldns ruJ -avow hearing. 'c_ seems plea dun he hcared un knelt f a -f sloe wss vub miss fully Iwd.-•u..r ana daU be - sym, ahta„ the Jdu tudcss utlagsaise drtwn. A Sal plan is S' aide a 4' Inrr. A 6.8 piste is b- whle a t- luq. Slim (Hied) rm panikl to the plate kagtb opedficd. Denble cats ne web rtemhna shag mica at the centrrdd of tie webs mdea ul crwae show„• Oun inetm plait daes are ufelrouts sites baud oa she (urcea datum attl stay u d In be increased four eo..ia h..& fiat aaWrm ereeYirm sucnea, lids tors is rtm l0 be Iabrleasd wiW ft< rwr.tuu trard Wither udns wdoesulj. she,. rw mhliliuml inftormatbm ter Quality Qui rul refer 1. .. ANSInTI 1. 199S PRECAUTIONARY NOTES All hraelug wl erwlm r¢utontmJa.hms are tube fdwt ld inaaxrtdnocc witb-Ifar.11'tng t-saalli„ g grad„= , NIO-91. Trusser are on he faoWtd r4tb Itanicular care Jmi••i harw1.2 and lo- ounbc. delirgy teal itrnalbuien l0 •rdd d+na: a TetgatarT ad (tcran..eu lam ra Itdab- c traua in a ttraigb. mood phunto rya. Ithm sad for «-idiot lateral forces shall he Ikd-rrd atW InvAld by rdocm Careful hanl- liag la nrcmlal awl anakm hr J„g Is J.nya re.Nird. Nomtal prn vasio.ary aeriom fv srinsa rnp. lra s0t:6 etaynnvy Israeiu6 dur14 ItaMlati.m lausca -stags 10 amid btpplins slow damimu. The to x"IsItm N erea).m .J 4um fhall be qn&-F The amlydl d( pawns ecpnic—I in tone Io nelbthm .d husus. Prufessi.anl adeke shall be snu:ho if needed. Gmccmratiml .4 umvfuctbm htads:rwlcr dun the deed:: loads shall nr Inc ailplicd ns Iroit4 at mar lime. N. loads adter IAt uc eh IIIOee..aw, shall I. ap(diah lan he u trusses umll afmf all luucni_ and hoeing la canoplctcd. . iIl' ItLOG'ICING MARONDA SVS*1'1311V1S p PS.--P Nc A':.'F1C' No.00650068 c o a STATE OF a 0. 0R10P.=c SIP HIP GIRDER 2x OF FYO: 1111' DETAIL 1'l. llrr BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES - 1-0 SHORTEN N FOR OSB NOT TO EXCEED 24 "O.C. CKING TO BE NAILED TO TRUSSES W/ NAILS @ 12" ON CEN. STAGGERED i ( i l Jr • . ii») ' sir, limo 1 % mationda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P. E. LICENSE &0050068 1990GIfE SR00$ Cr. OVIEDO.n.32766 Derit-t U." ir Aaelrsis WARNING: RRAD ALL NOTES ON TIIIS SKEET. Eng. Job: A COPY OF TI11S DRAIVI'NC TO BE GIVE-N TO ERECTING l)%V9: CONTRACTOR. I)sgnr.- Chic: BRACING WARNING: TC Live 16.0 psf Btat-g d- non un Ua.s Jianin: is nut cacti-- bracing, wind tomin, p,-'uI hracln:.v similar Macias riled. is apan ..I the IwiWing Jcsi:n aow -Lich must be cw.sidnd by Ile huiklin: design-. 1 % )iCell 7.11 psf Btacin: d.uwm is I.t latasal supp,u) ul uuss numbus only In reJuce lucllint Icngth. 14uvisim.s mud Ix n.d. a....hr N.cnl lomcing 11C Live 0. 0 llsr at n.lr u'd y+ccJ 1—oniunr dcic.mi.a-d by 11.c Iwiwing olesigncr. Addid.anl hou;in: n(de urudl urucw.e may be oetplirtd. (See IIIB.91 n1 TPII. BC Dealt 10.0 psf Touts Plmc Innimtc, TPI, is Imatd al 503 WOn-hiu O,j_. tAadilu, Wi=,.Wn 53719). TOTAL 33.0 usf Truss 11): Ii0' Dale: 10-20- 00 Durl+hc - Lbr: 1.25 Durlilac -Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code 1)esc: JAB PATH: C: ITEE-L0KU0BSIHIP0Er— 1 HCS: 01.01. OD JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: A QTY. 1 I DESIGN INFORMATION This design is for an indlvldual building component and has been based on Infom atlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomtation as It may relate to a spe- cific pmject and accepts no responsibility or exercises no control with regard 10 fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design Landings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in lenskm are not fully braced laterally by a properly applied rigid ailing. they should be braced at a maximum spacing of la-O* o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In confornanco with the fabricators plaza and to realize a continuing responsibility for such vert- ficaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted Valn. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the h.uss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x a- Lang. A 6x8 plate is 6' wide x B- long. slots (holed rim parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the wehi unless otherwise shown. Connector plate slur are minimum atxes based on the form shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunber unless othenvtse shown. For additional Infomtation on quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and phunb pos- aion and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Norval precautionary action for messes requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of lasso shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the welgtrt of the erectors shall be applied to trusses unto after all fastening and bracing is completed. . TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, CSC, Va 125uph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 0-4-3 TT I MULTIPLE LOADS -- This design is the comgposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 Joint Locations=====__________ 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 16-0-0 k 7-0-0 1 3 14 5 R 0 5X10 3X4 30-0-0 5X10 fl T 3-10-3 0-0-3 i10 9 8 7 & 2087# 3.50" 2087U 3.50" 1-00 _" 3000 RO-11-11) 4301Y 1 430N (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROO1t MOVIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election bmctng. wind bracing. portal bracing or strnliv bracing which is a fan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). fnluss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Dwg: Dsgnr: TLY Chk: Truss ID: A Date: 6-11-02 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-n6_n2202- 12766- Design: Matrix Analysis JOB PATH: C:17EE-LOKVOBS1125MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 component and has been based onmfamution WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provided bythe Client. The designer discialm 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 any responsfIaWty for damages m a result of Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 faulty or mignsfucorrect lnishedtothetruspecifications sdesigndeslgrts furnishedtotheanusdesignerPROVIDEUPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy by Support1 734# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Lroe Vert Horiz Uplift Y-Loc Type of this tnfor-tlon as it may relate to a spe- Support 2 765# in IVT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 734 BOT PIN cdk project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 765 BOT H-ROLL exercises no control with regard to fabrica- L/999 tion, handling. shipment and installation of trusses. ThistrussL=-O. truss hasbeendesignedasanT=-0.16 08" D=-O. 08" " TC... FORCE ... CSI ..BC... FORCE ... CSI individual building component tn accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/IPI 1-1995 and NDS-97 to be Incorporated T- 0.07^ 2- 3 -1582 0.32 11-10 1371 0.43 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer (registered architect or professional T. 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 engtneed. When reviewed for approval by the 5- 6 -1582 0.32 building designer. the design loading shown must be checked to be sure that the data shave RMB = 1.15 6- 7 -1794 0.37 are m agreement with the local building codes. local climatic records for wind or snow Wads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes comtpresslon chords ( tap or boltaml are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-fi- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing is in mnfortnanc a with the fabricatoes plans and to realize a continuing responsibility for such ved- 0catlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholo, knots or distorted grain. Members shall be cot for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A dxB plate is Cr wide x B' long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes see minimum sizes based on the form shown and may need to be increased for certain hand- Iing and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mu inforation on QualityControlreferto AN51/TPI I. 1995 PRECAUTIONARY NOTES All bracing and erection recommiendatlons arc to be followed In accordance with "Handling Installing & Bracing, HIB- 91. Trusses are to be handled with particular care during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and totalled by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of eree"'m of ns trusses shall be underthecontrolofpersonexperiencedintheInstallation of trusses. Professional advice shall be sought if needed. Concentration of convection Inds greater than the design loads shall not be applied to trusses at Wan any time. No ads otherthintheweightoftheerectors shall be applied to trusses unto after all fastening and bracing is completed. 11 9-0- 0 1240- 0 9-0-0 1 2 4 6 4X8 2X4 4X8 T 5- 3-2 0- 4- 3 TT I 4-10-3 0- 0- 3 T- fl 30-0-0 I. 12 11 10 9 81 1036N 3.50" 1036# 3. 50" 1-0-0 1 30- 0-0 01 RO-11-11) I (RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. tng. job: vvv. avlvnv A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B Maronda Systems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6- 11-02 TC Live 16.0 Psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bmcing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 Psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 Psi O.C. Spacing: 24.0" p g• 407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss membcn only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of me overall structure may be required. IS" HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 flruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. WismnsIn 537191. TOTAL 33.0 psf V: 06.02.02- 12767- 1890 GREENBRoott Cr.ovIEDO.et-s27eB Design: Matrir Aiudysis JOB PATH: C:ITEE•L0KV0BSI125MPHIS1JNHV HCS: W.W.U! JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: C CITY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 ccalposite result of tmitiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based onlnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided by the cient- The designer disclaims 2x4 SP #2 4,5 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 re sponsibilityincorrect Inlortnallon, specifications for damages uaresult of salty orr Incorteci Wind Case- ASCE 7-98, C&C, V. 125nph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Support 1 727# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as It may relate to a spe- Support 2 769# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf X-100C Vert Horiz Uplift Y-Loc Type cific projectandacceptsnoresponsibilityorMAXLIVELOADDEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 BOT PIN exercises nocontrolwithregardtofabrics- clan.handling. shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL trusses. This truss has been designed as an L--0. 07" D--0. 07" T=-0.14" TC,,,FORCE ... CSI ..BC...FORCE ... CSI Individual building cornponentIn accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/'fP1 1-1995 and NDS-97 to be Incorporated T- 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 spa" of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown RMg 1.15 5- 6 - 1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are In agreement with the local building codes. local climatic records for wind or snow loads. project specif atfons or special applied lads. Unless shown, truss has not been dmlgned for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specNed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ailing, they should be braced at a maximum spacing of I0'-0" o.e. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is In confomanco with the fabAalor'a plans and to realize a continuing responsibility for such veri- kntion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be InstaOed wet knotholes. knots or distorted grain. Members shall be cut for tight mung wood to wood baring. Con- nector plats shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Bxg plate is 0' wide x it long. Sloss (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sun lased on the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This taus is not to be fat mated with fire retardant treated lumber unless otherwise shown. For additional infomauan an Quality Control refer to ANSI/7Pi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'HandLLng InstalWg d BmchT. HIB-91'. Trusses are to be handled with particular are during banding and bundling, delivery and Instntlallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas. Itlon and for resIsttng lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. NomW precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shag be under the control of persons expertcnced in the installation of trusses. Professional advice stall be sought B needed. Concentration of construction loads greater than the design lads shall not be applied to trusses at any time. No lads other than the tot of the erectors shall be applied to trusses until after all fastening and bracing is completed. 11-0- 0 k8-0-0 11 11-0-0 Ilk 12 4 6 6.00 ' 0 4X6 3X4 4X6 6-3- 2 0-0- 3 5-10- 3 0-4- 3 1 R L 30- 0-0 L 13 12 11 10 9 8 1036# 3. 50" 1036# 3.50" RO11 la 304)-0 1-0-0 I RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmeing car similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Eng. Job: WO: SUNHV Dwg: Truss ID: C Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:06.02.02- 12768- ; Design: Matrix Anafysir JOB PATH: C:17EE-L0KU0BS1123MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the --- ______=====Joint Locations=====m=======_= This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 componentand has been based ontnfomutton WEBS: 2x4 SP #2 All COMPRESSION Chords are asstmDed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 provided by the client. The designerdlsclalms 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 myrety sponsibilitytrimnlect for damages asaroult n. tior Wind Case- ASCE 7-98, CAC, V. 125aph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 fain/ordesrosfurnihedtlothetrusdemns PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I= 1.00, .Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by designs furnished to the truss designer P by the client and the cormctness or accuracy Support 1 716# Bld Type= Encl L- 40.0 ft Wm 30.0 ft Truss X-Loe Vert Horiz Uplift Y-L.oe Type of this Information as It may relate to a ape- Support 2 752# in INT zone, TCDLe, 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL exercises no control with regard to fabrica- L/999 tion, handling. shipment and Installation of trusses. This truss has been designed asan L=-0.06" D=-0.07" T=-0.13" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSIfM 1. 1995and NDS-97tobeincorporated T- 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 as pan of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (registered architect or professional T- 0.03" 4- 5 -1308 0.48 9- 8 1522 0.41 engtneerl. When reviewedforapprovalbythebuildingdesigner, the design loadings shown RMg 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown are In agreement with the ism) budding codes. local climauc records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes coraprenabn chords (top or bottom) are contlnu- ausly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a matlmum spacing of I0'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 13-0-0 4-" 13-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 FABRICATION NOTES o - o Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng is in 4X6 4X8 conformance with thefabricator's plans and to realize a continuing responsibility for such veri- ficotlon. Any discrepancies arc to be put N wrtUng before cutting or fabrication. Plato shall not be Installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nods fully imbedded and shall be sym. about the joint unless otherwise shown. A -3-2 6-10-3 5x4 plate Is 5" wide x 4' long. A 6X8 plate is B' wide x 6 long. Slots (holes) inn parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes 04-3 04-3 are mlnbnum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This taus is not -MA to be fabricated with fire retardant treated 3X6 6X8 3X8 6X8 2X4 3X6 lumber unless otherwiseshown. For additional Information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES Ali bracing and erection recap inendatlons are to be followed In accordance with 'Handling Installing R Bracing', HIB-91. Tnrsso are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb pos. Ilion and for misting lateral form shag be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always requred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advise shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the enxtora shag be applied to trusses until after all fastening and bracing Is cmnpieted. n f1 30- 0-0 12 11 10 9 8 1036N 3.50" 1036N 3.50" 11-0-0 1-0-0 RO-11-11) I id 30-0-0 I RO-11- 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLv I Cldc: Date: 6-11-02 TC Live 16. 