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HomeMy WebLinkAbout115 Crown Colony Way 03-1056 COPERMIT ADDRESS � � 1 CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER��,�, I_1N707.7�.Y.`� PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR �j PLUMBING CONTRACTOR`i MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE FEE I SUBDIVISION PERMIT # C) ,� DATE�- PERMIT DESCRIPTION, C; PERMIT VALUATION �1 11AC) SQUARE FOOTAGE 0-/ (�ksc, 4) d d r� cn cn 4 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 115 CROWN COLONY WAY for which permit 03-00001056 has heretofore been issued on 2/12/03 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 uj Si'u' j complies with all the building, plumbing, elects cal, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: � FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water. [�� �"� �� Sewer Lines In Iy (1� rYl nvcr�ar►ps Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage �L-7 LP.) 05w `L, Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT 4 WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 2/12/03 10.00 01-APPLCTN FEE -BUILDING 2/12/03 10.00 01-APPLCTN FEE -MECHANIC 2/12/03 10.00 01-APPLCTN FEE -PLUMBING 2/12/03 10.00 02-ENGNG DEVLPMT FEES 2/12/03 10.00 01-FIRE IMPACT - RESIDENT 2/12/03 59.27 01-LIBRARY IMPACT FEE 2/12/03 54.00 01-OPEN SPACE 2/12/03 279.61 ry CERTIFICATE This is to certify that the 115 CROWN COLONY WAY OF OCCUPANCY / COMPLETION building located at PAGE,: 2 s k, for which permit 03-00001056 has heretofore been issued has ,been completed according to plans and specifications on 2/12/03 filed'n'the, 4' office of the Building Official prior to the issuance of said building permit, to wit as complies, with, all the building, plumbing, electrical, zoning and subdivision regulations ; ordinances of the City of Sanford and with the provisions of these _ regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No ^ 01-POL'ICE IMPACT - RESID 2/12/03 91.93 01-RADON ,GAS TAX FEE 2/12/03 10.33 ' 01-ROAD IMPACT FEES 2/12/03 847.00 01-RECOVERY FD/CERT. PGM. 2/12/03 10.33 Oi-SCHOOL IMPACT FEE 2/12/03 1384.00 wD IMPACT: SINGLE FAMILY 2/12/03 650.00 S D, IMPACT:SINGLE FAMILY 2/12/031700.00 ,a �i E t i F .J CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: es ©3 PERMIT ##: 01,E ADDRESS: Uc �� CONTRACTOR: PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering 0`C OFire 7 03 - . i CiPublic Works ❑Zoning A OUtilities 0Licensing C (A COTDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C� C" �� /�3 0 57� S u loon l5 FG�✓d-5c� v z edam w � CERTIFCA'ITE OF OCCUPANCY REQUESYFOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: ' A PERMIT #:—\C�p"�" ADDRESS: CONTRACTOR: PHONE #: LAO W) -- \�- The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sigh off and date'the C. O. or submit addendum if it has E been denied or approved with conditions. Your prompt attention will be appreciated. uEngineering OFire ublic Works �� �i �� OZoning P, OUtilities OLicensing R � A ` CONDITIONS:. (TO BE COMPLETED ONLY IF APPROVAL IS CONDI,TIONAL) a s, ;I 4� � gl j n _ ii B1 NFIP COMMUNITY NAME & COMMUNITYNUMBER , „" 62. COUNTY NAME 63 "STATE" 4 CROWN COLONY/ 120294 `` .. .. .A SEMINOLE w " FIL B4: MAP AND PANEL `.n. a ., BZ FIRM PANEL °' 69 BASE FLOOD•ELEVATION(S) , NUMBER 65.:SUFFIX B6: FIRM INDEX DATE EFFECTIVEIREUISED DATE •.. B8.� FLOOD ZONES) ., (Zone A0; use depth of flooding) 12117C 0045 E ° 9117195_ 4M7195 ` . X B10, Indicate the source of the Base Flood Elevation (BFE) data or base flooddepthentered in B9 i ❑ FIS Profile El FIRM 0 Community petermmed ❑Other (Describe). , v I B11. Indicate the elevation -datum used.forthe BF E �n B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑.Other(Descnbe) r. B12. Is the buildinglocated ina CoastahBamer Resources' System (CBRS) area or Otherwise Protected Area{0 - : ❑:Yes,❑' No, Designation,Date, •.• _ ' I j SECTION C,- BUILDING ELEVATIONiNFORAflATION (SURVEY REQUIRED) ; ; base C1 Building elevations arr d on:: Construction Drawings �.. ❑Building Under Construc�on' "❑ Firnstied Construction ti i .. `A new Elevation Certificate will•be required.when constNcfion of the building is complete l C2: Building Diagram Number 1(Select the building diagram most similar to.tne building for,which this`certificate.is being completed.-`seO'pages 6 and 7. If no diagram it 3 accurately represents the building, provide a sketch or photograph;) ai C3 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 C3.-a� below according to the building diagram specfied in Item C2 State the datum used. if the.datum is different from the datum used for the BFE'n . , ,- _ Section B convert the datum to that used for the BFE. Show field measurements and datum conversion calculation ;Use the space provided or the Comof 8bc D or Section G„ as appropriate to document the datum conversion I I Datumk6D,1929 Conversion/Comrnks'W' Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRMV ❑ Y,es ❑ Not t i X ra) Top of bottom floor (including basement or enclosure)ft o b) Top of next higher door o O' Bottom of lovuest horizontal structural member (V zones only) o o o A Attached garage (top of slab}_ft.(m) w" � 5.. o e) Lowest elevation,of machinery. and/or equipment I servicingth'e 'Nu iiding (Describe ina Comments area) ft (m) X, f) Lowest adjacent (finished) grade (LAG) ; $ i" O ; 0.4n f; og) Wghest adjacent (finished) grade (HAG)_'�. °o. h) No of Penanentopnin s (flood vents ' ,e •li; above adjacent gradeJT -'wthin o .i)`Total area of all permanent openmgs,(flood vents) in G3.h _sq in:;(sq "cm), SECTION D'-SURVEYOR, EPlGINEER, OR ARCHITECT'CERTIF.ICATIgN '.• This certification is to be..signed.and sealed;by a landsurveyorsengineer; or architect authonzed bylaw to'certify elevation information , I " I certify that the= nformation.in Sections A,'B; and'C on this certiticate'represents ny best efforts to interpret the tlata available. I understand that any false statement may be punishable byf1n'e or irnpiison`ment"under,18'U..S: C6de,LSection.1001: . 'CERTIFIERS NAME LICENSE NUMBER COMPANY NAME' ADDRESS CITY' STATE ` ZIP CODE �_,� SIGNATURE- ` � , - ,�'DATE-�t ,= . " ' TELEPHONE .,� FEMA Form 81 31, January 2003'` See reverse side for continuation Replaces all previous editions j IMPORTANT: In these spaces, copy the corresponding information from Seddon A: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY STATE ZIP CODE For Insurance Company Use: Policy Number Number - I I SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS Check here if attachments , SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number_(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building, provide asketch or photograph.) E2. The top of the bottom floor (induding basement or endosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one)the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servidng the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For 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 certifv 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, C (Items C3.h and C3J only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE IF ORLANDO` , FL 32810 SIGNATURE �J DATE TELEPHONE 1� C — .:J `-/ A, L '5V///0 3 407475.9112 COMMENTS t ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or Q, and G of this Elevation le item(s) and sign below. C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by sta ition information. (Indicate the source and date of the elevation data in the Comments area below.) feted Section E for a building located in Zone A (without a' FEMA-issued or community- ssued BFE) or Zone AO. Items G4-G9) is provided for community floodplain management purposes. G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED rr: ❑ New Construction ❑ Substantial Improvement it (induding basement) of the building is: _. _ft.(m) Datum: looding at the building site is: _ ft.(m) Datum: TITLE TELEPHONE DATE ❑ Check here if attachments )03 Replaces all previous editions e IWO, 300 COUNTY KOAO 427 SOUTH LONC7WOOO,, FLOK10A 32750-5499 LAND SURVEYORS TELEPHONE: (407) 530-9080 FAX: (407) 339 36°3.6 CERTIFICATE OF ELEVATION Address: 115 Crown Colony Way Legal Description: Lot 57, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The, Finished Floor Elevation of the house on Lot 57. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6--7 (a). Dominick F. Cavone Florida Land Surveyor' & Mapper Reg. No. 2005 Licensed Business No. 5073 8/6/2003 Date Fieldwork Completed W.O.# 2003-10428 A R`. CITY OF SANFORD. FL F , UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE i� 3 ADDRESS r� .%.� ,�,��;�6xf CONTRACTOR THE BUILDING DEPARTMENT HAS PREPARED A C.OF 0.- ' FOR' THE ABOVE LOCATION AND THE INITIAL INSPECTION WAS ' DENIED DUE O. UTILITY RELATED ITEMS. THE CONTRACTOR IS REQUESTING REINSPECTIONOF' RELA T ED ITEMS AND IS NOW AS FOLLOWS. ,i INSPECTOR8�/ _ E =t gg CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIO **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: 0--��� ADDRESS: CONTRACTOR: PITON { #: L Cj1- Ln J --Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your, inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. cz —Engineering DFire � �A b g Publ' - 'Works DZoning Utilities OLicensing oo n A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 7 $ • Vr u 's OF 8 INOLE ' IMPAGTFEE STATEMENT ISSUED BY CITY OF SANFOR�,j , ^STATEMENT NUMBER 103-75371 -----------------------------------_r--- ROADS -----------------------------------_r--- ROADS ------ � ------------------------�---- ' ' -ARTERIALS' CO -WIDE O dwl unit $ 705.00 1 $ 795.00 ROADS � -COLLECTORS NORTH O dwl unit $ 142.00 1 $ , 142.00^ ° LIBRARY CO -WIDE O dwl unit $ 54.00 1 $-^ 54.00 SCHOOLS , CO -WIDE O dwl unit $1 . . r~ ^ 384.00 ' ' 1 $ 1 384.00 ', . . ` AMOUNT . DUE $ 2 2�5 '^!. ^ 0O � U STATEMENT . RECEIVED BA.SI0NATURE: ru� ` (PLE PRINT / }- I 0~~`~ 'J...:7� ^, 8 NOTETO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY NAPFLICANT 4-COUNTY ` **NOTE** ' ' � PERS_NS ARE ADVISED THAT THIS DlJli�:' AND PAYABLE PRIOR TO IS A STATEMENT ISSUANCE OF -A OF FEES WHICH ` 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 DAY OF THE RECEIVING SIGNATURE DATE ABOVE, ' UTNOT LATER"THAN CERTIFICATE OF(]CCUPANCY OR ` OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE /C[)UNTY LAND^DEVELOPMEwr CODE. `COpIEG 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 M0NEY t)RDERj'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 OP'�A*** | / `� ****************SINGLE FAMILY BUILDING IMM ! CLERK OF CIRCUIT COURT BK 04705 PS 0949 CLI=RK' S 6 2003025577 RECatDED S2/12/m 8Pe19tO3 PN RECORDING FEES L M RETARDED BY L NcKinIty NOTICE OF COMAUNCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0570 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 57 115 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family. Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A _ Amount of Bond LENDER Name and address Bank of America, NA. 750 S. Orlando Ave., 0102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (4O7) 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. Kamaf Title. 200 W.16'St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) 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.) RUSSELL K I MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this �_. day of , 2003. GE:RTIFIED Luk . MARYANNE MORSL l MY D16011 TIME CLERK OF CIRCUIT COURTb Notary Public 07AIiY p MY �+ Exp. ?/'S/p5 IMMI LE COUNTY. FL RIDA N i ry PU6UC No. CC 999378 910 IT it P. �Peno.:.ny W,vwn I I C.