0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bmWg, wind bracing, portal bracing or stmdar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing BC Li 00 Ps f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is far lateralLive support of trussmembersonlytoreducebucklinglength. Provisions must be Design Criteria: TPI TOMAS PONCE P. E. made to anchor lateral bracing at ends and specdled locations determined by the budding dc,;Wer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10. 0 psf Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREFNBROOK MOVIEDO. F1.32788 TOTAL 33.0 psf V:06.02.02- 12769- ' Derign: Matra Aimlysh JOB PATH: C:ITEE-L0XU0BSI125MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: E 9TY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint 0- Locations==============_ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based an information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 provided by the tdenl_ The designer disclaim 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 myrnponrosWtyfordamagesasaresultof Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 faulty or incorrectand/ordesignfurnishedtiothetrun. t(I wigsdeltasdesignermiviesfor PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 MAX. REACTIONS PER BEARING LOCATION ----- abythecuenlandthecotrt.,essor.m„aeybytheco' d Support 1 680# Hld Type- Encl L= 40.0 ft W= 30.0 ft Truss X-I.oc Vert Horiz Uplift Y-I.oc Type ofthbInformation asItmay relatetoaspe- Support 2 718# in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf 0- 1-12 1036 74 -680 BOT PIN cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL exercise no control with regard to fabrics- L/999 Lion, handling. shipment and installation of trusses. This truss has been designed as an L,=-0.07" D=-0.07" T=-0.13" TC... FORCE ... CSI .. BC ... FORCE... CSI indMdual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 AN1-1995 and NDS-97 to be Incorporated T. 0.06" 2- 3 -1570 0.31 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional T= 0.03" 4- 5 -1144 0.31 9- 8 1513 0.48 engineer). When reviewed for approval by the 5- 6 -1570 0.32 building designer, the design loadings shown must be checked to be sure that the data shown BULB - 1.15 6- 7 -1746 0.37 are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a 15-0-0 15-0-0 maximum spacing of IV-(r o.e Connector plates shall be manufactured from 20 gauge hot 1 2 3 5 6 7 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6.00 6.00 FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing s In conformanco with the fabrlcalon's plans and to wadies a continuing responsibility for such veri- 8ntion. Any discrepancies are to be put In wilting before cutting or fabrication. Plaits shad not be installed over knothole. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be Located on both facts of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wile x 4' long. A 6x8 plate is 6' wide x 8' tang. Sits (holes) nun parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate stun are minimum size based on the forces shown and may need to be Increased for certain hand- ling and/ or emc-tlon stresses. This tow is not to be fabricated with fire retardant treated hamber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recorwnendations are to be followed in accordance with 'Handling installing d Bracing'. HIB-91. Trusses -to be handled with particular care during banding and bundli; 4 delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Won and for resisting lateral form shad be designed and Wtalled by others. Careful hand- ling is essential and erect n bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tlussn to avoid toppling and dominoing. The supervision of erection of busses shall be under the control of persons experienced In the Installation of tosses. professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shad be applied to trusses until after all fastening and bracing is completed. 4X6 8- 3- 2 OA-3 T7 I 0- 4- 3 T7 I 7- 10- 3 fl fl 30-0- 0 L 12 11 10 9 1036# 3. 50" 1036# 3.50" 30-1- 0- 0 0-0 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Wc): JUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E Maronda S stems y CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bmctng or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a par of the building deign and which must be considered by the building designer. Bracing BC Live 0.0 psf O.C.Spacing: 24.0" p g• 407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor Lateral bracing at ends and specified Locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be mqubed. (see HIB-91 of TPI]. Code Dese: FLA LICENSE #0050068 iruss Plate institute. TPI, Is Looted at SW D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:06.02.02- 12770- 1990 GREFNBROOKCr.OviEDO.FL32766 Design: Mdrrfr Andlyth JOB PATH: CATEE-L0KU0BS1125MPHISUNHV nt.n: w.ut.vt JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations_______ This design b for an individual building BOT CHORDS: 2x4 SP #2 cociposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based antaformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclatms continuously braced unless noted otherwise. any responsibility for damages m a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCB 7-98, C&C, V= 1251ph, TOTAL DESIGN LOADS ------------ faulty orincorrect tnformatlon.specNcatl"os Support 1 580# Hm 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform PLF From PLF TO and/ or designs furnished to the thus designs Support 2 340# Bld Type. Encl L= 40.0 ft W. 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 by the client and the ccmmctnessoraccuracy of this infornation as it may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 cifle project and accepts no responsibility or Support 1 275# Fact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- excrctses no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loe Type busses. his shlpment and of L/ 999 TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 2- 8 208 275 -580 BOT PIN hasbeenwtsneda noses. The cuss lam been designed as an Individual building component in accordance with Lm-0.02" D= 0.00" T.-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 BOT H-ROLL ANSIrM 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as part of the budding design by a Building T= 0.03" Designer ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engtneed. When reviewed for approval by the T= 0. 03" buildingdesigner. the design loadings shown must be checked to be sure that the data shown RMB = 1.00 areInagreementwiththelocalbuildingcodes, local chmatic retards for wind or snow loads. project speclflcattotn or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assume 9- 10-13 compressionchords (top or bottom) are camUnu- ously braced by sheathing unless otherwise 2 3 specified. Where bottom chords In tension are 1 not fully braced laterally by a properly applied r4.24 rigidcefhng, they should be braced at a maximum spacing of IU-ti o.e. Connector plates shah be manufactured from 20 gauge hat 2X dippedgaMni—A steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shah review d thismwing to verify that this drawing is In confomrance with the fabricator's plans and to reallze a continuing responsibility for such veri. 2X fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shah not be Installed over knotholes. 3-9-14 knots or distorted grain. Members shah be cut for tight filling wood to wood bearing. Can- 4-3-11 neetor plates shall be locoed on both fares of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unlm otherwise shown. Connector plate sires LZ am minimum sues based on the forces shown and my need to be increased for certain hand- 3X 4 ling and/ or erection stresses. This truss Is not 3X6 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformatlon on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handhng Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundlln& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral fortes shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominatng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction Inds gmater than the design loads shah not be applied to trusses at any time. No loads other than the welght of the crecio s shad be applied to trusses until alter ad fastening and bracing is completed. P9M 9- 10-13 _ L 5 41 209# 4. 95" 423# 2.50" 1-6- 2 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: SUNHV Truss ID: F 6-11- 02 LMaronda SstemsyTLYChic: Date: CONTRACTOR.Dsgnr: BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Live TC Dead 16.0 7.0 psf psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 4005 MARONDAWAYSANFORD. FL. 32771 which is a part of the budding design and which must be considered by the building designer. Bracing BC Live 0.0 psf O,C. S aein : 24.0" P g407) 321 00(rl Fax (407) 321-3913 shown s for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addmu onalbracingoftheoweraswma ctureyberequired. (SeeH1e-9IofTPn. CodeDesc: FLA LICENSE #0050068 Muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 33.0 psf V: 06.02.02- 12772- 1990 OREENBROON MOVIEDOXI-32769lTOTALDesign: Matrix Analysis JOB PATH: C.ITEE-LOKUOBS1125MPHISUNHV JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations =====__________ This design is for an individual building BOT CHORDSt 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclaims continuously braced unless noted otherwise. any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125uph, TOTAL DESIGN LOADS ------------ faulty or incorrect n. finished Support 1 594# H= 21. 0 ft, I= 1. 00, Cat. B, Xzt- 1.0gyp' Uniform PLF From PLF To to the truss designerand/or designs a furnished ct the for a designerfurnished bytnecuentandtnecorrectnes_,oraceura y SupportSupport 2 326# Bld Type. Ertel L= 40.0 ft W. 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this Information " It may relate to a ape- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 clncproject and accepts noresponsmmtyor Support 1 275# Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- exeretsm no control with regard to fabrka- MAX LIVE LOAD DEFLECTION: X-LOc Vert Horiz Uplift Y-Loe Type lion, handling, shipment and Installation of L/999 TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 5-11 214 275 -594 BOT PIN trusses. This truss has been dmlgned as an individual budding component in accordance with L=-0.01" D= 0.00" T--0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT H-ROLL ANSIrM 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the budding design by a Budding T- 0. 02" Destgner ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engtneerf. When reviewed for approval by the T- 0. 02" buddingdesigner, the design loadings shown must be checked to be sure that the data shown RMB 1.00 areInagreementwiththelocalbuddingcodes, loco) clhnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumcs compression chords (top or bottom) are conunu- 9-10-13 ously braced by sheathing unless otherwise 2 3 specified. Where bottom chords in tension are 1 not fully braced laterally by a property applied rfgld ceWng, they should be braced at a 4.24 maximum spacing of 117-0* o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rallze a continuing responslbNty for such veri- fication. Any discrepancies are to be put in 2X writing before cutting or fabrication. Plates shall not be Wtalled over knothole$, 3-9-14 knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- 4-3-11 nectar plates shad be burled on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x W long. slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall min at the centrold of the webs 1 unless otherwise shorn. Connector plate sizes 11L am minhaum stres based on the forces shown and may newt to be increased for certain hand- 3X6 3X4 ang and/or erection stresses. This truss isnot to be fabricated with fire mtarfant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed in accordance with 'Handling ImUdling A Bmctng', HIB-91. Trusses are to be handled with particular care during bonding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ereellon bracing is always required. Normal precautionary action for I— requires such temporary bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tosses. Professional advice shall be sought If needed. Concentration of construction bads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. I 1 9- 10-13 k Ilk5 41 215# 11.31" 417# 2.50" 1-& 2 01. 3 9-10-13 R1- 6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1990 OREENBROOK CLOVIEDOYI-32766 scale = 0.4873 WARNINti: READ ALL NOTES ON THIS SHEET. bng. ion: vv%J. aulvnv A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which s apart of the building design and which must be considered by the budding designer. Bracing BC Live 0.0 f PSO.C. Spacing: 24.0" shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 10.0 psf Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Desc: F LA muss Plate Institute, TPI, is located at SW D'Onofrto Drive, Madison, Wtsromin 53719). TOTAL 33.0 psf V:06.02-02- 12774- 4 Oerign: Mdirir Analysif JOB PAIN: C:17EE-LOKVOBSII25MPHIS1JNHV HCS: CO.UI.UL JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer discLabns any responsibility for damages as a result of faulty or Incorrect information, speclOmtloru and/or designs furnished to the truss designer by the client and the correctness or accuracy of this informaton as a may relate to a spe- cific project and accepts no responsibility or exerdsn no control with re- i to labrlm- lion, handling, shipment and installation of trusses. This truss has been deigned as an Individual bu8ding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Dmtgnv (migstcred arebacts. or professional engineerl. When reviewed for approval by the building designer, the design loadatgs shown must be checked to be sure that the data shown arc In agreement with the local bwkiing codes, local climatic records for wind or snow loads, project specifications or special applied lends. Unlcs shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tensbo are not fully braced laterally by a property applied rigid cefling, they should be braced at a maximum spacing of IV-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvantmd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In eonimnuritt with the fabricators plans and to realk, a eantmutng respo lbfllty for such val- lieatlon. Any dhuepancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knolhotes, knots or distorted gmin. Members shall be art for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be M. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrutd of the webs unless otherwise shown. Connector plate sizes are mir b wires based on the form shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling InstaWng d Bracing, HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and installation to avoid damage, Temporary and permanent bmcmg for holding trusses In a stralghl and plumb pos- Ilion and for resisting Lateral form shag be dmtgned and Installed by others. careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for hisses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought if needed. Coneentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No lands other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W. 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Kid -panel # 1 L--0.33" D- 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-3-15 0-0-3 4 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccanposite result of nntltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G BTY:9 Joint Locations=====____==.==m 0- 6= =8 3) 7- 0- 0 • 2) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0Ilk 1 6.00 3-10-3 Attach With (4) 16D Toe -Nails Attach with (2) 10d Toe -Nails II Ilk 7-0-0 11 4 3 281# 3.50" 151# 2.50" 1-1-9 e 7-0-0 82a .50" 111-1-7) C/L: -10-12EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY C>k: Date: 6-11-02 4005 MARON DA WAY TIC Live 16.0 psr DurFaC - Lbr. 1.25 SAN FORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. BracingshownIsforlateral TC Dead 7.0 psf BC Live DurFae - Pit: 1.25 O.C.Spacing: 24.0" p g407) (407) 321-3913 PONCE P.E. suppon of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bra" of the overall structure may be regaed. [see HIB-91 or TPnrequired. 0.0 psf BC Dead lo.o PsrTPIDesignCriteria: LICENSE #0050068 rrnnss Plate Institute, TPI. Is located at 5113 D'Onoftio Drive, Madison. Wisconsin 53719). Code DeSC: FLA IE90 DREMBROO1l MOV1EDo.il327W I TOTAL 33.0 psf V:06.02.02- 12775- ; p'. __'. a,wayro !UB FA/H: C:gE6I.OKVOBSIl23.MPHISUNHI' 1ICS: 06.02.172 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect tnformalion, specifications and/or designs furnished to the truss designer by the client and the correctness or aceuocy of this information as it may relate to a spe- egk protect and accepts no nsponslbility or exercises no control with regard to fabrica. tion. handling. shipment and installation of trusses. This truss has been designed ss an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as Part of the building design by a Building Deslgner lregblered architect or professional aigineed. When reviewed for approval by the building designer, the design loadings sham must be checked to be sure that the data shown are in agreement with the local building codes. local elinialic records for wind or snow foods. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy 'melt. The design assumes compression chords pop or bottom) ate continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a macinwm spacing of Ia-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimt n, the fabricator shad review this dnwtng to verify that this drawing is in conformance with the fabricators plus and to rmllze a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knothole. knots or distorted grain. Members shall be cut for light fining wood to wood bearing. Con. nector plates shall be located on both fain of the truss with nabs fully imbedded and shag be sym. about the Joint unless othcm'lsc shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centoid of the webs unless otherwise shown. Connector plate sun are minimum aloes based m the forces shown and may need to be increased for certain hand- ling and/or erection stresso. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For,addWonal Inf.on on gustily Control refer to ANS1/1PI 1-1995 PRECAUTIONARY NOTES All bm" and erection recommendations are to be followed In accordance with 'Handling Installing a Bmcing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilfon and for resisting latent form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses respires such temporary bracing during installation between trusses to amid toppling and dorninntng. The supervision of :reckon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. ConceatraUm of construction Inds greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the ereetoo shag be applied to trusses until after air fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I= 1.00, E)cp.Cat. B, Kzt. 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0_psf Its act Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tm 0.00" RMB = 1.15 4-3-15 0-4-3 4 WO: SUNHV WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... PORCE...CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 1 QTY:5 mee,mmee,= =Joint Locations===.=====ma.=== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0Ilk 1 2 6.00 3-10-3 Attach Hvith (4) 16d Toe -Nails Attach With (2) 10d Toe -Nails M 7-0-0 4 3 281N 8.00" 250 n 1-1-9 7-0-0 8211 la (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: 6-10-12 1-1995 Over 3 Supports scale = 0.4854 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOYL32768 n..x.... 'A-- .__..._._ YYAKNINtj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of teas memben only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, fSee HIB-91 of TPO. pnuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: G1 Dsgnr: TLY Chk: Date: 6-1 1-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 v ccuin VU" 11r Mrr13UfVHV era rat m ,n I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: . TI: H 9TY:4 DESIGN INFORMATION This d-lgn Is for an individual budding component and has been based on tnfotmatlon provided by the client. The designer dlsctat n any responsibility for damages as a result of faulty or Incorrect information. specmmtions and/or designs furnished to the truss delgner by the client and the correctness or accuracy Of this information as it may relate to a spe- c111c project and accepts no responsibility or exercise no control with regard to fabrica- Uon. handling, shipment and installation of trusses. This truss has been deigned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as rpaof the building design by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the budding designer, the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building code. local chm Uc records for wind or snow bads, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes cmnpresslon chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of to -T o.c. Connector plates shall be manufactured from 20 gauge trot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabrtcalofs plans and to realize a continuing responsibility for such -0- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both face of the tress with nalls fully Imbedded and shad be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long A Sx8 plate is 6' wide x 9' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mrittold of the webs unless otherwise shown. Connector plate size are mbilmum sizes based on the force shown and my need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltbnal Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with'Handling Installing & Bmcbgr. H18-91. Trusses are to be handled with particular care during banding and bundWg delivery and Installation to avoid damage. Temporary and permanent bmcing for holding muses In a straight and plumb pos- IUon and for misting lateral force shall be designed and installed by others. Careful hand- ling is essential and erection bating is always required. Normal precautionary action for trusses requires such temporary bating during Installation between trusses to amid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Stxp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 5.1 ft Truss in INP zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 643 at Mid -panel # 1 L=- 0.10" D= 0.01" T.-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 Joint Locations==_____________ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5- 1-8 l 2 Q Attach with (4) 10d Toe -Nails III 2- 10-15 3- 4-11 0- 4-3 Attach with (2) 3X4 10d Toe -Nails 5- 1-8 4 3 219a 3.50" 110a 2.50" 1- 1-9 1.3 5-1-8 61a 50" 11I- 1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgar: TLY ITCLive4005 MARON DA WAY Bracing shown on thisdrawing is not erection bracing. wind bating• portal bating or sknllar bating TC Dead SANFORD, FL. 32771 which h a pan of the building design and which must be considered by the budding designer. Bracing BC Live 407) 321- 0064 Fax (407) 321-3913 shown la for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bating of the overall structure may be required. (See HIS-9I of TPI). BC Dead LICENSE #0050068 raw w- mwnnx,-r -.I- ffruss Plate Institute. TPI, is located at SM D'Gnafrio Drive. Madison. Wiscomn 53719). TOTAL Chk: 16. 0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf scale = 0. 6197 Truss ID: H Date: 6- 11-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrir Anafyris JOB PATH: C.1TEE-LOKVOBM125MPHISUNHV HLb. fp-tip-tit JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: H1 9TY:4 ' DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the cllenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as K may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrka- tlon, handling. shipment and Installation of muses. This truss ithbeen designed as an individual building component In accordance with ANSI/ TPI 1-1995 and NDS-97 to be tnmrporatcd as part of the buBdhrg design by a BuOdbig Designer ( registered architect or professional engineer). When reviewed for approval by the building designer. the dmtgn loadings shown must be checked to be sure that the data shown are N agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords N tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of W4r o.c. Connector plates shall be manufactured from 20 gpuge hot dipped galvanized steel meeting ASTM A 853. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtcators plans and to realize a continuing reaponsibiltty for such vM- f cation. Any discrepancies are to be put in writing before cutting or fabrication. Plat- shall not be installed over knotholes. is or distorted grain. Members shall be cut for tight n=g wood to wood bearing. Con- nector plates shall be located on both faces of the units with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A Bxa plate Is 8' wide x B- long. skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate styes are mlntrnum slzra based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays requited. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and doninotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of truces. professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing'Req MAX LIVE LOAD DEFLECTION: L/ 643 at Mid -panel # 1 L-- 0.10" D- 0.01" T=-0.08" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB o 1.15 0- 4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 Joint Locationsm======________ 1)== 0==6==8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5- 1-8 Ik Ilk1 2 2- 10-15 L 5-1-8 L 4 3 219# 8.00" 110# 2.50" 11- 1 61N 50" oia5- 1-8 I ( R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dg: LMarondaSystemsCONTRACTOR. Ds tlr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing BC Live o.o PS r 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling kngth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf TOMASPONCEP.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). LICENSE # 0050068 frmss Plate Institute. TPI, is hated at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). TOTAL. 33.0 psf 1890GREENBROOKCr.OVIEDOXI-32766 Attach with (4) 10d Toe -Nails Attach with (2) 10d ' roe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Attalysis JOB PATH: C:ITEE-LOKUOB5112JMPHl5UNHV I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: I QTY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infonnatlon, apecdlcotions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infamatlon as It may relate to a spe- cific project and accepts no responsibWty or exercises no control with regard to fabnea- n, handling, shipment and Installation of trusses. This truss has been designed as m Individual building component in accordance with ANSI/77r1 1-1995 and NDS-97 to be incorporated as part of the bulling design by a Building Designer (registered architect or professional englreer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conBnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced literally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g h—lzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrleatlon. the fabricator shall review this drawing to verify that this drawing is In conformance with the fahrtntofs plans and to lite a continuing responsibility for such veri- OoaHon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight Biting wood to wood beartng. Con- nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is S' wide x 4' long. A fix9 plate is B' wide x 8' long. Slots (holes) run para0d to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slur are minimum sues based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Yl 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing Q Bracher. HI5-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of I — Professional advice shall be sought if needed. Con«ntrauon of construction Inds greater than the design loads shall not be applied to truces at my time. No Inds other than the weight of the erectors shall be applied to ttuosm until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L. 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf* impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 Joint Locations===.=_=_======. 1)06=8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL Attach with (3) 10d Toe -Nails Attach with (2) 10d 'roe -Nails 9 3-1-8 4 3 154# 3.50" 67# 2.50" 1-1-9 3-1-8 37# 2 0" R1-1-7) C/L. -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.8792 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing sham on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Brstlng BC Live 0.0 psf O.C.Spacing: 24.0" P 9 407) 321-0064 Fax (407) 321-3913 sham is for lateral support or thus member only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead lo.o fps Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Ovem9r, structure mayberequired. (See HIB-91 of M). Code Dese: FLA LICENSE #0050068 rRu+s Plate Insutute, TPI, is located at 593 D'Onofno Drive. Madison. Wisconsin 53719). TOTAL 33.01890GReFNBROOKCr.OVIEDO.FL32760 psf V:06.02.02- 12779- 1 Deign: Matrix Analysis JOB PATH: C:ITEE-L0KU0BS1125MPHISUNHV HCS: 045.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrlm- tbn, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance wltl ANSI/IPI 1-19% and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cWnatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceNng. they should be braced at a maximum spacing of I0`-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing Is In confomu nee with the fabrfmtols plats and to rmltze a continuing responsm0tly for such verl- 0cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots of distorted grabs. Members shall be cut for tight fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is (i wide x 8' long. Slots (holes) run pa-M to the plate length specified. Double cuts on web members shall meet at the centtold of the webs unless otherwise shown. Connector plate sum are minimum sties based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recummendatiom are to be followed In accordance with "Handling Installing Q Bmc:g. HIB-91. Trusses arc to be handlsd with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Commnuution of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied.to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.000 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nwltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTYA Joint Locations=====____ 1) 0 6n=8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL r 3-1-8 1 2 0 3-1-8 4 3 154# 8.00" 67# 2.50" 1-1-9 e}e 3-1-8 37# 2 0" RI-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER. ANSI/TPI 1-1995 Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bmeing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bmctng at ends and specified locations deter mined by the building designer. AddRlonal bracing of the overall structure may be required. IS" HIB-91 of TPII. LICENSE #0050068 rrruss Plate Institute. TPI, Is located at 583 D'Onafrlo Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL32766 Attach with (3) 10d Toe -Nails Attach with (2) 10d 'foe -Nails scale = 0.8792 Eng. Job: WU:5UNHV Dwg: Truss ID: 11 Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12780- 1 Design: Matrix Analysis JOB PATH: C:ITE£-LOX1JOBS1125MP1ASUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10#-UPLIFT D.L. WO: SUNHV WE: TI: J QTY:4 DESIGN INFORMATION This design is for an individual building component and has been based on Infomtatfon provided by the elknL The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- clfle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANslrM 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtmmr). When reviewed for approval by the building designer, the design loadlni; shown must be checked to be sumthat the data shown are in agre nt nt with the local building codes. local ellmatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied r gd ceding. they should be braced at a maximum spacing of I0'-0' o.e. Connector plat= &hall be manufactured from 20 gauge hot dipped golvani-d steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verity that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepanel= are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shad be cut for tight fitting wood to wood bearing. Con- nector ptates shag be located on both faces of the truss with nalls fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x6 plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad mat at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with core retardant treated lumber unless otherwise shown. For additlomal tnformatlon on Quality Control refer to ANS1/-M 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmendatbns are to be followed in accordance with -Handling Installing A Bractrie. HIB-91. Trusses are to be handled with particular =re during bonding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos- Ition and for misting lateral forces shall be designed and installed by others. Careful hand- ting is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between misses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the tnstadatlon of trusses. professional advice shad be sought if needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any thee. No loads other than the weight of the creams shall be applied to trusses until after all fastening and bractog is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asstmlled to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125aph, H= 21.