+ r LERK CITY OF SANFORD PERNIIT APPLICATION Permit No.:C-2-�- \ C-�`� Date: 01/13/03 Job Address: 115 CROWN COLONY WAY Lot: 57 Parcel -- Q 5-70 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FANULY RESIDENCE Type of Construction: VI Flood Zone: X c� Valuation of Work: S72-M -)3;-? Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage-IM2 60,o Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407-475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: I ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 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. 01"'7I 'S ,.iFFIDAVIT: 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. 1,C14, ' 01/13/03 Signature o O r/Agent Date RUSSELL KEITH SUMMERS rint wrier/Agent' Name 01/13/03 Signature o -qtnte.nf Floricin Date Eri BIE TIME MExp• ?J 05 No. CC 999378 ww.* wawa 11 ov. .1.0. Owner/Age Produced ID 01/13/03 Signature of o for/Agent Date R SSELL KEITH SUMMERS rin Contractor/ gent's Name 01/13/03 Signature of No - t!Qfflorida Date 4. E a aueuc ' M378 1100]or Contractor/A _ - Produced ID APPLICATION APPROVED BY: 6 /Z' '+- Special Conditions: Date: 01/13/03 CITY OF SANFORD PLUMBING PERMIT APPLICATION t� Permit Number: _'�_" Date: JAN 13 2003 ------- ------ .r_ The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida ----//------------------------------------- Address of Job:---ll�-------- --- -- ----- Plumbing Contractor:_______WILLIAM T. SELF Residential: _ � - Non -Residential: By Signing this application I am stating that 1 am in compliance with CityofSanford Plumbing Code. Applicant's Sig ature CFC057039 --------- -------------------- State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: Date: ___ JAN 1_3 2003 The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: Mechanical Contractor: GARY CARMACK Residential ------- Non -Residential Amount Nature of Work: Job Valuation: `zi' Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. Applicant Signature + C_AC043900 State License Number /<3 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: JAN 13 2003 The undersigned hereby applies for a permit to install the following electrical: Owners Name: Maronda Homes Inc., of Florida Address of Job: /Y Electrical Contractor: Residential: DANIEL G. PUGLISI Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / 3S- New Commercial: AMP Service Change of Service: From _ AMP Service to _ AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that 1 am in compliance with City of Sanford Electrical Code - -- - - ------------------ icant's Signature EC0001663 State License Number FOPW 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: GhtsaPea ke,"� Builder: M RON S Address: pL!>1�©�'Jy Permitting Office: City, State: `J Permit Number: Owner: ELE RIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 33.4 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ S. Is this a worst case? Yes _v 6. Conditioned floor area (W) 1625 ft' I c. N/A 7. Glass area & type - a. Clear - single pane 133.0 W _ I 13. Heating systems - b. Clear - double pane 0.0 ft' a. Electric Heat Pump Cap: 33.4 kBtu/br _ c. Tint/other SHGC - single pane 0.0 fe HSPF: 8.00 d. Tint/other SHGC - double pane 0.0 ft' b. N/A - 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 175.0(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=4.2, 1033.0 ft- EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 W b. N/A _ c. N/A d. N/A i c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' 15. HVAC credits b. Under Attic R=19.0, 1272.0 f4' (CF-Ceiling fan, CV -Cross ventilation, _ c. Under Attic R=19.0, 97.0 W HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22838 PASS Total base points: 23862 I hereby certify that the plans and specifications covered Review of the plans and 10E sT by this calculation are in compliance with the Flo ida specifications covered by this Energy Code. calculation indicates compliance PREPARED BY: with the Florida Energy Code. fill »t=� o Before construction is completed DATE: JAN 13 20 this building will be inspected for r .186 1 hereby certify that thipobTNing, as designed, i 1n compliance with Section 553.908 rl, compliance with the or' y od ' Florida Statutes. coD 1N8� OWNER/AGENT: BUILDING OFFICIAL: `_... DATE: JAN 13 2003 DATF- I -a __7 - 3 EnergyGauge® (Version: FLRCPB v3.2) ALaronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLoRiDA 32810 407-475-9112 • Fax. 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY 1 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 57 in 115 CROWN COLONY WAY. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 13 day of JANUARY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC Of r10 DEME TIME. 010V v * 00" E0' ?J3103 w Pveuc + W. Cc g99Si8 pN,onYy Wwnu l l0*0 to \\Debbiet\c\My Documents\LOA Keith Summers for City of Sanford.doc CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 57 Subdivision: CROWN COLONY Property Address: 115 CROWN COLONY WAY 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). Ex 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. M 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). ❑O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M 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. O h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Ux 3. FX1 4. TO FOLLOW N/A 5. N/A N/A N/A J®s. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2.012S.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 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Monday, 3anuary 13, 2003 SIGNATURE: (By Owner or Authorized Agent) 1�'7o?,10'2 PLOT PLAN for: MAROND. OMES. INC. DESCRIPTION: LOT 57. CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G I PAGE(S) 7G thrU 78 PUBLIC RECORDS SEMINOLE COUNTY. FLORIDA Op 5' la 20' CM M111C SCALE LOT 58 TRACT 'B' CONSERVATION * ACCE55 EA5EMENT 504048141 "W GO. 131 N00009'02"W r 0.09' D.E. OO O tV M N F 14.?o W FLOOR SLAB EL% MUST BE 16" ABOV"C OF ADJACEN" TRCA OTHER' S"V APPRO t� CONCRETE PATIO 8.0' b 9.95, 40.Oa MODEL: CHESAPEAKE a K' (3-2) BLOCK FINISHED FLOOR ELEVATION-44.20 b DRAINAGE TYPE:' B 0 Ic.a CONCRETE DRIVE : 500009'02"E GO.00' 10.05' O O c6 VA s r W I co z rig t t.� 10.00' $i � — 9 �ryh t� LOT 5G CROWN COLONY V.A. PLOT PLAN _ _ + -WAY _ P - DENOTES PROPOSED ELEVATION �SOM"rE PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION NOTES: FLOOD (MVnCATION 1, BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOV91021E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. • 23' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON 511E ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE; 7 5' PLANS FOR THE PROJECT, THE 100 YEAR FLOW HAZARD AREA. 3, BUILDING TIES ARE TO FOUNDATION, THIS STRUCTURE LIES IN ZONE ' X ', SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PALL NO, 120280 W40 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: AM 17. 1995, THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 57 CONTAINS (SUBJECT TO CHANGE) 7.236 SQUARE FEET/10.166 ACRES +/- THE UNDERSIGNED AND CAvONE,INC LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENT", RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED APO CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICAnON. ABBREVIAWNS/LEGEND: NQ-NUMBER P.T.-PONT OF TANGENCY CONC-CONCRETE W.E- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S-LANO SURVEYOR PTLG-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B-LK2NSED BUSINESS O,R-OFFICIAL RECORDS PC.C.-POINT OF COMPOUND CURVATURE U.E.-uTILITY EASEMENT CH.BRG- ORO SdU.E.-SIOEWWIK CENTERLINE A/C -AIR CONO1nONER PAD BEARING UTILITY EASEMENT D.U.dSE -DRAINAGE, UTILITY rr &DELTA CCENTRAI ANGLE) D.&U.E.-ORAINAGE rk UTILITY EASEMENT SIDEWALK EASEMENT e7'A TONE INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32730-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-JO36 THIS SURVEY NOT VALID UNLESS D 1WTH A �'"'IRE AND SRAIURVEYOR A �PF A FLQRIDA LICENSED SURVEYOR AND MAPPER �/ + ��, REVISION DATE DOMIYICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN 1 12-9-2002 LOT by NEIL W.0.2002-13537 CAW FILE. CROWNCOL57.OWG FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE i t FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Chesapeake, pea ke, �/ �"7 Builder: dM7 ON S Address: S OG(�i� L,(.YO�y lei Permitting Office: City, State: /_1 J Permit Number: Owner: ELE RIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family _ a. Central Unit Cap: 33.4 kBtu/lu• 3. Number of units, if multi -family 1 - _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A - 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft7) _ 1625 W c. N/A 7. Glass area & type - a. Clear - single pane _ 133.0 ft2 - 13. Heating systems b. Clear - double pane 0.0 W - a. Electric Heat Pump Cap: 33.4 kBtu/lu• c. Tint/other SHGC - single pane 0.0 ft' - _ HSPF: 8.00 d. Tint/other SHGC - double pane 0.0 W b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A - - c. N/A 14. Hot water systems - 9. Wall types I a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1033.0 ft' = EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft- b. N/A _- c. N/A -- d. N/A _ I c. Conservation credits e. N/A (HR-Heat recovery,Solar 10. Ceiling types - DHP-Dedicated beat pump) a. Under Attic R=19.0, 360.0 W 15. HVAC credits b. Under Attic - R=19.0, 1272.0 ft' - (CF-Ceiling fan, CV -Cross ventilation, - c. Under Attic R=19.0, 97.0 W HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22838 PASS Total base points: 23862 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Flo ida specifications covered by this Energy Code. calculation indicates compliance PREPARED BY: with the Florida Energy Code. Before construction is completed DATE: JAN 13 2003this building will be inspected for hereby certify that thi ing, as designed, i in compliance with Section 553.908 compliance with the 71y' y od Florida Statutes. OWNER/AGENT: 00 BUILDING OFFICIAL: DATE: JAN 13 2003 DATE: EnergyGauge® (Version: FLRCPB v3.2) IV O�-CII.E sT9r�o CA FORM 60OA-2001 't 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 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.6 Raised 0.0 0.00 0.0 Base Total: -5565.0 1 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.2 FORM 60OA-2001 T SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 30841.8 1.000 1.00 (1.079 x 1.150 x 1.00) 0.310 1.241 0.310 1.000 11863.7 1.000 11863.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeVRaRES'2001 FLRCPB v3.2 t., e FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: --I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 18.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points _ Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 6992.6 6992.6 1.000 1.00 (1.068 x 1.160 x 1.00) 0.427 1.239 0.427 1.000 1.000 3695.8 3695.8 G EnergyGaugeT"" DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.2 ,e FORM 60OA-2001 t WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:. , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7Y78,5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points , F3233 2937 7692 23862 11864 3696 7278 22838 PASS `'o,,T` TAT�o� 14i4,0_03 WE' LM EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(D/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: r , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE ICHECK 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 orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, 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 erimeter at enetrations 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 112" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses 606.1.ABC.115 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. RA.29 CATl4F=P DRGCf`RIDTIVC RAC ACI IGCC 1-".."..4 L.w __6 L_ _Ir _ COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 I Comply with efficiency requirements in Table 6-12. Syvitch 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 i 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 PS IG. ( Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically _ attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 — Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 ( Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. a, a EnergyGaugeT*" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.8 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: 33.4 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 11.00 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 1625 W c. N/A 7. Glass area & type a. Clear - single pane _ 133.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump Cap: 33.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 W - HSPF: 8.00 d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation _ R=0.0, 175.0(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=4.2, 1033.0 fr _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft' _ b. N/A c. N/A d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 W _ 15. HVAC credits b. Under Attic R=19.0, 1272.0 W _ (CF-Ceiling fan, CV -Cross ventilation, W c. Under Attic R=19.0, 97.0 W HF-Wbole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Muhizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building _ Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed O�-CI3Ti5Tq?� - based on installed Code compliant features. ��~� Builder Signature: "` Date: JAN 13 2003 � � a Address of New Home: City/FL Zip: r 1'COD 05� *NOTE.- The home's estimated energy performance score is only available through the FLARES computerprogram. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at WWWfisec.ucf edu for information and a list of certified. Raters. For information about Florida s Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeV (Version: FLRCPB v3.2) Maronda Systems Maronda Systems 4005 Maronda Way Engineer of Record: Tomas Ponce, P.E. Design Criteria: TPI Design: Matrix Analysis Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, TEE-LOK software �iv�su6 MODEL CHESAPEAKE K 3 PLAN JOB # LOT ADDRESS 6CC05701 57 COLONY WAY ORLN-CRC CHEK3 RIGHT 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 Rev i d DranNo. of Eng. Dwgs: 44 Layout 5-23-01 T 12-18-01 Roof Loads - VT 4-11-01 V, U 12-18-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 ' . V 12-18-01 A 12-18-01 ` W 12-18-01 B 12-18-01 a„', W1 12-18-01 61 12-18-01 Y 12-18-01 Total 33.0 psf C 12-18-01 Z 12-18-01 C1 12-18-01`' Z1 12-18-01 ; ' DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D 12-18-01 w°' Z2 12-18-01 „M. ' E 12-18-01v Z3 12-18-01.,'' F 12-18-01 Z4 12-18-01.' G 12-18-01,,.-' H 12-18-01 1 12-18-01 J 12-18-01 11 12-18-01 J3 12-18-01 K 12-18-01 K1 12- 8-01 K2 12-1 -01 K3 12-18-01 ' K5 12-18-01 L 12-18-01 L1 12-18-01 L2 12-18-01 L3 12-18-01 M 12-18-01 1'.-'' I DATE. DEC A 4 2002 N 1-07-02...- EHUH26 O 12-18-01 �.- E UH28 I P 12-18-01 S 26 Q 12-18-01 .. ` 2 - R 12-18-01 �...-' 26 16 S 12-18-01 THJ26 _ H -2 !- SEAT PLATES 40-0 fJ O Z fl g m KElz O v p v _. IV1 11 A I L I I V lU I I U T I I� I T b I I is G S I SUN HA GER � 2 SKUH26 HANGERS �\ B - 4PLY �2 SKUH26 HANGERS Q /� I / 12 4 E VOLUME CEILING // I I 6 \� F % 12 6 I ODD S�ACE x SPACE z / F XODD I 8'-0 CEILING m 12 4E p I \ \incl \ aI x �s \ B1- 2PLY EHKH28-2 HANG6�2 9 I -� - � 13 ODD SPACE Kcn �- CEILING r J1 I / K \ � I� $ J1 I K1 KNEE \J \ T011'-0" m / 8'-0 CEILING I J 1 g E — _ EHUH28-2 HAN-�..-- �' VOLUME CEILING16 s Z4 KNEEWALL T011'-0" \ 12 / N_ N_ N—N LK5 - STRUCTURAL SCISiSOR GABLE _ ��'' FIELD FRAME s� THJ26 HANGER I J26 HANGER I (I. R3H Z JOB NUMBER: CHEK3 U IZ / 2 CUSTOMER: 6 I I JOB NAME: CHESAPEAKE K Z9 o Ztl DRAWN BY: dy DATE: 5-•23-01 ( !j PITCH: 4/12 & 6112 O.H.: 12% 7 3/4" Z i. 1 BEARING: 8" LOADING: 33psi , N — -< 6-8 ry 20-0 DEC 0 4 2002 �~ *+� }iy,'k l r1 d i�� �• ' :�; �jlp��ri {'1• � � �r. ' �� q'' . ,,, 'S 0 ur>,o]�l 'r'a�lMtdM� rl �.,.� •Nun, DIAOONA' 15 CE { Ill IM ' �Ui il, � MGH , E B aCE SflA'{C SP�IIGI! ' i 14'41 .MIA t` 1 iF�•.IMIti �I?CH rN�(LBS)'fa „�[iDrl,th0sses]m j d!� ,:.:�.�;. ,�krt, t�;��',�f:'�•��;.:I�'.�:SB f�Flt� .SPF HF:�.i Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 6 Over 42' - 54' 3/12 6' jnglneer ur - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. 4 12 L —13 or /',, greater All lateral braces lapped at least 2 trusses. Continuous Top Chord �1.6VST "LATIC)N T©LERA�ICES I . •FNI!4N.1+•ua 7.. '4-.i\ nl`F in,M, .� ..:ti1 Nl rol'+IFh'aTiritMll BOW L(in) L 1n i "�"� U200 " }i ty I) � 1�,). 50" 4" 100" 1 2" .3' 150" 3/4" 12.5' Length L(in) Lesser of U200 or 2" L(in) Lesser of L/200 or 2" i"ri)"I'Ly200 d d,4 200" 1 " 16.7' 250" 1-1 /4" 20.6' 300' 1.11% 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. 12 ---1 A or greater Js� tP0 �A N� O Top chords that are laterally braced can buckle togetharand cause collapse if there Is no diago. nal bracing. Diagonal bracing should benatlad to the underside of the top chord when purlins are attached to the topside of the top chord. ra,�` 'ipr Ft�r11 MINiMU � ' 70P,CHORD DIAGZO�iIL:�'R�1�CEny�' � ( Ir'r u...:1 � lii ��'e,w� Prr � y SPAN I'; '�� C `f � m" � y d PiT N, ' �A�fERAL�3�tACE DI�FERN E SPACING'("LB' i h r. " n�'.,•;qd� t S�ACG 1D$ j',�1 tru§"�Sesskr I�� �! 'SR tp DF ;SPf/HF..'!. Up to 28 2.5 7' 17 12 Over 28 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 n•o•. c•, t.Pvrcaswrrm engineer I OF - Douglas Fir -Larch SP - Southern Pine IF • Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace ----- All lateral braces Required lapped at least 2 10' or Greate_ Ir / trusses. Attachmen Required L M NIM fV1 5 1ITC ' ' B I i0;rUof ''TOPIC i ErATE'A C 1 �r.�PAtC1G . kNy�}�ppy��r CORD r Dn A ltkAId ' S L% u ' ,, roe: U 10 32' 4 12 8' 20 15 Over 32' - 48' 4l12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer vr- - youglas rlr-t-aron 5P - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces Continuous Top Chord Lateral Brace lapped at least 2 trusses. Required �- � r' 10" or Greater Attachment RequiredSC —� IPIfb49 TRUSS i O' 'o a�0� °Cry ti ee �Q Top chords that are laterally braced can buckle together and cause collapse It there is no die go. ,ri 5 net bracing, Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. h" h���""SCI5SbFi5 TRUSS Frame 3 60, 60, or less or less Approximately Approximately Tag Y: truss length 1/: truss length Line Truss spans less than 301. Llttll the i Spreader Bar attar sling Toe In Toe In it Less than or equal 10 60' Less than or equal to 60' Tag Line Strongback/ SpreaderBar Typical horizontal lie member with multiple stakes (HT) 10truse of bra, oup of truss*. (ES) Frame 2 H I B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES sthe responsibliltvofthe installerlbuilder building con tractor /icensedcontractor �,ctororerecdon contractor) toproperlyrecenye unload store handle install and ace metal plate connected wood trusses to protect life and property. The installer ist exercise the same high degree of safety awareness as with any other structural iterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing d bracing wood trusses fora particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (608)833-6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or 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. ;TORAGE 1 4�.' �^�, iN °. �'IE �iAl il �JaF' ` �1 % l ftl �' i� '� •..w.`a:i.ICL,r � f Y`�i�"`. 2Wf .ti I �. � ".*fi '(Fi' Aic, Frame MARONDA SYSTEMS WO: VALLEY SET DESIGN INFORMATION This des)go is loran todMdual budding . aampsamt and has been based on lnfamation pmc4ded loin the cent. The destg= Xk�.+•m any responsibility for damages as a result of . faulty or incorrect hdormation. spec9inUom and/or deeW- fmnishd to the taps designer bay the client and the corxedison or accuracy of this blanntlm as it may relate to a ape- cUie ptajed and accepts no responsibility or exercises ro comtd alh regard to labrfca- Uom, handling, shipment and installation of trusties. This term has been designed a un lia"Ind hifIdlmg component In accurdanme with AP SWM 1-1995 and NDS-97 to be tncapwated• ss pastof the building design by a Bu&gng Dew tregistered arcLSsd or peolessamai enQnoni. When. revleved for approved by the building designer. the design loadings shown most be checked to be same that the data shown are to agreement with the local building erodes. local clhmtle eecotds !or wind or snow loads. pegect spmnobbns or special applied loads. Undw shown, truss has not been designed for ataage or ocucpancy bads. Tate design assumes campeessbn chords Bop m bottom) are cootinu- ousty braced by sheathing unless otherwise cap--M-& Where bottom chords fur tension am not luny braced laterally by a property applied xVd ceding, they should be braced at a maximums spacing of 101-O' ac Connector plates shad be manufactured from 20 gauge hot. dipped Sam steel raerdbg ASiM A 653. Grade 40. unless otherwise shows_ FABRICATION NOTES Prior to labrtotbm, the fabricator shan review this drawng to verJry that this drawing is in conformer" with the fabttotm's plans and to reahre a continuing resporrub6By for such veer Botion. Any discrepancies are to be pit in wiling bxlore cutting or fabdott u. Plates shag mot be Installed over lnothoks. Imrots or distorted grain. Members shall be cot for tight am" wood to wood bcuhrg. Con- nector plates -ball be located on both faces of the tins with nib My Imbedded and shall be sym_ about the Joint unless otherwise stmwn A 5x4 plate is S- wide x 4 tong. A txS plate Is or aide x S' berg. Slots (boles) run psrand to the plate kagth spedaed. Double cub cm web members shall met at ttte eentrold d the webs vnkss otbetwise shown- Connector plate stirs are minimum sirs based on the forces shwa and may need to be lu tosed for certain hand. hog and/or erection stresses. This truss is not to be fabricated. with Bra retardant treated lumber rotes otherwise shown- For additional information on Quality Contot refer to ANSI TPI 1-1995 PRECAUTIONARY NOTES AN brag mad ercctlamrecommendations are to be followed In accordance with'!T-allb+g bsfaffiog Q Jiradmg',. H1B-91. Trusses areto be handled with particular ore dmtng handling and bur4mg, deWery and hWaii bon to arotd damage Temporary and permanent bracing for holding trusses In a straight and {dumb pos- 9lon and for resisueg hb-A fasces shall be designed and hastened by otbera. Careful band - ling is esertlal and eredlean bracing is ahvays fequttsd Noviod Ptecautiomty action fur trusses eegnhes such frmpaary baactogduring kesbBation between trusses to —W toppaug and demimlog The supervision of erectlor d trusses shall be under the cannot n1 persaw experienced Am the fastaWtfou of tnasxc prafreswool advice Shan be sww if needed. Commtatlon of comtudbn loads greater than: the design Inds shad not be applied to ttussrs at any these. No load- other than the well" d the credors -ban be applied to incases unt8 after all fastening and bearing is completed. unfin vac i ry VALLEY TRUS COMMON VALLEY VALLEY TRUSSES(TYp !III PPO TINGRUSSES II R IIj� (TYP.) (I VALLEY AREA I} 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. IF LESS THEN 3-0-0 THEN MOVE DIAGONAL �WEB /TOO\NEXT PANEL # 20 s 2x4 OR 5x6 OR 4x6 3x6 DIAGONAL WEBS 14z6 he 416 OR REQUIRED WITH SPANS 214 GREATER THEN 26.0-0 3x6 2x4 0-04 2 4 l� %Arl 3x6 20 2x4 20 20 400 3x6 at 3x6 1 06 oft 2x4 TI: VT QTY:1 (•i WHEN DIGGONAL WEB PRESENT USE 06 PLATE (6) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 14x6 24' O.C. (TYP) OR 2x4 2x4 3x6 VAPoES 2x4 12 OP T o l 20 3x6 2x4 20 3x6 an t 4x6 2x4 MAX. 6.0.0 O.C. (TYP) # MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING 1. BELOW a 48' O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES SOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP !3 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) HD 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 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN S'LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATT.S.ARE T720 GA TCSM PER ANS1f171 1-1995 Cont. Support WAKNIN(i: READ ALL NOTES ON THIS SHEET. Im—aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY MAR BRACING WARNING: $ , FL 32771 Bracing shown on this drawing is not ermbon bracing, wind bracing. portal bracing or shn9sr bracing winch Is part of the brtOdiog design and winch must be considered by the budding desiger. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is bon lateral support of truss members only to reduce buckling bength. Provisions roust be made to anchor hrasab brarimg at endsand spedOed locations determined by the budding designer. Additional bradngOf the overall stnutme;may beberpured, (See HiB-9bdTPU. UCENSE'. #0050068 fr-- Plate lnst9ade. TPL Is located at 583 D'OmdM Delve Madbon. Wbacon. o 53719h Studs @ 6-0-0 ox. Eng. Job- Dwg: Dsgur- TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 usf Truss ID: VT Date: 4-11-01 vuu U4- - Lul. I.L7 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI" Code Desc: HIP BLOCKING MARONDA SYSTEMS WO: HIPDETAIL TI: HIP QTY•I DESION INFORMATION 7bb destpl is for an WkWual butdd4 con pornerat and I— by a based on bd b- prowid<d by the client Tlae designer dbcl has any nvponam#MW Ill d--ges m . —xd faun} a Incorrect birornnatfan. 99-91rab or s and/or deigns furnished to the tam designer by the cbesd and the correctness or accuracy .( this I.d-r 11— as k n...T rcl.b to . sp- efnc project and s...pts no resporutbfl0ts or exercbes ero -canonical nv"h ,ego, it to fabrfm W.- handling shipnent and tnstallatlon of truce- Tbb ar,w.. nna- b— derig..d.—.a bdbkhuaf bundingcomponent in acconlance cleft ANSIM'! I-19it5.rrd NOS-97 to be b—.pasarad as past or the b ulidlag design (y a flundi ng Merger trep/stered architect wr pcorosbnw enoneer). Wf.enn reek. ed for ,.pprn al by the b."I ng de.V—. the design 1, .dtngs st;.— aunt be checked to be cure Unt the dsta sh— oe In ageemeut with the local bundling codes. Iota. dtrnat)c records for wind or snow loads. project spet0:oations or sp cl l applied bads. Unless shown. tram has not been designed for 310- t OF occupancy bads. The design assumes cornp—slon chords flop or bottom! sie eortunw ousfyy braced by sheathig unY-ss other-4se specified. Where bottom chonbs In tension .se cot fully lraeed hterany by a properly applied rigid -eWng they should bebrad at a. madosimi spacing of f0 V o.c Connector plates shag be manufactured hmn 20 gauge hot dipped gal.antard eted mceWg ASTI.t A 6SX Grade 40. unites otleraise snro-n. FABRICATION NOTES prior to (abriouon. the fabrk for sh.11 revlew hfrb drawing to —Ily that this drawing ns trn conformance with the fab0coln,'s plan and to ":alhe a continuing nespo,sibluty for such verl. rk -u— &W discep—eks arc to be put In wrkb g before culling- or labile .fun. plates shall not be Iuc lled wer knotholes. loots or distorted gain. Members shall be cut (w W mtbrg wood to .rood bearing. Con - nectar pkies shag be $-sled nn both ham or the tiles with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate ls 5- u4d. x 4- long. A 6x8 plate b 6' wade x Ir long. Slots (holes) n•a peralw to the plate length specified- oortble cub on web members shag meet at the m,"d or the acts unless otherwbe shown. Connector plate sties are adibnran sites hosed on the font-, shown and play need In be Increased for certain hand- W,giind/or ere -tin stresses. This truss boat to be (.be—ted wRh fire scter.l.nt treated h"nber unless od—raise shown. Poi additional Idonnatbn on quality Control refer to PRECAUTIONARY NOTES na bradng..d —ti— recon—id.tio,u are to be followed bi accord—-Rh'Har.dlk% 1wbnt9ng A flradne. HIS-9 t. Trusses are Ice be handled a-f.. partieut.r ace doming b.srding ..d ba dfb,g, ddMery and tnsiss U— b a -old d.msge- T p—y and penuanent bra." for holding masses hi . atrawit and plumb pm - Man.. and (or resburig lateral Wcees..haht be destbn ed and hutslic.t by ethers. Careful band - Of* Is essential and erection braetng b shways tcquhd. Normal pm autilnwfy adlon for trusses requires such tnopoary bran9ng during Installation between busses to scold toppdng .nd domawiny Ift- s-p.—Js,00 or erection of trusses shall be under the control or persons eaperreneed in the Installation of trusses. puafestarn) adNce -Sail be sought if needed. Concentration of construetin, loads grester than the dole $ads shad not In applied to truss s at any tine. No I-& dyer th.n the "ta of use orator.. slas9 M iiped to least, ,milt liter ff laslena F and hmdng is cwu,pletnt HIP GIRDER 2x BLOCKING ADDED TO TOP CHORD OF STEP HIP TRUSSES TO SNORTED. DSB NOT TO EXCEED 24 "O.C. 0 BE NAILED TO TRUSSES w/ 12 ON CEN. STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING TeYPICAL I3L0CKING FOR SHEA THING ON SIEp HIPS MciC011t d SystemS WA rilNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFOKD, FL. 32771 -acing shown ing b on thK drawnot errrtton ion ici,e; wind bracing JwW bra iv or similar br.ciag whkh is a part of the building dolgn and -filch "rust beconswered by the building designer. 8nei,g (407) 321-00" Fax (407) 321-3913 sh—,i b for ktm l support of taus members only to red..- bucklb%length. Pr-rbl.— nnnt be TOMAS PONCE P.E. made to anchor haler W bracing .t a,d< and spec Wed locations deter,ntrned by the b."ril; desfgner. Addl0onal b,aci,g at if.--awtnuctrre,aay be nmpalrad. .;« te—l" �TV9. LICENSE If0050069 (Truss plate Institute. IV. is located .t SW Wonoloo Det— M.dbo,L wlaco.ain 53119L ieso GREEMISMIL CLOVIEDO.FL72766 nefisn: Morir iindrsis JOH PAW- r-Al-K firm lnncr.n. r.-n.,nn r.�nr Tug. Job: Dwg: Dsgur: TLY Cbk_ TC Live 16.0 psi TC Dead 7.0 psr BC .Live 0.0 Psr BC Dead 10.0 PSr TOTAL 33.0 vsf Truss ID: HIP Date: 10-20-00 vs,ur ua. - L&JI. f .LJ DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: Tf'I - Code Desc: JB: CHESAPEAKE DESIGN INFORMATION jThis design is for an bdlodual building eampomaM and has been haxd cam Information ptwldsd by the client. The. designer disclaims -W asspor•malty far dansges as a roan of faulty or Incorrect Information. specglntbas and/or designs furnished to the truss designer by the chenf and the cortege or atznracy of this irMstmetlon as m may relate to . spe• 'me pagect aid accepts no responsibility - i e;erebra no cord wlflt re/prd. to fabrica-tion. handling. sbVMML and Installation of trusses. This truss has been designed as m jbdMdtal budding component b acoadanea with A?M/TP, I-19M and NDS-97 to be incorporated as putt of the bt9dhrg design by a Bumdbrg 1 Designer brgbt-md atchited or prof -fond eo9becrL When reviewed for approval by the building d-ft- the dea4n la.dtogs shown mast be checked to be sure out the data shave are in agreement with the local budding codes. local climatic records for wind a snow loads. prefect spaYiatlom a•sperlalapplied bads. Mil as shown. tress has :rat been designed far storage - acoupency bads. The design assumes compmsslan chords (top or bottom) ars canunu- jon* braced by sheathing rodess aherwbe apedhed. Where bottom chords In temton are mot fully braced laterally by a property applied j rtgid coding. thry should be braced at a maasnmh spacing of l0'-0' o.a Coamctw plates char be manuf tchned Gem 20 gauge hot dipped &Wv mkv d ated meeting AStM A 653, Grade 40, unks othawhe abowo. FABRICATION NOTES Prmr to fabrication. the fabricator sham.. review this drawing to v-try that this drawing is to carform an- with the fabtlotoes plans and to ramie a continuing respombility for such ven- 8atlan. Any dbvepan des am to be put in writing before cutting or fabiatlon. Mies sham not be sosts6ed over knotholes. knots - dis acted grain. M nrbera hall be cut for night mUng wind to wood bearing. Con- nectar plates sham be located m both faces of the ins with nags fully imbedded and sham be " - about the joist uedes otherwise shown. A 5x4 plate is 5- wide x 4- hang. A 6a8 plate is 6- wide x 8' long, slots Owie4 rim pualled to the ph" lengthspeemied. Double web mambas -hail meal at the ce ntroid of the webs unless otherwise shown. Connector plate sines are mbinum skew based on the farces shown sad our need to be Increased for cerhhr hand - hag and/or erection sdaae. This truss is not to be fabricated with the retardaut treated kmnb- mains otberwrlse shosm. Par addm ..a tnramatlan on Quality Co ntral refe to ANS/TPI I-I995 PRECAUTIONARY NOTES !tin bracing and erection recommendations are to be lobwed in accordance with. -Handbag hehagi ng a Branding'. HIB-91. Trusses are to ba handled with particular are during banding and bundling, deb'ery aid Iestam.mon to awtd dsmate. T-spota y.cad per -anent bacbg for hekiIng tn6sm b a eteaigitt and = pos- KIM and for restating lateral [ices -ham be leshgned and Installed by others. careful hand - Mg (a essen[W and ere M- bracng is al.ay. required Normal preantlahery action for houses tsgtIb" such t MMW 6ndn8 daunt "1a --= bet- fresco to avid toppling and dombaoktb The stWervhjon of erection of trusses shall be under the control of persons experienced In the Installatlon of trusses. Professional a&ia sham be sought If a-ded. Zoneentration of construction lads grater Ian the design loads shag not be applied to Yruses at any cane. No bads other than the aft at the erectors shah be applied to iwaes --M after sit faatent t; and b adng s computed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSS( fasten a/30x 0.1200 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. MIBS- 2 per ft Repeat nailing as each ply is applied. 1/20 thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/963 at JOINT #17 L--0.48• D--0.51a T.-0.99a MAX BURIZONTAL TOTAL LOAD DEFLECTION: T- 0.470 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23, IMB - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 311 01 jacks (mono truss framed to BC) and Hip Jacks framed to BC Wind Case- ASCB 7-98, NNFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, &zt . 1.0 Bldg Type-Encl L- 58.Oft, W- 40.Oft, Truss in INT zone, TCDL- 4.2pef, BCDL- 6.0psf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 2-83 Support 2 -.TC... FORCE ... CSI --BC... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23650 0.70 7- 8 -20881 0.17 16-15 236SO 0.92 8- 9 -20880 0.14 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-31 -13806 0.25 13-12 32241 0.68 4-PLYS REQUIRED 7-4-0 1 2 q 6 0000 SX10 3X6 4X6 4-2-14 0-6-6 8X14 4X6 3X4 5X6 1-9-11 Face = 0-3-12 3.00 I 0-8 I mein 4638# 8.0011 0-6-4� (RO-4-4) f 40-0-0 EXCEPT AS SHOWN PLATES AREt475# 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 ,aso csmmaucw cf-ovteoo.ft..32766 Desfg- Mair& .fmntysfs WAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braelog shown on this dr ewdng is awt erection. bracing, wind b eft% harts, bsckW as 5im0v bra which is 'how"6 ror�4rn l be building design and width meat be considered by the building designer. Bcnrg pport d toss mrambea only to teduee buetcHng leagb. Rovlslau mint be made to anchor lateral bracing at ends and spK9ledbathos determined by the budding designer. Additional bracing of the Overall structure may be aslubed. (See HM-91 of TPp. rrrss Plate. institute. TPI. Is bated at SM D'Omofuo Dave. itad6er. Whcomsb. 