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.1 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 Joint Locations ===••••______•• 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 0 0-10-15 4 3 89N 3.50" 25N 2.50" 1-1-9 1-1-8 13# 2. " C/L: 1 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda SystemsJ WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNNG: 4005 MARONDA WAY Bracing shown on this ngIs not erection bracing. wind bracing, portal bracing or similar bracing SAN FORD, FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing 407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pruwlons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be mvuhed. (Sec HIB-91 of 7"). LICENSE #0050068 Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach with ( 2) 10d Toe - Nails Attach with ( 2) lOd Toe - Nails scale = 1. 5123 Eng. Job: wu: JuN"V Dwg: Truss ID: J Dsenr: TLY Chk: I Date: 6-11-02 TC Live 16.0 psf DUrFac - Lbr: 1.1b TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 Design: Marrix Analysis JOB PATH: CATEE-LOKUOBSII25MPHISUHH11 nt-a: w.uc.uc JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J1 9TY:4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect infomutlon, specBkatlons and/or designs furnished to the lnus designer by the client and the correctness or accuracy of this lnfamutUon as it may relate to a ape- cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorpotated as part of the building design by a Building Designer (registered architect or pmfessonal engtneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal building codes. local eWullc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celltng, they should be braced at a maxtmum spacing of 10'-0" o.c Connector plates snag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to mail, a continuing responsibility for such vert- fimton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with oath fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- kng. A 6x8 plate Is (- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuss on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minbuum sizes lased an the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This trues is not to be fabricated with (Ire retardant treated lumber unless otherwise shown. For additional fi formation an Quality Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with all"dlbl Installing A Bracing'. HIB-91. Trusses ate to be handled with particular care during banding and bundltng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltlon and for resisting lateral forces shall be designed and installed by others. Careful hand- bng is essential and erection bracing is always r:qutred. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of comtrucllon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -9 0.03 4- 3 -2 0.02 r:=======Joint Locations=== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL Attach Tvillt (2) 10d 'roe -Nails 0-10-15 Attach %vbth (2) lOd 'foe -Nails 4 3i 89k 8.00" 25# 2.50" 1-1 9 1-1-8 13// 2. " IR1-1-7) C/L: 1 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. JOD: Dwg: Dsgnr: TLY Chk: CONTRACTOR. TC Live 16.0 psf 4005 MARON DA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bmctng LiveBCLi 0.0 fPs 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locators determined by the building designer. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPfl. LICENSE #0050068 rrnus Plate Institute. TPI. is located at 583 D'Onafro Drive. Madison. Wisconsin 537191. TOTAL 33.0 psf 1890 GREENBROOK Cr.0V1ED0.n.32766 scale = 1.5123 Truss ID: J 1 Date: 6-11-02 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:11EE-LUKVUB5II1)MYH13UNHV JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J2 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ___....... = ... Joint Locations ---- ==______-__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 8 3) 1- 1- 8 component and has been based an Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 6- 8 provided bythe client. Thcdesigner dlsclalma continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- anyreaponsromrymrdamagesasalssullof supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type faultand/ or Incorrect designfum liedton. thepecmmuogn WindCase- ASCE 7-98, C&C, V. 125mph, be marked on truss. Shim or wedge if 1- 0- 4 24 26 -66 TOP PIN and/ordesignsfurnishedtothelttwdesignerbythe client and the correctness or atxurecy H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 necessary to achieve full bearing. 0- 1-12 88 32 -176 BOT PIN of this information as u may relate to a spe- Bld Type. Part L. 40.0 ft W= 1.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 1- 0- 4 21 0 -15 BOT H-ROLL cifie project and accepts no responsibility or in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Support 1 176# exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Support 2 66# tion. handling, shipment and installation of L/999 Support 3 15# trusses. Thistrusshasbeendesignedasanppoindividualbudding component m accordance with La 0.00" D= 0.00" T. 0.00" ANSI/'IPi1- 1995andNDS-97tobemmrporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC...FORCE ... CSI as part of the budding design by a Building T= 0.00" 1- 2 - 9 0.03 4- 3 -3 0.02 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engincerl. Whenreviewedforapprovalbythebuildingdesigner, the design loadings shown T. 0.00' must be checked to be sure that the data shown are in agreement with the local building codes. RMB a 1.15 - local clHnalIc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied algid mNn& they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaNaniud steel meeting ASTM A 653. Attach with (2) Gradc 40. unless otherwise shown. 10d 'foe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabticatoYa plans and to realize a continuing responsibility for such ven- fkation. Any discrepancies are to be put In 0-10-15 writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for.og t Rising wood to wood bearing. Con- 14-11 neclor plates shad be located on both faces of 04-3 the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A Attach with (2) Sx4 plate is 5- wide x 4- long. A &S plate is 6- 3X4 ] 0tl Toe - Nails wide x Ir long. slots (holes) run parallel to the plate length specified. Double "is on web members shad meet at the centrob of the webs - unless otherwise shown. Connector plate siren ere mintinum at= based on the force shown and my need to be increased for certain hand- ling and/ or erection stresses. Thb truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Pi 1-1995 PRECAUTIONARY NOTES Ad bmcing and erection recommendations are to be followed In accordance with -Handling Installing d Bracing. HIB-91. Trusses are to be Handled with particular tare during banding 4 3 and bundling. delivery and Installation to avoid 89# 3.50" 25# 2.50" damage. Temporary and permanent bracing " for holding trusses in straight and plumb pad- 1-1-9 1-1-$ 21//. 2. Won and for resisting lateral forces shad be designed and Inled stalby others. Carefulhand- t`s1-1-') C/L• 114 It" is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 required. Normal precautionary action for muse requires such temporary bracing during . En Job: ' SUNHV installation between muses to amid toppling WARNING. READ ALL NOTES ON THIS SHEET. g• and dommomg. Ther thervbbnooererson of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 experienced hallbeunder the control uses. Maronda Systems experienced m the installationoftrusses. j Dsgflr: TLY Cnk: Date: 6-1 1-02 Professional advice shall be sought If needed. CONTRACTOR. Concentration of construction Inds greater TC Live 16.0 psr DurFae - Lbr: 1.25 than the design loads shad not be applied to BRACING WARNING: trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bmcing. portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 s wdght of the erectorsshadbeappliedtoSANFORD, FL. 32771 which is a part of the building design and which most be considered by the budding designer. Bracing O.C.Spacing: 2H.Orr mg g (407) 321- 0064 Fax (407) 321-3913 support only g length. BC Live 0.0 f P 9 lrvsae unto after all fasten and ism shown is for lateral au rt of truss members on to reduce but ten Provisions must be is completed, made to anchor lateral bracing at ends and specifiedbcatlons determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall stiudum may be required. (see HIB-9I of TP0. Code Dese: FLA LICENSE #0050068 frmss Plate Institute. TPI. is located at 563 D'Onofrfo Drive. Madison. Wisconsin 53719). 18900REFNBROOK CLOV1EDOX1.32766 TOTAL 33.0 psf V:06.02.02- 12783- 15 Design: Matrix Analysis JOB PATH: CATEE-L0K110BS1125MPHISUNHV HCS: 06.02.02 I I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: K 9TY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Informtbn provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specification and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exec lses no control with regard to fabrtm- tlon, handling, shipment and Insallaton of trusses. This truss has been designed as an Individual building component in accordance will ANSI/7PI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceiling. they should be braced at a maximum spacing of l0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawing is In conformance sill the fabricatou's plans and to realize a continuing resporslbibty for such ved- ficatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beartn& Con- nector plates shall be located on both faces of the lrusa with nalb fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A Us plate is W wide x 8" long. skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sires based on the font shown and may need to be increased for certain hand- ling and/or erection stresses. This tnrss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 J I CST1II11011E YAileiW All bracing and erection recommendations are to be followed In accordance with'HandOng inataWng d Bmcugr, HIB-91. Trnases are to be handled with particular care during banding and bundling, delivery and Installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral form shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to ruses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W. 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.06" D=-0.06" T--0.12" MAX HORIZONTAL TOTAL LORD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-41-3 y MULTIPLE.LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# TC... FORCE. CSI BC ... FORCE.. CSI 1- 2 2600 0.28 11-10 2280 6.40 2- 3 2522 0.42 10- 9 2257 0.39 3- 4 2385 0.68 9- 8 2257 0.39 4- 5 2522 0.42 8- 7 2280 0.40 5- 6 2600 0.28 m.a, Joint Locations Oa=0 =0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 5X10 5X10 21-0-0 11 10 9 8 1447# 8.00" 1447# 8.00" 3-10-3 0-4-3 119 21-0-0 1_1.9 430H J 430D l (111-1-7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED IR ANSUTPI 1-1995 scale = 0.2880 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK Cr.OV1EDOTI-32766 WARNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmilar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taus members only to reduce buckling length. Prwislom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing a( the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute, TPI, is located at 593 D'Onafrio Drive, Madison. Wisconsin 537191. Eng. Job: WU: bUNHV Dwg: Truss ID: K Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12785- 1 Design: Matrix Analysis JOB PAIN: CATEE-L0XV0BSI125MPHISUNHV HCS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: L 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==___ _-= =---=Joint Locations==_____________ This design is for an individual building BOT CHORDS: 2x4 SP #2 composit6 result of multiple loads. 1) 0-0- 0 5) 16- 2-12 9) 9- 0- 0 component and has been based on lnformatlan WEBS: 2x4 SP #3 All COMPRESSION Chords are assumled to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 provided by the client. The designer disclahas continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 12- 0- 0 8) 12- 0- 0 faulty or incorrect information. specifications Support 1 565# H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- and/ordesignsfumtshedtothetrussdesigner rt 2 597# Bld Type= Encl L= 40.0 ft W. 21.0 ft Truss X-Loe Vert Horiz Uplift Y-LoC Type by the client and the correctness or accuracy Support of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4. 2 psf, SCDL= 6 . 0 psf 0- 4- 0 744 60 -565 BOT PIN cific project and accepts no responsibWtyor L/999 Impact Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL exercts s no control with regard to fabrka- L--O. 03" D--O. 03" T--O. 06" tion, handling, shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE... CSI ..BC ... FORCE... CSI trusses. -this truss has been designed as an " 1- 2 -1107 0.35 10- 9 952 0.39 individual building component in accordance with T= 0. 03 ANSI/-Pi1.1995and NDS-97tobeincorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 as part of the building design by a Building T- 0.010 3- 4 -757 0.19 8- 7 952 0.40 Designer heglstered architect or professional 4- 5 -893 0.27 engineer). When reviewed for approval by the RMB - 1.15 5- 6 -1107 0.38 ' building designer• the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local elknatic records for wind or snow bads. project specifications or special applied loads. ' Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottorN are =Unu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied clod cefbng. they should be braced at a maximum spacing of I9-0' o.c- Connector plates shall be manufactured from 20 gauge hot 9-0-0clipped galvanizedsteelmeetingASIMA653. 9-" 3-" Grade 40. unless otherwise shown. 1 2 5 FABRICATION NOTES 0 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in 4X8 4X6 conformance with the fabrictoes plans and to realize a continuing responsibility for such vertZZ flcation. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Mung wood to wind bearing. Con- 2X4 2X4 nectar plates shall be located on both fan of ru the truss withnallsfully Imbedded and stall be 4-10-3 sym. about the jolt unless otherwise shown. A 5-3-15 5x4 plate Is 5- wide x 4- long. A BxB plate Is 6* wide x B- long. Slats (holes) run parallel to the plate length specified. Double cuts an web 04-3 members shall meet at the centrold of the webs 04-3 unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- ling and/or erection ?tresses. This truss a not 6X8 3X8 3X6 to be fabricated with fire retardant treated 3X6 lumber unless otherwise shown. For additional Information on Quality Control refer to ANsirm 1.1995 PRECAUTIONARY NOTES AD bracing and election recommendations are to be followed in accordance with -Handling InstoWng & Bmcing'. HIB- 91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- ition and for reststing lateral force shall be designed and installed by other. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 1 1 9 2140-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1690 GREEN6ROOK CLOVIEDOXI- 32769 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or strnllar bracing which is a par of the building deign and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addltlonal bracing of the overall structure may be required. (see HIB-91 of 7P0. flturss Plate Institute. 7P1, is located at 50 D'Onofrb Drive. Madison. Wisconsin 537191. I I 21- 0-0 110 7451/ 8. 00" 9 8 745# 8.00" Ije I scale = 0. 2880 Eng. Job: v1( v: oulvnv DWg: Truss ID: L Dsgnr: TLY Chit: Date: 6-11-02 TC Live 16. 0 psf DurFac - Lbr: 1.25 TC Dead 7. 0 psf Durfac - Plt: 1.25 BC Live 0. 0 psf O.C. Spacing: 24.0" BC Dead 10. 0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 12786- 1 urv. ni 07 n7 Design: Matrix Analysis iuv rnln: C:hr ee•r.vn uvaouumrrr wan..,. JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: M QTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ===ins=====_____ This design is for an individual building- BOT CHORDS: 2x4 SP #2 3 composite result of Multiple loads. All COMPRESSION Chords are assumed to be 1) 0-0- 0 2) 5- 6- 4 4) 15- 5-12 7) 10- 6- 0 5) 21- 0- 0 8) 0- 0- 0 component and has been based anmtonnation provided by the client. The designer disclaims WEBS: 2x4 SP continuously braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 any responsibility for damagesasaresult ot PROVIDE UPLIFT CONNECTION PSR SCHIDULE: Wind Case- ASCE 7-98, C&C, V= 125 h, MAX. REACTIONS PER BEARING LOCATION ----- faulty incorrect Support 1 549# ppoH= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-LOc Vert Horiz Uplift Y-Loc Type sfurnshedtotheU ndesignilications and/or designs furnished the [or designer and/orr Support 2 581# Bld Type= Enel L= 40.0 ft W. 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN et bytheclientandthecorrcclnesswaonuracy thecof this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in IN'T zone, 7CDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL eifc project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req excrcues no control with regard to fabric- L=-O. 03" D=-O. 03" Tm-0. 05" tin. es. his shipment and installation nof trusses. This truss has been designed ss an MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE ... CSI ..BC... FORCE ... CSZ individual buildmgcomponent in accordance with ANSIrM 1- 1995 and NDS-97 to be Incorporated T= 0. 03" MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 - 1083 0.37 8- 7 927 0.50 2- 3 - 827 0.27 7- 6 927 0.50 as part of the building design by a Building T= 0. 01" 3- 4 -827 0.27 Designer (registered architect or professional 4- 5 -1083 0.40 engineeri. When reviewed far approval by the RMB m 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local clhmaUc records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been deslgfted for storage or occupancy Inds. The design assumes cwnpressbn chords ( top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a properly applied rigid «Nng, they should be braced at a 10-6-0 10-6-0 maximum spacing of lg-(r o.c. Connector 4 5 plates shallbemanufacturedfrom20gaugehot2dippedg: Jvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. Q 6 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriatoes plans and to realize a continuing responsibility for such vcri- 0atlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shag be cut for light filling wood to wood baring. Can - nectar plates shall be bated on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate aloes an' mdmbnum sizes based on the form shown and may need to be Increased for certain hand- ling and/ or erection atresses. Thu truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'HandBng Installing d Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and pernanenl bmctng for bolding trusses In a straight and plumb pos- mr, and for resisting lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concentratlmu of construction bads grater than the design lads shall not be applied to trusses at any time. No loads other than the welgb t of the erectors shag be applied to trusses unW after all fastening and bracing is completed. 11_I14 21-"(11-1- 7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #OO5W68 1890 OREENBROOK CLOVIEDO.FL32768 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is no erection bracing. wind bracing. portal bracing or similar bracing which u a part of the building design and which must be considered by the building designer. Bmcing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bmctng at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). dives Plate Institute, TPI. 13 located at 5a3 D'Onafrtn Drove. Madison, Wisconsin 53719). 4X6 21- M 8 7 6 745# 8. 00" 745# 8.00" 119 scale = 0. 2880 Dwg: Dsgur: TLY Chk: Truss ID: M Date: 6- 11-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:06.02.02- 12787- 1 Design: Matrix Analysis JOB PAIN: C:17EE-L0KU0BJ1I25MPHUUNHv JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: N BTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 0=0= __ -_ ===== Joint Locations.-==-= ----- Thus design is for an Individual building HOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 1)-- 0 3) 4- 2-15 component and has been based onlnformauon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 2-15 4) 0- 0- 0 provided by the client. The designer disclaims continuously braced unless noted otherwise. any responsibility far damagesasamull of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125niph, TOTAL DESIGN LOADS ------------ faulty orincorreertnror—torn.specifications u Support1 357# PPoH= 21.0 ft, I= 1.00, EXp.Cat. B, Rzt- 1.0 Uniform PLF From PLF To and/ or designs furnished to the truss destper accuracy Support 2 161# Bld Type- Part L- 40.0 ft W. 4.2 ft Truss TC Vert L+D 0 0- 0- 0 -25 4- 2-15 by the client and the cormetness or of this Infomatbn as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf BC Vert L+D 0 0- 0- 0 -10 4- 2-15 tine project and accepts no responsibility or L/999 MAX. REACTIONS PER BEARING LOCATION----- excrcbesnocontrolwithregardtofabrt®- L- 0.00" D- 0.00" T- 0.00" TC... FORCE ... CSI ..BC...FORCE ... CSI X-Loc Vert Horiz Uplift Y-Loc Type truss MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -39 0.30 4- 3 0 0.25 0- 2- 8 24 134 -357 HOT PIN has beeandn designed s a dingshasbeendesigneduanm. This truss trtmes. To 0.01" 4- 1- 2 51 0 -161 HOT H-ROLL individual bunding component In accordance with lbuildingANSU' IPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL, LIVE IOAD DEFLECTION: as part of the building design by a Burning T- 0.01" Designer ( registered architect or professional engIncerl. When reviewed for approval by the RMB = 1.00 building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assume compression chords (top or bottom) are contmu- 4-2-15 ously braced by sheathing unless otherwise 1 Ilk 2 specified. Where bottom chords In tension are not fully braced laterally by a property applied Q 4rigidceding. they should be braced at a Attach with (2) maximumspacingofIa-(r o.c Connector l Ud 'Coe -Nails plateshallbemanufacturedfrom20gaugehotdipped galvaniwd steel meeting ASTM A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. 1-9-14 Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fIttlng wood to wood bearing. can- 2-3-11 0-3-14 nectarplatesshallbelocatedonbothfainofthe truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 67 Uri widexIrlong. Slots (hobs) rim parallel to the plate length specified. Double cuts on web members stall meet at the ecntmid of the webs unless otherwise shown. Connector plate sizes 3X4 2X4 are minimum size based on the forces shown and may need to be Increased for certain hand- This is Attach ivith (2) lingand/or erection slresse. truss not to be fabricated with fire retardant treated l Od 'Coe -Nails lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing d Bracing'. HIB-91. Trusse arc to be handled with particular ere during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttion and for resisting lateral force shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing Is always required. Normal precautionary action for tru , m requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persona experienced In the installation of trusses. Professional advice stall be sought G needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses — it] after all fastening and bracing is completed. 4- 2-15 4 3 25N 4.9511 51N 2.50" 1- 6-2 4-2-15 R1-") id EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.9093 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOK CI'.OVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building dotgner. Bracing shown is for lateral support of tram members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TP0. ffruss Plate Institute. TPI, is located at 563 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: WU. aurvnv Truss ID: N Date: 6-1 1-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12789- 1 Deign: Matrix Anafyfis JOB PATH: C.ITEE-LUKVU8J11DMrflwul HV JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: O 9TY:3 - DESIGN INFORMATION This design b for an Individual building component and has been based on infortmation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- eUk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sh— am In agreement whh the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing urdcas otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid "Wng they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revtew this drawing to verify that this drawing Is In corJornnanca with the [abrlcators plate and to realize a continuing responsibility for such v 1- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nalb fully imbedded and shall be sym. about the Jolnt'unless otherwise shown. A 5x4 plate Is 5' wide x 4- long A 6x8 plate is B- wlde x it long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sixes are minimum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This thus Is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANsirm 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be destgned and installed by others. Careful hand - Ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentrmlon of constructlon Inds greater than the design bads shall not be applied to trusses al any time. No loads other than the weight of the .rector shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, CSC, V. 125aph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Part L= 40.0 ft W= 3.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 171# Support 3 48# TC... FORCE..'.CSI ..BC ... FORCE ... CSI 1- 2 -28 0.24 4- 3 -3 0.19 Joint Locations— ===__________ 1)=== Oa6 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-10-12 64 83 -171 TOP PIN 0- 1-12 150 107 -307 BOT PIN 2-10-12 56 0 -48 BOT H-ROLL 3-0-0Ilk 1 2 0 Attach with (3) 10d Toe -Nails 2-3-15 0-4-3 3-0-0 F , 4 3 150# 3.50" 65# 2.50" 1-1-9 3-0-0 57N 2i5o., 111-1-7) 1 C/L: 2- 0-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. BRACING WARNING: Dsgnr: TLYI Chk` TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bmctg, portal bracing or similarbracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing for buckling length. be BC Live 0.0 Ps f 407) 321-0064 Fax (407) 321-3913 shown is lateral support of truss members only to reduce Provisions must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locotkms determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 of TP11. BC Dead 10.0 psf LICENSE # 0050068 truss Plate ImUtutc. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 oREENBROOx Cr.OVIEDO.FT-72768 TOTAL 33.0 psf Attach with (2) Ott Toe -Nails scale = 0.9028 Truss ID: O Date: 6-11-02 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSV25MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: P CITY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ------_=======Joint Locations This design is for an Individual building HOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8- 0- 0 5) 3- 0- 0 component and has been based onlnfonmtion WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 provided by the client. The designer discLatms 2x8 SP #2 3 continuouslybraced unless noted otherwise. anyresponsibilityfor tniormlionagesasaresult of designconsiderations ( others) for Design baseon I - ply laminated Bot chord. ------------ TOTAL DESIGN LOADS ------------ faulty or incorrectinformation, specifications gn P Y and/or designs furnished to the truss designer lateral forces due to wind or seismic loads End verticals designed for axial loads only. Uniform PLF From PLF To by the client and the correctness oraco,navy on buildings. End verticals that are extended abave/below TC Vert L+D -46 -1- 1- 9 -46 3- 0- 0 afthis lnfonmtmnasItmayrelate toaspe- CAUTIONI N 1 Hearing block ends artist meet Wind Case- ASCE 7-98, C&C, V. 125mph, TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 ciflc project and accepts no responsibility or requirements of ANSI/TPI 1-1995, Table H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 Lionises no control shipment regardtofabrics - Lion. 10. 2-2 for masrirmsm reactions and r Bld e= Part L. 40.0 ft W- 8.0 ft Truss BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 tlon. handling. shipment and installationo! proper 1YP trusses. This truss has been designed es an in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Concentrated LBS Location individual building component inaccordance wth PROVIDE UPLIFT CONNECTION. PER SCHEDULE: BC Vert L+D -51 3- 0- 0 ANSI/7P11-1995and NDS-97 to beUrcarponted Support 1 388# ..TC...FORCE ... CSI ..BC...FORCE ... CSI ----MAX. REACTIONS PER BEARING LOCATION----- aspartofthebutuingdesignbyaBuilding Support 2 211# 1- 2 -524 0.19 6- 5 460 0.14 X-Loc Vert Horiz lift Y-Loc Type Designer (registeredarchitectfor a proval by al hMAXLIVELOADDEFLECTION: 2- 3 0 0.31 5- 4 469 0.20 0- 1-12 365 0 -3388 BOT PIN engineerj. When reviewed for approval by the buildingdesigner. the dmtp loadbngs shown L/999 7- 8- 0 324 0 -211 BOT H-ROLL must be checked to be sure that the data shown L=- 0. 01 a D=- 0. Ola T=- 0. 02 a are in agreement with the Local building codes. MAX HORIZONTAL TOTAL LOAD DEFLECTION: local elbmatic records for wind or snow loads. T- 0 . Ol a project specifications or not b applied bads, MAX HORIZONTAL LIVE LOAD DEFLECTION: Unless shown, truss has not been designed forstorageoroccupancyloads. The design assumes T- 0 . 00 a cornpressbn chords (top or bottom) are mnttnu- 3- 0-0 5-0-0 o—ly braced by sheathing unless otherwise RMB = 1.00 specified. Where bottom chords In tension are 1 3 not fully braced laterally by a property applied rigid ceiling. they should be braced at a O maxtmum spacing of 1(7-0' o.e. Connector plates shall be manufactured from 20 gauge hot 4X8 3X4 dipped galvanized steel meeting ASTM A 653. Grade40. unless otherwise shown. 5-11 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomunco wllh the fabricolofs plans and to 1- 10-3 realize a continuing responsibility for such ven- _3 flmre tion. Any discpancles are to be put in writingbeforecuttingor fabrication. Plata shall not be installed over knotholes, ni knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- 3- 6-3 nector plates shall be Located on both fain of the truss with nails fully imbedded and shall be 3X6 2X4 3X4 sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 8x8 plate is 8' wide x 8' Long. Slots (holes) run parallel to the plate Length specified. Double cuts on web member shall meet at the centrold of the webs 1-8-0 unless otherwise shown. Connector plate sizes are mkdmum st— based on the form shown and may need to be Increased for certain hand- ling and/or erection a asses. This toss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordanco with 'Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling- delivery and installation to avoid damage Temporary and permanent bracing for holding louses in a straight and plumb pos- Won and for resisting lateral form shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 0-7-4 L 7-4-12 16 1 4 366N 3. 50" 325R 8.00" 1-1-9 R1-1-7) 8 0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1 1995 scale = 0.5977 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgar: TLY Chit: I Date: 6- 11- 02 TC Live 16.0psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracktg wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which ts a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral truss buckling BC Live 0. 