637191. IO& PATH: C:ITEf-WKU08SICNEK3 TI: A QTY:4 ..............Joint Location ,=.. ............ I)0- 00 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) IS- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-1.1 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0- 6- 4 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 40- 6- 4 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 --MAX. REACTIOM PER BEARING LOC'.ATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4638 -97 -336 BOT PIN 39- 8- 0 4638 0 -336 BOT H-ROLL -600 I 3.00 N 0-6-6 4-2-6 t _ I 5X6 T Face = 0-3-12 1475# 4638# 8.00" �' 0-6--4- ' 1x0 4-4) scale = 0.1633 Eng. Job: Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr 1.25 -J TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live O.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dose: TOTAL 33.0 psf V:12.03. - 81 - 0 HCS 11.2801 , JB: CHESAPEAKE K 3 DESIGN INFORMATION This design Is for an (ndwidual twfMtng component and has been based on Wimmatfon provided by the client. The designer disclaims any responsibility for damages as a resuk 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 spe- cific project and accepts no responsibility or exe-tses no control with regard to fabria- tlon, handling, sblpment and Installation of trusses. This truss has been designed as an individualbuilding component in sccmdan with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a BuWtbng Designer (registered architect or prafesssbnal engineer?. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. bap climatic records for wind or snow, bads. projectsprecgMatiors or special applied loads. Unless shown. tnss has not been designed far storage or occupancy loads. The designassumes compression chords (top or bottom) are earttnu- ously braced by sheathing unless otherwise speciplel. Where bottom chords in tension am not fully bracedlaterally by a properly applied rigid ceding. they should be braced at a maximum spacingof 10'fi o.c Connector Plates shall be manufactured from 20 gauge hot dipped gaahantted steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing to vertfy that this drawing Is in conformance with the fabricator's plans and to realize a continuing responslbWty for such vert- fiation. Any discrepancies arc to be put in writing before cutting or fabrication. Rates shaft not be installed over knotholes, knots or distorted grain. Members shaft be cut for tight fitting wood to wood bearing, Con- nector plates shaft be located on both faces of the truss with nabs fully Imbedded and had be sym. about the joint unless otherwise shown. A 5x4 plate Is 6- wide x 4- long. A 6x8 plate Is 6" wide x 8" long. Slots (hoksl rum parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wet. unless otherwise shown. Connector plate abets ace minlmmn stres based on the forces shown and may need to be Increased (ace certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal inimmatton on guallty Control ruder to ANSI/TPI I-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIS-91. Tosses are to be handled d with parttadar are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bra" for holding tosses 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 always mquhed. Normal preaubonary action for trusses requires such temporary braeing during htsia&Uon between trusses to avoid toppling and domhobig. The supervision of erection of tn.ses shall be under the control of persons experienced. In the Installation of trusses. Professional advice shall be sought If needed. Concentratlon 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. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/956 at JOINT # 3 L--0.48" D--0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION.- T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 T 4-10-14 0-6-6 �T I ®M continuous lateral bracing attached with 2- 10d nails each member whsire shnwn.Rrarinrr Axa Mraee TeqUIrea on any WW exceeding 14 r . Wind Case- ASCE 7-98, MWPRS/C&C, V-125 mph, h s 15.0 ft, I - 1.00, Exp.Cat.-B, %zt . 1.0 Bldg Type- L- 58.Oft, W- 40.Oft, Truss in END zone, TCDL- 4.2psf, HCDL= 6.Opsf ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4072 0.50 12-11 3664 0.76 2- 3 -5332 0.59 11-10 3664 0.64 3- 4 -5387 0.46 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.50 8- 7 3663 0.76 TI: B =- _ --Joint Locations-­=.--__..-_ 1)0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 -117 -336 BOT PIN 39- 8- 0 1344 0 -335 HOT H-ROLL PROVIDE UPLIFT COKKWCTION PER SCHEDULE: Support 1 336# SO4iport 2 335# 8-8-0 22-5-0 11 8-8-0 1 3 4 6 .00 Face = 0-3-12 3.00 1 0-8 6X8 4X6 8XIO 6XIt [ 3.00 T 0-6-6 410 6 5X6 T Face = 0-3-12 1 8-3-11 2240-10 8-3-11 1 In 10 9 7 1344# 8.00" � �1344# 8.00" (R0-4-4) 11a 40-0-0 10-6 4-4) EXCEPT AS SI OWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.1633 MarOnda Systems VVAKKIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SA N FORD. FL. 32771 Bracing shown on this drawing b not erection bracing. wind bracing. portal braecng or stmitar bracing which Is a part of the building design and which must be consideredby the bulldog. 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 lateralbracing at ends and speeded locations determined by the budding designer. Additional bracing of the overall structure may be required.. (See HIB-91 of MI. LFCENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537 [9). t890 GREENBROOK MOVIEDOX1_32766 Design: Ma(hr Analysis 108 PATH: C.I7EE4,0KU0831CREK3 Eng. Job: Dwg: Dsgur: TLY Chk: WO: CHEU Truss ID: B Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFoc - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI. — Code Desc: TOTAL 33.0 Psf V: 0 1- 8 4- HCS: 11.28.01 DESIGN INFORMATION This design is for an l"viclual building component and has been based on Information provided by the dterrt The designer dbclalms any responsibility for damages as a result of faulty or ideated information. specifications amU- destgns furnished to the truss designer by the client and the correctness or accuracy of this information as it away relate to a spe- cKfc IrmjeCt. and accepts on respas"Ity or ameses nun e"atrd with re6ird o fabrta- tbn. handling, shipment and installation of in,-. This tress has been designed as an Individual building component in ■ccordanxe w" ANSI/M 1-1995 and NDS-97 to be ntmrparated as part of the building desi®s by a Building Des(gmer (registered architect or p-icsstood engineer). When revlewed for approval by the building designer, the design loadings shorn must be checked to be sure thatthe data shown are In agreement with the lend Molding codes, Nod eNerhatic records (or aid or snow beds, project spee9k b. or special applied tads. Unless shown. truss has not been designed for storage or occupancy bads. The design saawnes compression chords (top or baHmra are cantinu- ousty braced by sheathing unless otherwise speed. YVhere bottomchords in tension are not Arty braced laterally by a properly applied rigid celiing, they should be braced at a maximum "clog of 147-M - Com wamr plates shag be manufactured from 20 gauge hot dipped galvanited steel meeting ASTM A 653. Grade 40, unless olhecwbe shown. FABRICATION NOTES Pdw to fabrication, the fatxlatar shah review this drawing to verily that this drawing is m eonfamaroe with the fab icatoes plans and to realize a continuing responsfAlLy for arch ven- flmtbn. Any discrepancies are to be put in writing before aenbrg or fabrfcxd . Plates shall not be installed over knotholes. (noes or distorted grain. Members slat( be art for tight filling wood to wood bearing. Con- nedor plates stag be located cm both fates of the truss with rails idly Imbedded and shall be sym.. about the jofmt unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 6' long. Sots (holes) run Parallel to the plate length. specified. Double cuts on web members shag. meet at the centrad of the webs unless otherwise shown. connect" plate styes are mhWnum sites 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/TPi 1-1995 PRECAUTIONARY NOTES AN bracing and erection remmmmdatbtn are to be followedin accordance with -Handling Installing & Bradne. 111" 1. Trusses ate to be handled with particular are during banding and burdWrg delivery and instaNsUon to avoid damage. Temporary and Pit bi-ft foe holding trusses in a straight and plumb pas- Itlmst and for resisting lateral form shall be designed and installed by others. Careful hand- ling b esaeottaland erection bracing is always re ulmd. Normal precautionary action for tt9ssis ttapt res mush terifMary bf c ft du rft Installation between trusses to avoid toppling and doanboing. The supervision of ereeon of trusses shall be under the control of persons wMerienced In the installation of trusses. Professional advice shall be sought d needed. Cormentntion of emstrocnon Ioads greater than. the design Goads shall not be applied to muses at any time. No bads other than the weightof the erectors shag be applied to trusses until after all famening and bracing Is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDSs 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS: 2x4 SP #3 Wind Case- ASCH 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, EXP.Cat.-B, Kzt - 1.0 Bldg Type-Encl L= 58.Oft, W. 40.Oft, Truss in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.45" D--0.47" T--0.93" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.00 0 4-10-14 0-" Face = WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS[ fasten w/3"R 0.120" nails in staggered pattern per nailing schedules TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SOLE: support 1 1644 Support 2 1342 . TC. - FORCB... CSI ..BC ... FORCE... CSI 1- 2 -8845 0.32 20-19 7841 0.71 2- 3 -11024 0.39 19-18 8115 0.72 3- 4 -13246 0.19 18-17 10186 0.52 4- 5 -13249 0.21 17-16 14692 0.72 5- 6 -15210 0.25 16-15 14692 0.75 6- 7 -15208 0.27 15-14 12263 0.65 7- 8 -11944 0.15 14-13 8073 0.42 8- 9 -8748 0.29 13-12 6540 0.58 9-10 -7128 0.24 12-11 6317 0.57 TI: B 1 QTY:2 =17 =0=-w7oint Locations ........... -_ - 0 0 8) 31- 4- 0 15) 20- 8- 0 2) 4- 4- 0 9) 35- 8- 0 16) 16- 2- 0 3) 8- 8 0 10) 40- 0- 0 17) 11- 8- 0 4) 11- 8- 0 11) 40- 0- 0 18) 8-11-11 5) 16- 2- 0 12) 35- 8- 0 19) 4- 4- 0 6) 20- 8- 0 13) 31- 0- 5 20) 0- 0- 0 7) 26- 0- 0 14) 26- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0- 6- 4 -46 40-'6- 4 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1449 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz Uplift Y-Loc Type 0- 4- 0 3044 -US -336 BOT PIN 39- 8- 0 2485 0 -336 BOT H-ROLL 2-PLYS REQUIRED 8-8-0 2_g-0 8 8-0 1 2 4 5 6 7 1 9 1 6�.00 8X10 3X6 6X8 5X8 3X4 2-0-15 0w12-- 00 P-2-0 0-8-0 8X10 6.00 1 3.00 T 0-6-6 4-10-6 5X6 Face = 0-3-12 ( 8-3-11 2240-10 8-3-1 3044# 8.001 2 19 8 17 16 15 14 3 12 1 't 0-64 2485# 8.00" 4 0-6-4 COS)I U4) TES (12) 2X4 1449p 0 1394 10-6- 4-4) EXCEPT AS SHOWN PLATES ARE TL20 GA T D PER ANS11TPI 1-1995 scale = 0.1633 LM aronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 two ORMOROOK MOVIEDOXL32766 Design Mdrix Andfysis WAKNINEi: 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 budding designand which must be considered by the building designer. Bracing stover is for lateral support of taus members only to reduce budding length. Provisions must be grade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ova" structure may be rNutre . (see HIB-91 of