0 O.C.Spacing: 24.0" P 9 407) 321-0064 Fax (407) 321-3913TOMASPONCEP.E. support of members only to reduce length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing the psf BC Dead lo.o f Ps Design Criteria: TPI LICENSE #0050068 of overall structuremay be required. (See HIB-91 of TPI). rrruss Plate Institute, TPI, is located at 593 D' Onofrb Drive. Madison, Wisconsin 537191. Code Dese: FLA 18900REENBROOK Cr.OVIEDO.FL32766 I TOTAL 33.0 psf V:06.02.02- 12794- 2 Design: Matrix Analysis JOB PATH: C:17EE-L0KV0BS1125MPHIS1JNHV HCS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: U 9TY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cOenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the loos designer by the client and the correctness or accuracy of this information m It may relate to a spe- c01c project and accepts no responsibility w exeretses no control with regard to fabrlm- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1.1995 and NDS-97 Lobe incorporated as part of the building deign by a Building Designer (registered architect or professional englneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building code. local climatic records for wind or snow bads, project spccfllmtbm or special applied bads. Unless shown. truss has not been deigned for storage or occupancy bads. The deign assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum sparing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in eonforman« wnh the fabrtmtot's plans and to realize a continuing responsibility for such vent. flmUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood beating Con- nector plate shall be located on both face of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long A 6x8 plate h 6' wide x fi long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum at= based on the form sham and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless othenNse shown. For addltlonal Information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling installing & Bracing. HIB-91. Trossrs arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mn and for resisting lateral form shall be designed and Walled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of consWctlon bads greater than the design loads shall not be applied to muse at any time. No loads other than the weight of the erectors shall be applied to trusses =in after all fastening and bracing h completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.18" RMB - 1.15 7-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I- 1.00, &cp.Cat. B, Xzt- 1.0 Bld Type- Encl L- 40.0 ft W- 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI BC... FORCE ... CSI 1- 2 3229 0.60 12-11 2925 0.70 2- 3 2456 0.56 11-10 2925 0.68 3- 4 2156 0.43 10- 9 2158 0.47 4- 5 2455 0.56 9- 8 2925 0.68 5- 6 3229 0.61 8- 7 2925 0.70 mi.-. = --Joint Locations=====_=______== l) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-" 4-0-0 13-0-0 1 2 5 6 0 5X6 5X6 o 640-3 0-4-3 3.00 1L 3-00- 0-3 12-10-0 3-9-0 12-10-0 1 11 1 8 I 1042N 3.50" 1042N 3.50" 1-1-9-9 is 3040-0 I -9 le (R1-1-7) R EXCEPT AS SHOWN PLATES ARE TL20. GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chet: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD. FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing for BC Live 0.0 psf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead fps100 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the structure nay be required.. overall . (see HIB-91 of TPn. Code Dese: FLA LICENSE #0050068 1990 GREENBROOK CMVIEDO.M32766 muss Plate Institute. TPI, b located at 593 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:06.02.02- 12795- 2 Design: Mmrir Analysis JOB PATH: C:ITE£-L0KV0BSil25MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: V QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = __=== Joint Locations_______________ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads.1)0-0- 0 6) 24- 1- 1 11) 11- 1- 8 component and has been lased on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 provided by the client. The designer disclalms continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 any responsibility for damages asaresult of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 9) 24- 1- 1 faulty or incorrect information.specifications rt 1 778# H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 5) 19- 0- 0 10)' 18-10- 8 and/ or designs furnished to the truss designer Ply _ _ by the client and the correctness or oraccuracy Support 2 818# Bld Type. Enel L. 40.0 f t W. 30.0 ft Truss - -MAX. REACTIONS PER BEARING LOCATION- - - - - of this information as B may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cdflc project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req 0- 1-12 1041 100 -778 BOT PIN omretsenocontrol with regard tofab:tca- L--0.26a D--0.26a T=-0.52" 29-10- 4 1041 0 -818 BOT H-ROLL lion, ha shipment and installation of trusses. This This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE ...CSI ..BC! ... FORCE... CSI Individual building component In accordance with T. 0.37" 1- 2 -3245 0.57 13-12 2937 0.74 ANSI/7PI 1-19% and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2719 0.54 12-11 2948 0.70 as part of the building design by a Building T- 0.19" 3- 4 -2413 0.43 11-10 2536 0.65 Destgrier(registered architect or professional 4- 5 -2412 0.43 10- 9 2947 0.70 engineer). When reviewed for approval by the RMB - 1.15 5- 6 -2718 0.54 9- 8 2936 0.74 building designer, the design loadings shown must be checked to be sure that the data shown 6- 7 - 3244 0.60 are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of la-0- o.c Connector plates shall be manufactured from 20 pauge hot dipped galvanized steel meeting AS IM A 653. Grade 40. unless otherwise shown. 11-0- 0 8-0-0 11-0-0 FABRICATION NOTES 11 2 4 6 7 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in 6 confomrance withthefabricatorsplansandto -6.00 realize a continuing responsibility for such ved- ficatlon. Any discrepancles are to be put in 5X6 3X4 5X6 writing before cutting or fabrication. lain shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Nang wood to wood bearing. Con- nector plates shall be located on both faces of 3X4 3X4 the buss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A T Sx4 plate is 5- wide x 4- long. A US plate is 6- 5-10. 3 wide x 8' long. Slots (holes) run parallel to 6-3-15 6X12 6X12 the plate length specified. Double cuts on web embers shall meet at the centrold of the webs 04-3 04-3 unless otherwise shown. Connector plate sties are minimum sizes based on the forty 2X4 shown 2X4and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with (Ire retardant treated 3X6 2-8-8 3X6 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 1-1995 3•00 I1 -3'00 0-3- F 0- 3- s-s PRECAUTIONARYNOTES n All bracing and erection recommendations are to be followed in attendance with "Handling 11 10-10-0 7-9-0 10-10-0 InstaWng A Bracing-. HIB-91. 7Yussn are to 1 be handled with particular cart during banding 1 12 11 110 9 and bundling. delivery and installation to avoid 1042N 3.50" 1042# 3.50" damage. Temporary and permanent bracing 1-9 J1- 1-9 for holding wssn in a straight and plumb pm- 30-0-0 Itlon and for resisting lateral forces shall be /D 1-1 7) (R1-1-7 designed and Installed by others. careful hand- \^ ling is essential and erection bracing is allays EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 required. Normal precautionary action for trusses requires such temporary bracing during E Job: WO: SUNHV Installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. °g• and dominoing. T herthecontr of erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwj;: Truss ID: V trusses shadbeunder the ionwlcarpersons LMaronda Systems g experienced intheinstallationatmuses. Ds ear: TLY Chk: Date: 6-11-02 Professional advice shall be sought if needed. CONTRACTOR. Concentration of construction loads greater BRACING WARNING: TC Live 16.o psf DurFae - Lbr: 1.25 than the dnlgn loads shall not be applied to 4005 MARONDA WAY DurFae - Pit: 1.25 tnuam at any time. No loads other than the Bracing shown on this drawing is not erection bracing. wind bracing. portal bract or similar bracing TC Dead 7.0 psf weight of the erectors shall be applied to SANFORD, FL. 32771 which is a pad of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" uussea until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf is completed made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bmcingofthe overaustructure may berequired. fseeHlB-9lar7Pn. Code Dese: FLA LICENSE #0050068 (Russ Plate Institute. 7PI. is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:06.02.02- 12796- 24 1590 GREENBROOk Cr.OV1EDOXI-32760 Design: Matrix Analysis JOB PA771: C.17EE-L0KU0B51129MPHt5UNHv JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: W QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations s==== This design is for on Individual building BOT CHORDS: 2x4 SP #2 ccriposite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based oninfornatlnn WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 my responsibility for damages asaresult of Wind Case- ASCE 7-98, CBC, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 faulty and/ or designsincorrect netruskauom designs furnished to the toss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, i- 1.00, Exp.Cat. B, Kzt- 1.0 MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness; or accuracy bySupport 1 781# Bld Type- Encl L= 40.0 ft W= 30.0 ft Truss X-LoC Vert Horiz Uplift Y-Loc Type of this Information as K may relate to a spe- Support 2 819# in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1042 92 -781 BOT PIN c: licproject and accepts noresponsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL exercises no control with regard to fabrics- L/999 Lion, handling, shipment and installation or This tausL=-O.30" trusseshas been designedasanD=-O.31° Tin-. 060" TC - . - FORCE ... CS I .. BC ... FORCE ... CSI individual building component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/7PI1-1995and NDS- 97tobeIncorporated T- 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as pan of the building design by Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 Designer(registered architect or professional T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 engtneer). When reviewed for approval by the 5- 6 -2945 0.55 building designer. the design loadings shown must be checked to be sure that the data shown RMB = 1.15 6- 7 - 3246 0.68 are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. Mots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x W long. Sots ( holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the weld unless otherwise shown. Connector plate sires arc minlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bmcing', H18-91. Trusses are to be handled with particular cam during landing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding troves in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful ha w- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of tnmses shall be under the control of persons experienced in the installation of troves. professional advice shad be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. 9-0-0 12-0- 0 9-0-0 1 2 4 6. 7 0 SX6 2X4 SX6 T 5- 3-15 0- 4- 3 4 4- 10-3 0- 4- 3 TT 1 3.00 IL 3. 00 a3 8-10-0 11- 9- 0 8-10-0 11 11 10 I 1042N 3.50" 1042N 3. 50" 1-1-9 _ 304" 1 1 9 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: SUNHV Truss ID: W Date: 6- 11-02 hr. onda Systems y DsTLYgn` Chk: CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbnMr bracing TC Live TC Dead 16. 0 psf 7.0 psf DurFaC - Lbr: 1.25 DufFac - Pit: 1.25 4005 MARONDA WAY SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 00 f ps O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taw members only to reduce buckling knglh. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. Code DeSc: FLA LICENSE #0050068 rrruss Plate institute, TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. ITOTAL 33.0 Psf I V:06.02.02- 12800- 2 1990 OREENBROOK MOVIEDOXI-32760 Design: Matrix Analysis JOB PATH: C:ITEE-L0KV0BS1125MPHISUNHV rt-J: W.- JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: X 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the Joint Locations======_===_==== This design is for an individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1)= 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on information BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 any responsibility for damages uaresult of 2x4 SP #2 2,4 Design based on 2-ply laminated Bot chord. 4) 25- 0- 0 8) 15- 0- 0 and/ or designs to the tnnss deslgnv andryorasignmhlfmmdtlon. thetutde'lp 2-PLY TRUSSI fasten w/3"X 0.120" nails in End verticals designed for axial loads only. the c nl bytheeltr„tanetnecon ctnes+or-racy staggered pattern per nailing schedule: End verticals that are extended above/below TOTAL DESIGN LOADS ------------ of this information asitmay relate toaspe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V. 125aph, Uniform PLF From PLF To chic project and accepts no responsibility or Distribute loads equally to each ply. H. 21.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 TC Vert L+D -46 1- 1- 9 -46 5- 0- 0 exercises no control with regard tofabrica- Bld Type. Encl L. 40.0 ft W- 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 truss es. his cuss has and Installation of trusses. This dings has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 individual building component maccordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSIrM 1- 1995 and NDS-97 to be incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 as pan of the building design byaBuilding MAX LIVE LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Designer (registered architect orprofessional L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location engtrebuildierl. When ner.threviewed for aadings showby n building designer, the design ata L=-0. 50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D 195 5- 0- 0 at then sit must becheckedInbesurethatthedatashownMAXHORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D 195 25- 0- 0 are in agreement with the low] building codes. T- 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 MAX. REACTIONS PER BEARING LOCATION ----- bealclimatic records for wind orsnow loads. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-LDc Vert Horiz Uplift Y-Loc Type pmjeet apecNmtbin or apeclal applied loads. T= 0. 14" 0- 1-12 1684 0 -7 BOT PIN Unless shown, tniss has not been designed for 29-10- 4 1685 0 -766 HOT H-ROLL storage or occupancy loads. The design assumes RMB - 1.00 compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are no fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la4r o.c. Connector plates shah be manufactured from 20 gauge hot dipped gshwtiwd ateel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shah review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- 0eatiun. Any disc-pancW are to be put in writing before cutting or fabrication. Rates shall no be Installed over knotholes. knots or distorted grain. Members shah be cut for light fltttng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malts fully imbedded and shah be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unlesi otherwise shown. For additional rnfcrnation on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ae to be followed In accordance with -Handling instalUng d Bmchnf. HIB- 91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pernument bracing for holding trusses in a straight and plumb pos- Won and for assisting lateral form shah be designed and Wtalled by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for tnsses requires such temporary bracing during installation between trusses to avoid toppling and dontlnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tresses. professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shah not be applied to to sses at any time. No loads other than the weight of the erectors shah be applied to trusses until after all fastening and bracing Is completed. 2-PLYS REQUIRED 5- 0-0 20- 0 0 11 5-0-0 1 3 5 6. 00 8XIO 1OX10 8X10 3. 00 I 6 0000 1 -3. 000- 3-8 0- 3-8 4-11-8 19-" 4-11-8 1 1 8 1685N 3. 50" 1685# 3.50" 1.1.9 30-" 1-1- 9- 11- 1-7) 196# 196# EXCEPT AS SHOWN PLATES ARE tL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: bUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X Y Maronda S stems)] CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFaC - Lbr: 1.25 4005 MARON DA WAY BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 Ps f O.C. Spacing: 24.0" 407) 321-0064 Fax ( 407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. tree HIB-91 of TRI. Code Dese: FLA LICENSE #0050068 Titus Plate Institute. TPI. is located at 583 D'Onofrio Drtve. Madison. Wismnsm 53719). TOTAL 33.0 psf V:06.02.02- 12802- 2 1890 OREENBROOK CT.OVIEDOYL32768Design: Marrix Analysis JOB PATH: CATEE-L0KV0BSV25MPHISUNHV HCS: U6.W.Ue JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: Y 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE.LOADS -- This design is the = - ===3oint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of (multiple loads. 1) O- - 0 3) 7- 0-14 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are asst>med to be 2) 7- 0-14 4) 0- 0- 0 provided by the client. The designer ft-kitms Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. any responsibility for rmagesasaresati of bearing.Wind Case- ASCE 7-98, C&C, V. 12----------------------- laulty or incorrect Information, specifications S1ltph, - TOTAL DESIGN LOADS and/or designs furnished to the truss designer H- 21.0 ft, I= 1. 00, E cp. Cat. B, Kzt- 1.0 Uniform PLF From PLF To by the client and the mrrectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L= 40.0 ft W. 7.1 ft Truss TC Vert L+D 0 0- 0- 0 -56 7- 0-14 of this Information as It may relate to a spe- Support 1 512# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ciflc project and accepts no responsibility or Support 2 266# Impact Resistant Covering and/or Glazing R ----MAX. REACTIONS PER BEARING LOCATION----- exerctses no control with regard to fabrica- tion. handling, shipment and Installation of PROVIDE HORIZONTAL CONNECTION PER SCHEDULE X-Loc Vert Horiz Uplift Y-L.oc Type trusses. This truss has been designed asan Support 1 226# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 2- 8 94 226 -512 BOT PIN individual building component In accordance with MAX LIVE LARD DEFLECTION: 1- 2 -64 0.85 4- 3 -12 0.73 6-11- 1 193 0 -266 BOT H-ROLL ANSI/7P1 1-1995 and NDS-97 to be incorporated L/999 as part of the building design by a Building L=-0.04" D= 0.00" T=-0.04" Designer (registered architect or professionalMAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer. When reviewed for approvalvalbyythe building designer. the design loadings shown T- 0 . 09" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T- 0 . 09" local climatic records for wind or snow bads. project specifications or spectal applied bads. RMB - 1.00 Unless shown. truss has not been designed far storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu- 7-0-14 L ously braced by sheathing unless otherwise Ilk - specified. Where bottom chords In tension are 1 not fully braced Laterally by a properly applied 2 rigid ceiling. they should be braced at a r- 424maximmuspacingofIU-(r o.e Connector . Attach With platesshallbemanufacturedfrom20gaugehot10dToe -Nails 4) dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabric toes plans and to 1-7-13 realize a continuing responsibility for such ven are - Ucalion. Any discrepancies e to be put in writing before cutting or fabrication. Plalm shag not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-3-11 nector piates shall be located on both faces of the truss with nails fully Imbedded and shall be 2X4 sym. about the joint unless otherwise shown. A 0-3-15 5x4plateis5' wide x 4" brig. A 6a plate is it wide x Ir long. Slots (holes) nun parallel to 1-2-2 the plate length apccifled. Double cuts on web members shall meet at the centroid of the webs Attach with 2 unlessotherwiseahown. Connector plate at= Attach TUe with are minimum sizes based an the forces shown 10d Nails and may need to be increased for certain hand- 3X4 ling and/or erection stresses. This truss h not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ 7P1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be (allowed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses, are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for misting lateral forces shall be designed and Installed by others. Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallaUon between Wssm to evold toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice stall be sought If needed. Concentration of const-11"n loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2. 12 I 0- 4-15 CRI 6- 7-15 14 - 3 95# 4.95" 193# 2.50" L 1-6-2 010 7-0-14 R1- 6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.6346 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y y CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bmcing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. ds locati awcctremayber 'onto Is HIB-ned by the ba"dI"g designer. dditioanchorergoofateoveraalatyIse` HIB-91 of BC Dead 10.o f Design Criteria: TPI Code Dese: FLA LICENSEN0050068RussPlateInsulate. 7PI, is located at 583 D'OnofM Drive, Madison. Wisconsin 537191• frloDrive. Wisconsin 1890 GREENBRooR Cr.tmEDO.M327BB TOTAL 33.0 psf V:06.02.02- 12804- 3 Design: Matrix Analysis JOB PA771: C:l7EE-L0KU0BS1125MPHISU1VHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: Z 9TY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. joint Locations -----__-__==__- This design isfor antndlvldualbuilding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-15 3) 5- 0- 0 component and has been based an information All COMPRESSION Chords are assumed to be couposite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided by the client. The designer disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is desi ed to bear on multiple MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect womation.specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe lrussdesigner bearing. be [narked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the cbent and the correctnm or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN of this Information as It may relate to spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, 4-10-12 58 0 -43 BOT H-ROLL cure prgecl andacceptsnoresponslbiltyorSupport1390# H. 21.0 ft, I- 1. 00, Exp.Cat. B, Kzt- 1.0 uercises no controlwithregardtofabrica- tion. handling. shipment and installation of Support 2 274# Bld Type- EnCl L. 40.0 ft W= Sell ft Truss musses. This truss has been designed as an Support 3 43# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Individual building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSIrMl 1.1995andNDS-97 to be Incorporated L/684 at Mid -panel # 1 as pan of the building design by a Building L=-0. 09" D- 0. 01" T--0. 08" TC ... FORCE... CSI BC... FORCE... CSI or professional Designer (registered Whenreviewedengtnecrf. When reviewedforapprovalby the for MAX HORIZONTALTOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 budding designer, the design loadings shown T- 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T- 0. 00" local ctirrlatic records for Wind or snow Inads. pro1cct specifications or special applied loads. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- 5-0 O ously braced by sheathing unless otherwise Ilk specified. Where bottom chords b1 tension am 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la-0' o.e. Connector 6.00 plates shall be manufaciured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Attach With (4) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in F11 conformance Wth therabrt®mrs plans and to 1-8-1 realize a continuing responsibility for such ved- fl®llon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Insist' met knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-3-15 nector plates shall be located on both faces of the truss with nails fully imbedded and stall be sym. about the Joint unless otherwise shown. A 0-0-3 5x4 plate is5' wide x 4' long. A 6x8 plate is 6' wile x 8• long. Slots (holes) run parallel to 1 the plate length specl(Ied. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- 3X4 Attach With (2) 10d 'roe -Nails Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Infomation on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bmctne, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallation to avoid damage. Temporary and permanent bmeing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of comtruetion Imds greater than the design loads shall not be applied to trusses at any lime. No Inds other than the weight of the erectors shall be applied to trusses unit) after all fastening and bracing is completed. 3. 00 i a3-s I. 4-8- 8 I, 4 3 215# 3.50" 108# 2.50" 1-1-9 5-" 59# 2} 50" r (1111-1- 7) C/L: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6314 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jobe WO: SUNHV LMaronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: Z i CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16. 0 psi DurFac - Lbr: 1.25 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bra bracing or similar bracing clog, locating, portalTCDead7.0 psr DurFae - Pit: 1.25 which is a n of the build des pa big Isandwhich must a co by the.Prerbuilding designer. Bracing shown is forlateralsupportoftrusstobucklingbebucknnglength. RovtslonsBCLive0.0 psi O.C.Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 reduce reduce must membersDoty cemadetoanchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall stmctum may be required. (See HIB-91 of TPI). ps Code Dese: FLA LICENSE #0050068 rrnrssPlateInstitute, TPI, is located at 583 D'Onofrto Drive, Madison, Wiscoruln 53719). 1890 GREENBROOK Cr. OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 12805- 3 Design: Macau Analysis JOB PAIN: C.l7FE-LOKUOBS1125MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC:.10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the client- The designer disclaims any responsibility for damages as a mull of faulty or Incorrect Inhumation. spec muatiom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- etllc prgect and accepts no respomlblllty or exercise no control with regard to fabric - U'. handling, shipment and Installation of trusses. Thb taus his been designed as an individual building component in accordance wlu ANSIrM 1-1995 and NOS-97 to be incorporated as par of the building deign by a Building Designer (registered arehttect or professional engineer). When reviewed for approval by the building designer. the deign loading} shown must be checked to be sure that the data shown are in agreement with the beat building codes. local climatic records for wind or snow loads. Prgect apeeglcations or special applied bads. Unless shown. truss has not been deigned for storage or occupancy loads. The deign assume compression chords (top or bottom) are cont1nu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid =Wng, they should be braced at a maximum spacing of la-(r o.c Connector plat= shag be manufactured from 20 gauge hot dipped galvanized steel mcettng ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Uub drawing to verify that this drawing b in conforrmance with the fabricators plans and to reallec a continuing responslbUlty, for such ven. ocation. Any discrepancies are to be put In writing before cutting or fabrication - Plate shag not be installed over knotholes. knots or distorted gram. Members shall be cut for light Ruing wood to wood bearing. Con- nector plate shag be located on both faces of the tuna with nalb fully imbedded and shag be sym. about the Joint ur esa otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate Is B' wide x 6' long. Slots (hobs) run parallel to the plate length specified. Double cuts on web members shall meet at the centtoid of the webs unless otherwise shown. Connector plate sizes are minimum air= based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P11-1995 PRECAUTIONARY NOTES All bracing and erection rernrmnendatlons are to be followed In accordance with 'Handling installing a Brachir. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporuy and permanent bracing for hokiLng muses in a straight and plumb pos. Ulan and for resisting lateral form shall be designed and installed by others. Careful hand. Ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of lrties shall be under the control of persons experienced in the installation of tresses. Professional advice stall be sought if needed. concentration of construction Inds greater than the deslp loads shall nil be applied to noses at any time. No toads other than the weight of the erectors shall be applied to muses until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-411 T 0-4-5 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CFTC, V= 125mph, H= 21.0 ft, I= 1:00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Rect TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 9TYA Joint Locations=========__ 1) 0 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 HOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL 0-8-9 0-2-8 3.00 I 0-3-8 4 89A 3.50" 25# 2.50" 1-1-9 „L, 1-1-8 I3N 2 _San C/L: 1-b 4EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIEDOTI-3276r Attach with (2) iod Toe -Nails Attach with (2) 10d 'foe -Nails scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: N V A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 CONTRACTOR. Dsgnr: TLY Clik: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shoot on this drawing is not erection bracing. wind bracing, portal bracing or stmltar broctng which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is for istc"d support of truss members only to reduce buckling length Provisions must be BC Live 0.0 psf Spacing: O.C. S 24.Ong made to anchor lateral bracing at ends and specUW locations determined by the building designer. maAdditionalbracingoftheoverallstructure y be required. (See HIB-91 of TPq. eap BCDead10.0 psf Design Criteria: TPI rrr usa Plate institute. TPI. is located locatedat 5D'Onohio Drive. Madison. Wisconsin 53719). l Code Desc: FLA TOTAL 33. 0 psf V:06.02.02- 12806- 3 y,o JUm rAIH: L:11LLaLUKUUHSIIZiMPH1SUNHV RCS: 06. 0102 DESIGN INFORMATION This design is for an Individual bu9dlog component and has been based on Information provided by the client. The designer disclaims any responsibWty, for damage as a result of faulty or incorrect information, speclDmuons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific prgcct and accepts no responsibility or exercises no control with regard to fabrim- tlmn. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated part of the building design by a Building Designer (registered architect or professional cngfnmri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records far wind or snow loads, project speeiftmtlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compresslan chords (top or bottom) are continu- out ily braced by Sheathing untess otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied ttgld ceiling. they should be braced at a maximum sparing of lo'4r o.c Connector platca shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shag review this dtawtng to verify that this drawing Is in conformance with the fabricators plans and to mallre a continuing responsibility for such veil- Omllon. Any disc-pancha are to be put in writing before cutting or fabrication. Plates Shall not be tnatagW Over knothole. knots or distorted grain. Members shall be cut for tight fltling wood to wood bearing. Con - nectar phtes shall be located an both Caen of the truss with nalb fully imbedded and Shan be Sym about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A Bx6 plate is (r wide x Ir long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate Sizes are minimum sizes based on the forces Shown and may need to be Increased for certain hand- ling and/or Erection stresses. This thus is not to be fabricated with fire refardarit treated lumber unlo otherwise shown. For additional trdormation on guanty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ag bmcbV and erection recomunendaUans are to be followed in accordance with'Handlbng Installing h Bracing'. HIB-91. Ttussn are to be handled with particular cart during handing and bundling, delivery and Wtalhtlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and far misting lateral fames shall be designed and Installed by others. careful hand- ling is essential and erection braehng is always required. Norval precautionary action for misses milubn such temporary bracing during installation betwce n trusses to avoid toppling and dominoing. The supervision of erection of trusses Shan be under the control of persons experienced to the installation of trusses. Professlorai advice shag be sought if needed. Concentration of construction Inds greater than the design toads shag not be applied to trusses at any lime. No bads other than the weight of the creel.. Shag be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2A-11 0-4-3 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L. 40.0 ft W. 