TPil. ffnuas Plate Institute. M. is located at 583 D'Onotho Drive. Madison- Wi cmmsln 537191. JOB PATH: CATER-LOKU08SICHEX3 Dwg: Dsgnr: TLY Chk: Truss ID: B 1 Date: 12-18-01 TC Live 16.0 psf DurFac - Lie 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: TOTAL 33.0 psf 0 - 81 HCS: 11.28.01 DESIGN INFORMATION This design Is for an tnd(v(duat bulMtng 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 acid/or designs Wmished to the truss designer by the client andthe correctness or accuracy of this Information as It may relate to a ape- cQk project and accepts no responsibility or exetelses no control with regard to fabrics. tion. handling, shipment and installation of trusses. This truss has been designed as an individual butWmg 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 englneert. When mvkwcd for approval by the building designerthe design loadings 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 bads, Project specifications or special applied bads. unless sham, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom( are continu- ously braced by sheathing unless otherwise sPecBied. Where bottom chords In tenslon are not fully braced laterally by a Properly applied rigid ceding. they should be braced at a maximtn spacing of IO'-0" o.c. Connector plates shall be manufactured from 20 gauge hot. dipped galvanized steel meeting ASfM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revkw this drawing to verify that this drawing Is in j conformance with the fabriatoes plans and to realize a continuing responsibility for such veri- fication. Any discrepancies ate to be put in writing before cutting or fabrication. Plates stall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con - rector plates shall be batedon both faces of the truss with malls fully imbedded and shag be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' ling. A W plate Is 6' wide x 8' king. Slots (hokst run parallel to the plate lengtb specified. Double cuts on web members shad meet at the centrotd of the webs I.,.. unless otherwise shown Connector plate sizes arc minm m iniusites based on the forshown I,...and may need to be bncreased for certain hand- . ung and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomation on Quality Control refer to ANSI/rPt 1-19% PRECAUTIONARY NOTES Alt bracing and erection reconmeodatbns an to be followed in accordance with "Handling InstaWng&Bracing". HIB-91. Trusses are to be handfed with particular are during banding and bundling, delivery and bhatallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itfon and for resisting lateral Cones 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 bfacfng during bd4taUatt011 befateen 4usses to avoid wpp(tmg and domttwmg, The supervision of erection of tosses shall be under the control of persons experiencedin the instatfatlan of trusses. Professional advice stall be sought If needed. Cmcentrrtlon of construction loads greater than the design loads shall not be applied I. trusses at any IBrte- No foods other than the weight of the erectors shall be applied to tnisses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the coulposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L.-0.42" D=-0.44" T•-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.44" NM HORIZONTAL LIVE LOAD DEFLECTION: T. 0.22" RNB . 1.15 T Face = 013 12 3OV. 4 0-8 WO: CHEK3 WE: TI: C ATY:1 LX4 continuous lateral bracing attached with ® 2- .....' =...®Joint Locations......==a.....a �1)j 10d nails each meslber where shown.Bracing 0-0- 0 5) 40- 0- 0 9) 10- 3-11 MOST be positioned to provide equal unbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 segments OR 2x4 ■T" brace may be nailed flat 3) 20- 0- 0 7) 29- 8- 5 to edge of web with 12d nails spaced 8" D.C. 4) 30- 0- 0 8) 20- 0- 0 Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION_---- 2x6 Brace required on any web exceeding 141. x-Loc Vert _ Horiz Uplift Y-Loc Type Wind Case- ASCE 7-98, MW)7RS/C'iC, V.125 mph, 0- 4- 0 1344 -136 -136 BOT PIN h . 15.0 ft, I . 1.00, Exp.Cat..B, Rzt . 1.0 39- 8- 0 1343 0 -216 BOT H-ROLL Bldg Type= L. 58.Oft, W. 40.Oft, Truss PROVIDE UPLIFT C0tqq1CTX(1N PER SSE: in END zone, TC)L. 4.2psf, BCDL. 6.0psf Sumort 1 136# Support 2 216# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.50 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3596 0.64 3- 4 -4925 0.57 8- 7 3595 0.64 4- 5 -4017 0.50 7- 6 3614 0.72 6X8 8X10 FYa T 5-6-6 066 5X6 T 3.00 Face = 0-3-12 11 9-7-11 19-4-10 11 9-7-i1 1344# 8.0011 8 6 0-6-4 1344# 8.0011 COSC1) TES (12) 2X4 EXCEPT 40-0-0 (_0-6-4 (ROB) AS SHOWN PLATES ARE TL20 GA TESTED PER ANSL'TPI 1-1995 scale = 0.1633 WARNIN : READ ALL NOTES ON THIS SHEET. Eng. Job: WO_: CHEK3 Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: C CONTRACTOR, Dsgur: TLY Ch&: Date: 12-18-01 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psi DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. Portal bracing or similar bracing which la a part of the building design and which must be considered by the buddbhg designer. Bracing TC Dead 7.0 r DurFae - Pit: 1.25 (407} 321-0064 Fax (407) 321-3913 shy is for lateral support of toss members only to reduce buckling length. Provisions must be BC Live 0.0 psf ran O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structureDesign may be required tSm HIB-9t aTPB. BC Dead 10.0 psi g Criteria: TPI . LICENSE 60050068 rliuss Plate Institute. M. b bated at 583 D'Onofto Drive, Madison Wisconsin 53719). Code DeSc: 1890 aneeNBROOK Cr.MFDO.FL32766 TOTAL 33.0 psf _ _ 3 Design: Mafru Analysis JOB PATH: C.ITEE-LOWOMCHU3 HCS 11.2101 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: C1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 lX4 continuous lateral bracing attached with = __ = _=a _: _c:---Joint Locations-===_==........ This design is loran Individual budding HOT CHORDS: 2x6 SP #2 ® 2- lOd nails each member where shown.Bracing 1)0- 0- 0 5) 40- 0- 0 9) 10- 3-11 " compcnunt and has been based on infonmatmn WEBS: 2x4 SP #3 MUST be positioned to provide p0 p etliisi Lrnbraeed 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 pied b, the client- The designer disclaims i any respornsfbillty far damage as a result of 2x4 SP #2 2,4 segments OR 2x4 "T• brace may be nailed flat 3) 20- 0- 0 7) 29- 8- 5 faulty orinconnctinformation. speticaulo MULTIPLE LOADS -- This design is the to edge of web with 12d nails spaced 8" o.c. 4) 30- 0- 0 8) 20- 0- 0 and/or des furnished to the truss des er designs design" composite result of multiple loads. Brace must extend at least 90% of web 1 length ----MAX. REACTIONS PER BEARING LOCATION the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web exceeding 141. _ X-Loc Vert Horiz Uplift Y-Lot- Type orthis intonmationasit may relate toaspe- continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 0- 4- 0 1344 -3.36 -136 BOT PIN cdkp,"ectand —ptsrrorespo"sibWtyor eo,r tses no control with regard to fabrtca- MAX LIVE LOAD DEFLECTION% h 15.0 ft, I . 1.00, Sxp.Cat.-B, Kzt - 1.0 39- 8- 0 1343 0 -216 BOT H-ROLL handling. shipment and Installation of L/999 BldgL- 58.Oft, W. 40. Oft, Truss Type. PROVIDE UPLIFT CONNECTION PER SCHEDULE.lion. Thbtrsshasbeendesigned — an L=-0.42" D--0.44■ T.-0.86" in END zone, TCDL. 4.2psf, BCDL. 6.0psf Support 1 136# Individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 216# ANSI/TPII-1995and NDS-97tobeincorporated T= 0.44" ..TC...FORCS... CSI ..BC ... FORCE ... CSI as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -4019 0.50 10- 9 3615 0.72 Deslglrer (mglstered architect or professional engineer). when reviewed for approval by the T. 0 . 22" 2- 3 -4925 0.57 9- S 3596 0.64 building desfgner. the design loadings shown RMB 115 3- 4 -4925 0.57 8- 7 3595 0.64 must be checked to be sure that the data shown . 4- 5 -4017 . 0.50 7- 6 3614 0.72 are in agreement withthe local building codes.. local climatic records for wind or snow, loads. f project specifications or special apply loads. f Unless shown, truss has not been designed for storage or occupancy bads. The design assumes co,npressbn chords (top or bottom) an continu- ously braced by sheathing unless otherwise { specified. Where bottom chords in tension are f n t fully braced laterally by. properly applied j rigid ceiling, they should be braced at a imaalenum spacing of IU-(r — Connector plates shag be manufactured from 20 gauge hot dlpped;Znb d steel meeting ASTM A 653, j Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrfator shad review this drawing to verify that this drawing is in mnfonmance with the fabricator s plans and to realise a continuing responsibility for such veri- . Ration- Any dtsvepancks are to be put in writing before cutting or fabrication. i Hates shadnot be installed over knotholes. knots or distorted gram.. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nags it* imbeddedand shad be sy-. about the joint unless otherwise shown. A Sz4 plate is 5" wide : 4" long. A axe plate ]s 6' wide x 84 long. Slots (holes) run parallel to the plate length specified. Doubk cuts on web members shad meet at the mritroid of the webs unless otherwise shown. Connector plate stus are mmbnum sties based on the faros 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 mfonnatbn on Quality Control refer to ANSF/TH 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling installing 8 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and mst"dafion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Poe - Rion and for resisting lateral forces shad be deslgtred and mstalfed by others. Careful hand- ling Is essential and erection bracing is always required. Normal pa. utbnaty action for trusses feTArs such temporary bracing during installation between trusses to avoid toppling and dantnomg. The supervvIslon of erectionof trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shad be sought if needed. ConcenLmu.n of construction bads greater than the design loads shad not be applied to t— at any time. No bads other than the weight of the erectors shad be applied to tosses "old alter all Fastening and bracing Is completed. 5-6-14 0-6-6 T7� I Face Ilk 10-0-0 1, 20-0-0 k10-0-0 1 3 5 6 00 Div 6X8 8X10 6X8 F-r-a3 = 04H 3 0V12-0 10 0-8-0 -6 00 13.00 T 5-6C-6 5X6 Face = 0-3-12 0-8-0 9-7-11 LI 19-4-10 9-7-IL Ilid_ 1344# 8.00" 8 1344# 8.00" 4"-0 0-64 COSAM14) TES (12) 2X4 Ei RO 4_q EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.1633 Maronda Systems 4005 MARONDA WAY SANFORD, I L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1a90 OREFSlRROOK GT_ONEDn_Fr. 9�:�fa1 Design: U&ra Analysis 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 part of the budding design and which must be considered by the budding. designer. Bracing shown is for lateral support of thus mernbers only to reduce buckling length Provisions must be made to anch- lateral bracing at ends and specified locations determined by the butldfng designer. Additional bracing of the overall structure may be required. (See HIB-9 t of Till. (Truss Pate lnstAute, TH. Is bated at 583 D'Onefrio Drive. Madison. Wisconsin 537191. IOB PATH. CAIEE-LOKUOBSICHEK3 Eng. Job: Dwg: Dsgur: TLY Chk: WO: CHEKI- Truss ID: Cl Date: 12-18-01 TC Live 16.0 psf DurF4c - Ibf 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: TOTAL 33.0 psf V:12.03 01- HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: D QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This (design is the a _- ===--Joint Locations=-==-=_ �O =__-0- This design is for an individual building BOT CHORDS: 2x6 SP #2 coaposite result of multiple loads. 