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25. 4- 3 17 0.19 TI: Z2 QTY:4 Joint __ ===Joint Locations=====_____===_= 1)0 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3= 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lroc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 1 2 0 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 4 3 199# 3.50" 115# 0 11 1-1-9 2 n 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maroinda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0030068 18900REENBROOg MOMDOXIT 32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 111B•91 of TPI). frnus Plate Institute. TPI. is located at 5a3 D'Onofno Drive. Madison. Wisconsin 53719). Attach with (3) lOd Toe -Nails Attach with (2) 10d 'foe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.8792 Truss ID: Z2 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ucc•u-vn uvwuonrrnnsurvry LJCS: 06.0102 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the corneclness or accuracy of this Information as 9 may relate to a spe- cific project and accepts no responsibility or everclses no control with regard to fabrlra- Ilon, handling, shipment and Irrstallallon of t 11,55m. This truss has been designed as an 1ndMdual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregislered architect or professional englneerl. When revtewed for approval by the building doigner, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic owrecordsforwindorsnloads, pr, Ject specifications or special applied loads. U: dess shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords [top or bottom) are continu. ously braced by sheathing unless otherwise apccl0e1. Where bottom chords in tension are not fully braced laterally by a properly applied d9ld ceiling they should be braced at a Irm m spacing of 10'-O' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance wiin the labricator's plans and to realize a continuing responsibility for such -J. ficatlon. Any discrepancies are to be put in writing before cutting or -fabrication. Plates shag not be Wtatied over knotholes, knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the tress wOh naps fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide a 4' long. A &B plate is (' wide x 8' long Slots Btolesl nun parallel to the plate length specified. Double "is an web members stall meet at the centrold of the wets unless otherwise shown. Connector plate sizes are minimum alms based on the farces slfown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless othertwe shown. For additional gnfonrallon on Quality Control refer to ANSIrm 1-1995 PRECAUTIONARY NOTES All hm" and erection recommendations are to be followed In accordance with -Handling Installing 3 Bracing•, HIB91. Trusses are to be handled with particular care during banding and bundt!". delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltlon and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and dominoing. The supervision of ereetlon of louses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses unW after all fastening and bracing is completed. JB: SUNBURY H ' AC: 10# UPLIFT D.L. WO: SUNHV WE: ivr L3iUKUS: Lx4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/ 859 at JOINT # 4 L=- 0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION. T= 0.400 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.15 T 4- 3-15 0-4-3 TT I TV 73 0TV•1 MULTIPLE LOADS -- This design is the Joint Locations...=•_______ " 0- compositeresultofImiltipleloads. 1) 0- 0 5) 23- 0- 0 9) 22-10-=8y All COMPRESSION Chords are assumed to be 2) 3-10-15 6) 26- 1- 1 10) 15- 0- 0 continuously braced unless noted otherwise. 3) 7- 0- 0 7) 30- 0- 0 11) 7- 1- 8 Wind Case- ASCE 7-98, C&C, V. 125uph, 4) 15- 0- 0 B) 30- 0- 0 12) 0- 0- 0 H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft MAX. REACTIONS PER BEARING LOCATION----- W= 30.0 ft Truss in X- Loc Vert Horiz Uplift Y-Loc Type INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 50 797 BOT PIN Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 779 BOT H-ROLL TC... FORCE ... CSI 1- 2 -3239 0.63 2- 3 -3152 0.51 3- 4 -4083 0.90 4- 5 -4083 0.90 5- 6 -3152 0.51 6- 7 -3239 0.62 BC... FORCE ... CSI 12- 11 2933 0.67 11- 10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 Ilk 7-0-0 16-0-0 11 1 2 7- 0-0 4 6 7 6 0000603. 00 I 0- 3-8 I I 5X6 2X4 cYl< 1042# 3.50" -- 1 1 9 f 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNINC,: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection braetrit wind bracing portal bracing or sbnilar bracing which is a pan of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. PM1310u must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified lomilons determined by the building designer. - Additional brar. Ing of the Overall structure nay be required. ISee HIB-91 of TPfi. LICENSE #W50068 1890 GREENBROOit C7.0VIE00_R917m rRuss Plate Institute, TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). T 04- 3 3-10-3 1 3. 00 P9 6- 10- 0 I 1042N 3. 50" R1-1- 7) scale = 0. 2077 Eng. Job: Dwg: l Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. 0 Truss ID: Z3 Date: 6- 11-02 DurFac - Lbr: 1.25 DurFac - Fill: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afoirit Analyris JOB PATH: r:ITEE-L0KU0BSIf25AfPHISU.NH11 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: VT20 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== 1)==00- === This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 0 3) 2- 0- 0 component and has been based oninfomstlon WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 0- 0 4) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Sinplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility damages aseresukoffaulty FORCE ...CSI ..BC...FORCE ...CSI WndLod per ASCE 7-98, C&C, V- 125n1ph, X-Loe Vert Horiz Uplift Y-Loc Type incorrectin netrussdesign. specificationsend/ or destgu famished to the truss designer and/or designs He, 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 0 -53 0 BOT PIN by the client and the correctness or accuracy Bld Type= Enel L. 40.0 ft W. 2.0 ft Truss 1- 8- 0 1 0 0 BOT H-ROLL of this information as it may relate to a ape- in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf cDb project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exeralsesnocontrolwithregardtofabrt©- tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSIrM 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer ( registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords [top or bottom) are continu- 2-0-0 only braced by sheathing -Ness otherwise Ilk specified. Where bottom chords In tension are 1 2 not fully braced laterally by a property applied rigid cc llng. they should be bread at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 2D gauge hot dipped galvanized steel meeting ASTM A 653. MT120-2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomsntt with the fabricators plans and to realize a continuing responsibility for such veri- flcatbn. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shall not be Installed ever knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- 1-0-0 1-0-0 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A GXS plate Is 9* wide x B' long. Slots (holes) run parallel to the plate length apedned. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Coml=tar plate sires m areminimumalasbasedontheforshownand may need to be Increased for certain hand- ling and/ or erccUon stresses. This truss is not to be fabricated with flee retardant treated lumber unless otherwise shown. For additional MT20-3X4 MT20-2X4 Information onQualityControlrefertoANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendallons are to be followed in accordance with -Handling Installing & Bmcing'. HIBA 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses in n straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses reclulms such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of lasses. Professional advice shall be sought If needed. Concentration of comtruction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 0# 8. 00" 2# 8.00" la 2- 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Studs ® 2-0-0 o.c. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this dmwtng is not erection bracing. wind bracing. portal bracing or stmlLv bracing TC Dead 7.0 psf SAN FORD, FL. 32771 which is a pan of the building design and which must be. considered by the building designer. Bracing BC Live 0.0 ps f 407) 321-0064 Fax (407) 321-3913 shown is for lateral suppon of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemil structure may be required. (see HIB-91 of TPD. BC Dead Z.0 psf LICENSE #0050068 frruss Plate Institute, TPI, is located at 5a3 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 25. 0 1005 VANNFSSADROVIEDO.M32766 psf scale = 2. 1000 Truss ID: VT20 Date: 6- 03-04 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code.Desc: FLA Design: Matrix Atmfysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: VT91 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge == ---Joint = __ _====Joint Locations---- - This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE =1)0-=0- 0 3) 3- 0- 0 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 0- 0 4) 0- 0- 0 p,wtdedbythe ctlent.rnedesigner dlscwwwtu Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsfbUllyfor damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loc Type faulty /ordesignfunishedtect on. thetruNmtious Surt 2 166# H= 21.0 ft, i= 1.00, Cat. B, Kzt= 1.0 0- 1-12 0 -213 0 BOT PIN and/or designs fumahed in the tress designer p) h7Cp. by the client and the mrroctnessoraccuracy PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type. Encl L= 40.0 ft W= 3.0 ft Truss 2-10- 4 0 -155 -166 BOT H-ROLL of this information as it may relate to a spe- Support 1 213# in 3NT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cdlleprojectandaccepsnoresponslbWtyor Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrim- .. TC ... FORCE ... CSI ..BC ... FORCE ... CSI lion, handling. shipment and butallatbn of tosses. This truss has been designed as an Individual building component In accordance with ANSI/'IPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pofesslonal engineer). When reviewed for approval by the budding designer. the design Imdmngs shown must be checked to be sure that the data shown are in agreement with the Local huddling codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unity shown. truss has not been designed for storage or occupancy lands. The design assume emnpresslon chords ( top or bottom) are cont1nu- 3-0-0 ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon are 1 2 not fully bmced Laterally by a property applied rtgld ceding. they should be braced ate 0 maximum spacing of Id-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. M170-2X4 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any dacrepancdes are to be put In MT20-3X4 writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-0-0 3-0-0 neetor plates shad be located an both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate s 5- wide x 4- long. A 6x8 plate is 6' wide x ! i long. Slot (holes) run parallel to the plate length specified. Double cuts on web 1-&0 members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form sham and may need to be Increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional ff..Uon an Quality Control refer to MT20-2X4 MT20-3X4 ANSI/7PI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Bracing'. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting Lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between lotto to amid toppling and dominoing. The supervision of emctlon of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of const"mcUon Inds greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. 11 3- 0-0 4 3 0# 3. 50" 0# 3.50" 3-0- 0 I INEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSltTP1 1-1995 Studs ® 4-0-0 o.c. scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT91 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-03-04 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing sham on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing be Live BC Li00r O.C. Spacing: 24.0" 407) 321- 0064 Fax (407) 321-3913 for lateral support of members only to reduce buckling length. Provisions must shown Isformadeto anchor lateral bmcing at ends and specified locations determined by the building designer. BC Dead 2.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall strucLure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, Is located at 583 D'Onofrk, Drtve. Madison. Wisconsin 53719). TOTAL 25. 0 2 1005 VANNFSSADROVIEDO.FI.32766 psf V:0 .05.02- 48221- Design: Malrit Analysis JOB PATH: CATEE-LOKIHOMWIR HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Infommt Ion provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications end/or designs furnished to the truss designer by the client and the correctness or aceun,ty of this bdomuation as It may relate to a spe- cUlc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and instaUaUon of trusses. This trues has been designed as an individual building component In accordance wttt ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local elknatte records for wind or snow bads. project specUkations or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tenslon are not fully braced laterally by a properly appIled rigid ceding, they should be braced at a maximum spacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricatoes plans and to realize a continuing responsibility for such ved- ficotlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tnstaUcd over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tress with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8x8 plate is 6' wide x 8- long, Sbls (holes) run parallel to the plate length specified. Double cum on web members shall meet at the eentrokl of the webs unless otherwise shown. Connector plate slzes are minimum sirens based on the forces shown and my need to be t-ed for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wlth'Handllng Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in n straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses esquire such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought U needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses ct any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 239# TC ... FORCE ... CSI ..BC ... FORCE ... CSI WO: SUNHV WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125mph, He, 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 3.0 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT92 9TY:1 0... Joint Locations=====________ _ 1)000 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2 -239 0 BOT PIN 2-10- 4 3 0 0 BOT H-ROLL 3-0-0Ilk 1 2 3-" lo 4 3 2N 3.50" 4# 3.50" L 1-1-9 3-0-0 I" (R1-1-7) id EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUM 1-1995 Studs ® 4-0-0 o.c. scale = 0.9028 WAKNING: READ ALL NOTES ON THIS SHEET. Eng..lob: WV: JUNHV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT92 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLvI chk: Date: 6-03-04 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracingshown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing is for lateral buckling BC Live 0.0 psf O.C.Spacing: 24.0" P9407) 321-0064 Fax (407) 321-3913 shown support of tress members only to reduce length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 20 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of 7PU. ps Code CodeDesc: FLA LICENSE #0050068 rrruss Plate Institute. 7PI, is located at 563 D'Onafrlo Drive. Willson. Wisconsin 53719). 1003 VANNE M DROVIEDOXI-32766 0 TOTAL 25.0 psf V:09.05.02- 48222- 2 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS. 08.20.02