1) 0 6) 33- 9- 2 11) 20- 0- 0 conVonentandlnsbeenbasedonInformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 provided bythe euent-The d-Wwdtxmbns any roponsiby for damages - a nowt of 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty or Incorrect information. specifications Wind Case- ASCB 7 - 98 , MWFRS/C&C, V-125 mph, 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 and/or designs frunishedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: It . 15.0 ft, I - 1.00, Exp.Cat.-B, &zt - 1.0 5) 28- 8- 0 10) 28- 4- 5 by the client and the correctness oraccuracy support 1 112# Bldg Typear L. 58.Oft, N. 40.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- - ot this information as it may relate to a spe- Support 2 198# in END zone, TCDL- 4.2psf, BCDL- 6 . 0psf R-Lot Vert Aoziz Uplift Y-Lot Type cmcproject and acceptsnorespwcslbttttyor exercise m control with regard to fafxea- MAX LIVE LOAD DEFLECTION: 0- 4- 0 1343 -155 -112 HOT PIN tion. handling. shipment and installation of L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1344 0 -198 BOT H-ROLL trusses. This truss has been deigned as an Le-0.35" D--0.37" T--0.71" 1- 2 -3949 0.43 14-13 3535 0.78 individual building component inacowdancewith MAX HORIZONTAL TOTAL. LOAD DEFLECTION: 2- 3 -3824 0.38 13-12 3584 0.71 ANSI/TPI I-19% and NOS-97 to be Incorporated T- 0. 42" as partof tie building designbya Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4342 0.46 11-10 3484 0.58 Designer (registered architector professional enginec4. When reviewed for approval by the T- 0.21" 5- 6 -3825 0.38 10- 9 3584 0.71 building designer. the deign loadings shown RMB - 1.15 6- 7 -3949 0.43 9- 8 3535 0.78 must be checked to be sure that the data shown are m agreement with the local trumbig codes, local c3knatit retards for wind or snow bads. prgedspecifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The deslgt assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherabe specif)ed. Where bottom chords in tension are not fully braced latem➢y by a property applied rigid eeting. they should be braced at a maximum spacing of la-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, on 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 realtre a continuing respots:bli ty for such veri- fication. Any d(saeparuks 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 stall 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' song. A 6x8 plate is 6- wide x 8" berg. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shalt meet at the centrotd of the webs unless other"Ase shown. Connector plate sizes are minimum sizes based on the force shown and may treed 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 All bracing and erection recommendations are to be followed in accordance wah "Handling Instating a Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bundWrg, delivery and Installation to avoid damage. Temporary and permanent bracing for holdlM trusses In a straight and plumb pm - Rion and for resisting lateral forces shall be designed and ustalled by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses require; such tanpotary bracing during Installation between trus-xis to avoid toppling and domhwkng. The supervision of erection of teases shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed Concenbatfon of comtructbn loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erect— shall be applied to trusses ufter until aall fastening and bracbrg is completed. 6-2-14 Ilk 11AP k 17-4-0 k11-4-0 1 2 4 6 7 0-6-6 Face = 04-12 6 0000 6X8 8X10 6X8 rz T — or 6.00 0A0 3•00 Face = T 6-2-6 0-/r6 0-3-12 as 10-11-11 16-s-10 10-11-11 1344# 8.00" 13 1112 11 9 S 1344# 8.00" 1{� COSU TES (12) 2X4 40-0-0 �0-6�-4 EXCEPT AS SHOWN PLATES ARE 1`120 GA TESTED PER ANSUTPI 1-1995 scale = 0.1633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 321-0064 Bracing shown can Uiis drawing is not erection bracing. wind bracing. portal bracing or slrn8ar bracing which Is a part of the Wilding design and which must be oosldered by the building designer. Bracing shown is for lateral TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0n. (407) Fax (407) 321-3913 support of bursa members only to reduce budding length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified bcatbns determined by the building designer. Additional bracing of the overall structure may be required. (See H1B-91 of Tn. BC Dead 1.0.o psi Design Criteria: TPI g s LICENSE #0050068 Muss Plate institute. TPL Is located at 583 D'Onofrko DrNe. Madison. Wisconsin 53719). Code Desc: te90aneeNetttrottcr.ovlt:tro.rt.327ea a ,TOTAL 33.0 f j/•.. Deign_ Mar— Analysis JOB PATH: CAME-LOKUOSSICNFX3 ycs: 11 01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: E ATY2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the -=.Joint Locations.-._==...: ..... sl)--O- This desiglafor anidMdualbuildIng BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 0- 0 6) 33- 1- 2 11) 20- 0- 0 ' component and has been based onInformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided by the event. Tie desger disckkna any responsibility for damages as a result of 2x4 SP #2 4,6 continuouslybraced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty or Incorrect Information. speculcation' Wind Case- ASCE 7-98, MKM/CrxC, V=125 nph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designsfurnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h - 15.0 ft, I - 1.00, Exp.Cat..B, Rzt - 1.0 5) 27- 4- 0 10) 27- 0- 5 bytheclientandthecorrectre or accuracy Support 1 90# Bldg Type- La 58.0ft, W. 40.Oft, Truss - ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information - It may relate to a spew Support 2 179# in END zone, TCDL. 4. 2psf, BC DL. 6. Opsf X-Loc Vert Horiz Uplift Y-Loc Type cute prged and accepts no responsibility or MAX LIVE LOAD DEFLECTION. 0- 4- 0 1343 -174 -90 BOT PIN uon.hxsnoconhp shipment tin. handling, stdpmemd and installation d L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... C'SI 39- 8- 0 1343 0 -179 BOT H-ROLL [rases. Thisbe has been designed asan 1--0.32" D--0.330 T--0.651 1- 2 -4002 0.44 14-13 3591 0.79 individual building component Insc:orlancewith MAX HORIZONTAL TOTAL LOAD DEFLECTION. 2- 3 -3689 0.37 13-12 3629 0.69 ANSI/TP1 1-1995 and NDS-97 to be incorporated T. 0.42a 3- 4 -3880 0.38 12-11 3343 0.53 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3880 0.38 11-10 3342 0.53 Designer freglstered architect or professional engineed- When --k .ed for approval by the T- 0. 20 a 5- 6 -3689 0.37 10- 9 3629 0.69 building d`s%ner. the design loadings shown RMB 1.15 6- 7 -4002 0.44 9- 8 3590 0.79 must be checked. to be sure that the data shown - are In agreement with the loci building codes. brad cWrrallc records for wind of smosv bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asaumes orrpressfon chords (tap or bottom) are mntinu- -1y braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid aging, they should be braced at a maximum spacing of M4r o.c. Connector plates shall be manufactured fn m 20 gauge hot dipped galvanized steel meeting ASCM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review 12-8-0 14-8-0 12-8-0 this drawing to verify that this drawing Ism 1 2 conformance with the fairlators plena and to 4 6 7 realize a continuing responsibility for such vets Oation. Any discrepancies are to be put In O writing before cutting or fabrication. •. Plates shall not be installed over knotholes. 6X8 3X4 6X8 knots or distorted graln. Members shall be cut for tight fitting wood to wood bearing. Con. nectar plate shall be located on both faces of the truss with nails fully imbeddedand shall be sym. about the joint unless otherwise shown. A. 4X6 5x4 plate Is 5' wide x 4" long. A sx8 plate is 6" 4X6 wide x 8" long, Slots (hotesl run parallel to the plate length specad d. Double cuts on web 6-10-14 6-10-6 members sha0meet at the centrokl of the webs unless otherwise shown. connector plate sues are minimum sirs S based on the form shown 0-"8X14 4X6 8X14 and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not 3X4 3X4 I— tobe fabricated with line retardant treated hurrberunless wlaCshown. Faradditimai intiormatton on Control refer to Quality 5X8 3-0-15 5X8 ANSIrM 1-19% Face = 018 '12 123 I � Face = 0-3-12 ! 3•00 PRECAUTIONARY NOTES o-s All Tracing and erection recommendations are to be followed in accordance with -Handling installing Q Bracing'. HIB-91. Trusses are to t 12-3-11 14-0-10 12-3-11 1 13 11 1 9 8 be handled with particular are during banding and bundling. delivery installation to and avoid 1344/i 8.00n damage. Temporary and permanent bracing for holding trusses In a straight and plumb par- gin and for resisting lateral forces shall be 0-6-4 TA A 40-0-0 1344# 8.00" designed and Installed by others. Careful hand- COS)6L4) TES (12) 2X4 (RO 4 4) ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI1TP1 1-1995 required. Normal pressuBaary actin for scale = 0.1633 requkionbeesSuchussesloa brAvoid top durling installation Wtaysuan belweer. wades m avow toppling and dominotng. The supervision of emcuon of trusses shall be under the control of persona MdC0111dsi SyStel WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng fob: Dw . g' WO: CHEK3 Truss ID: E experie�ad�a beso� mod. tiS CONTRACTOR. DW: TLY Chic: Date: 12-18-01 Concentration of mmstag n bads Beater than the bads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 t an t trusses. at any [fine. No lads other tfan the weight a the erectorsstallbe applied to SAN FORD, FL. 32771 Bracing shown on this drawing ism erection bracing, wind bracing, portal bracing or similar bracing which la a part d the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of ass members only to reduce buckling length. provisions must be BC Live 0.0 psf n O.C. Spacing: 24.0 Is �pleter. TOMAS PONCE P.E. made to anchor lateral brat determined we building designer. Additional bracing the efcrmxdnu m; specified BC Dead 10.0 Design Criteria: TPI of overall l psi ' LICENSE #0050068 fl7uss Plate institute. 7P1. b located at 583 D-Onofno Drive. Madison. Wisconsin 5371% Code Desc: "em GREENSWOK MWEMM32766 1 TOTAL 33.0 psf V' 2 1- ueorgn: mare nrwysrs JOB PAM., CAME-LOKU0851CHEK3 RCS: 11.29.01 DESIGN INFORMATION This design is for an Individual building component and has been based ors Information provided by the client. The designer disclaims arry resporutbfl" for damages - a -.it of faulty or incorrect Information. specifications and/or designs fumished to the truss destow by the client and the correctness or accuracy of this Information a" it may relate to a spe- od6c p"ect and accepts no responsibllky or exercises no control with regard to fabrica- tion. tandting shipment and Installation of trusses. This truss has been designed as an Indivdual butkU ng component in accordance with ANSI/TP1 1-19% and NDS-97 to be incorporated a part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building desfgnu. the design badbW 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, protect specifications or specialapplied 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 tension ate not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10 -(r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASlM 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 realize a continuing responsibility for such vert- fi atba Any discrepancies are to be put in writing befine cutting or tabricatl 2 Plates shall not be Installed over knotholes, knots or distorted gram- Members shall be cut for tight flttbtg wood to wood bearing Corn- nerlor plates stall be located on both faces of the taus withnatb fully Inbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5` wade x 4- king A 6x8 plate Is e- wide x 8" beg. Slots Ihoiesi ram panDel to the plate length specified. Double cuts on web membus shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown andmay need to be increased for certain hand- ling and/or erection stnaso. This truss. Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional fnfarmtatkm on duality Control ruler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection rctmrnmenaattms are to be followed in accordance with -Handling Installing & Uniting'. H15-91. Trusses are to be handled withparticular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting latent forces shall be designed and fmufabA by others. Careful hand- ling Is essential and erection bmcU* is always required. Normal precautionary action for tttlssm requires such tedlpota brachlg daring Installation between trusses to avoid toppling and dommobng. The supervision of erection of trusses shall be under the control of persons experienced In the i stagatton 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 sb.11 be applied to tresses unffi after all fastening and bracing is completed. B: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 159# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" Ds-0.31" Tam-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 7-6-14 0-6-6 4 -T- Face = 06 12 12 23000 11 op, CHEK3 MULTIPLE LOADS -- This design is the composite result of maltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h m 15.0 ft, I - 1.00, Exp.Cat.-B, &zt - 1.0 Bldg Type- L- 58.Oft, W. 40.Oft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4037 0.44 14-13 3627 0.80 2- 3 -3546 0.37 13-12 3657 0.68 3- 4 -3503 0.32 12-11 3196 0.48 4- 5 -3503 0.32 11-10 3195 0.48 5- 6 -3544 0.37 10- 9 3656 0.68 6- 7 -4036 0.44 9- 8 3626 0.80 TI: F ATY:2 a ---Joint Locations_-----s-ae. l)-=da---__=_ 0 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 -192 -68 BOT PIN 39- 8- 0 1343 0 -159 BOT H-ROLL 14-0-0 124 0 14-" 1 2 4 6 7 60 W 6X8 3X4 6X8 1 3.00 0-6-6 5X8 T Face = 0-3-12 r 1 1 13-7-11 L 11*10 13-7-11 it 1344# 8.00" 13 1 11 1 910 8 0-6-4 1344# 8.00'" COSIi�f'tL4) TES (12) 2X4 40-0-0 OL-6-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Ms11'onda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. Dsgnr: TLY Cbk: Date: 12-18-01 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psi DutFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing orskmfiar bracing which Is a part of the building design and which most be considered by the building designer. Bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of tna umembers only to reduce buckling length. Provisions must be BC Uwe 0.0 psf O.C. Spacing: 24pI.0N TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locatlmm determined by Ilse building designer. Addttbnal bracing of the metau structure may be required. (See HIO-91 of TPII. BC Dead 1.0.0 psi es19 Design { Tr , Criteria: 1 LICENSE #0050068 rnu s Plate InstMute. TP1. Is located at 593 D'Orofrlo Drive. Madison. Wisconsin 53719). Code Dese: 189oa:EeNBaoottcr.ovleoo.el.st7e6 TOTAL 33.0 psI 0 1- DM4 - Matrir AAdysu JOB PAIN: C:tTEE-L0KV08S1CHEK3 HCS' 113$:01 " JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: G QTY:1 DESIGN INFORMATION TOP CHORDS. 2x6 SP #2 MULTIPLE LOADS -- This design is the -==-Joint Locations ...... __ =1}= Ttmdesign isfor anindswdualbnuding BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 0� 0- 0 5) 31- 7-12 9) 24- 7- 8 ' cmnided b and has been based can info d try The WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) IS- 4- 8 the client, disclaims gesias a e,ult a any ne any responssbibq for damages as a reamk of 2x4 SP #2 2 , 4, 6 continuous) braced unless noted otherwise. Y 3 15- 0- 0 7) ) 40- 0- 0 11) 8- 6- 8 faullyortneorTectInformation. speeareattot= Wind Case- ASCE 7-98, HIM/CSC, V-125 mph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/or designsfumbhedtothetru- designer PROVIDE UPLIFT CONNECTION PER SCHEDULES h - 15.0 ft, I - 1.00, Ecp.Cat.-B, Kzt = 1.0 ----MAX. REACTIONS PER BEARING LOCATION-__-_ by the che,uand the correctness oraccuracy this Udar it to Support 1 68# Bldg Type- L= 58.Oft, W. 40.Oft, Truss _ X-Loc Vert Boriz Uplift Y-Loc Type of atson — may relate a spe- cok project and accepts no responsibility or Support 2 143# in END zone, TCDL- 4. 2psf, BCDL- 6. Opsf 0- 4- 0 1343 -207 -68 BOT PIN -.—is- nit mntroi wtth regard to fabrca- MAX LIVE LOAD DEFLECTION: L/999 PROVME HDRIZONTAL CONNECTION PER SCHEDULE s 39- 8- 0 1343 0 -143 BOT K-ROLL ton, handkrng, shipment and installation of Support 1 207# busses. This truss has been designedasan L=-0.28" D=-0.29" T--0.57" --TC . BC. BC. FORCE CSI individual building component In accordance nth MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.45 - .. 3623 ... 0.79 ANSIfM 1-190 and NDS-97 to be Incorporated as pare of use buRdingdesign by a Building T- 0.42" MAX HORIZONTAL LIVE MAD DEPLETION: 2- 3 -3449 0.33 11-10 3645 0.66 Designer lregIsteredarchitect orprdesslonal T- 0.20" 3- 4 -3132 0.57 10- 9 3130 0.56 enoneerl Wh— revewedforapprovalbythe 4- 5 -3451 0.33 9- 8 3645 0.66 building designer, the design loadings shown must be checked to be sure that the data shown RMg - 1.15. 5- 6 -40Z9 0.45 8- 7 3622 0.79 are in agreement with the local building codes. beat elioattic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords )top or bottom) are eonttnu- otshy braced by sheathing unless olherwbe specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah anizxd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall renew this drawing to verify that this drawing it in conform a a with the fabricator's plans and to reallm a continuing responsibWty for such very Beaton. Any discrepancies are to be put In writing before cutting or fabrication - Plates shall not be trzstalfed over knothofes. knots or distorted grain. Members shall be cut for tight puling wood to wood bearing. 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 5' wide x V long. A 6x8 plate is 6' wide x 8- long Slots 0holesi rum parallel to the plate length specified. Double cuts onweb members shall meet at the centrold of the webs unless otherwbe shown- Connector plate sires are minknum at— based on the forces shown and may need to be increased for certain hand- ling and/or euection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional informatkm 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 Bracing`. HB-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 p os- Rlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for B trt— -Pit Such temMtf ..,..`".Y dUrbig installation between teases to avoid toppling and dmnnnoing. The supervision of erection of trusses sha11 be under the control of persons experienced m the fitaliation f t.--. Pmfe llorat advice shall be sought if needed. Concentntbn of construction loads greater than the design loadsshall not be applied to trusses at any time. No loads other than 'heweight of the ereclors shall be applied to trussesuntil after all fastening and bracing b completed. 8-0-14 15-0-0 10-0-0 15-0-0 1 2 5 6 -6 0000 0-6-6 4 Face = 04 i-12-2-03• Imo j 0-8 6X8 6X8 DAO t 3•00 Face = 1 14-8-8 11 9-3-0 14-8-8 1 lI 110 8 1344# 8.00" 0-" 1344# 8.00" a0-" 0-64 cosi�lf�) TES (12) 2X4 (��4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIn?1 1-1995 scale = 0.1633 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE 110050068 1890 OREENSROOK Cr.OVIEDOXI-32766 VVAKNING: 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 bmcbng 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 mustbe 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 HIS-91. of Tpl). rlthaa Plate Institute. TPI, is located. at 593 D'Onofno Drive, Madison, Wisconsin 537191. Eng. Job: Dwg: Truss ID: G Dsgnr: TLY Chic: Date: 12-18-01 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: - TOTAL 33.0 nsf cane, o .-- I—.. ...J HCS- 11.28.01 DESIGN INFORMATION nib design Is for an individual building component and has been based o Wormatlon prow -Wed by the d 1wL The designer disclaims any respomib6ny for damages as a result of faulty or Incoc ed Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- ci le project and accepts no responsibility m uereses no ownuol with regard m rabres- tbn, handling, shipment and instaliatlor of trusses. This truss has been designed as an individual building component In aernrdance with kNSIrM I-I995 and NDS-97 to be incorporated as put of the building. design by a Building Designer (registered architect or professional engineer!. When revk"sd for approval by the budding desiguerthe design kudinip, shown must be checked to be sure that the data shown are In agreement with the teal building cores. local dimatle records nor wind or snow foods, project specdkstlons or special applied hands. Unlessshown. truss has cot been designed for storage or occupancy bads. The design assu mcs. compression chards (top or bodum) are eomtine, only braced by she ddit unless otherwise spedfled. Where bottom chords in tension are not fully braced laterally by a properly applied rigad edging, they should be braced at a marmmum spacing of 10-Ir o.c Connector Plates shag be manufactured from 20 gauge tint lipped gaMrntaed steel meWng ASTM A 653. Grade 40. unless oll uwae shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is to xidotsnaMc wgh the fabrlratar's plants and to taller a continuing responsibility for such vert- lcation. Any discrepancies are to be put to anabng before cutting or fabrication. Plates shad not be installed over Imothows. knots or distorted grain. Mmben shall be cut :ar tight idling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails folly Imbedded and shall be sym. about the joint unless otheratise shove. A 3x4 plate Is 5" wide x 4' long. A 6x6 plate b 6' Mde x 9' long. Slots (hob) run parallel to :he plate length specified. Double cuts on web .embers shall meet at the centruld of the webs finless otherwise shown. Conned" plate sties ue mimknum stm based on the forces shown and may need to be increased for certain hand- ing arallm erection stncsses. This truss is rot a be fabricated with Ore retardant treated .umber unless otherwise shw For additional nforrmmon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES tg bracing and eraBon recommendations are a be followed In accordance with 'Handling nsta9kng ✓4 Bracing'. HIB-91. Trusses sue to e handled with particular care during banding end bundling, dek"ry and installation to avoid Sunage. Temporary and pumamet bracing or holding trusses in a straight and plumb pm- tbn and for resisting lateralfavors stag be leslgtmed and Installed by others. Careful hard - trig Is essential and erection bracing Is always equtmd. Normal precautionary action for Itisst5 lathier such W1111M ty WACIng dutbig rat."tion bet +e trusses to a.ata toppling ud dminohsg The supervision of erection of pusses shag be under the control of person orpaheaed in the installation of tresses. 'rdessional advice shall be sought If needed. :oncentratlon of constructionloads greater !can the design loads stallnot be applied to ruses at any time. No lards other than the Mghd of the credos stag be appliedto rsses until after ad fastening and bracing s completed JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS. 2x4 SP #3 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/CfiC, V-125 mph, h w 15.0 ft, I w 1.00, Elcp.Cat.-B, Szt = 1.0 Bldg Type-Encl L- 58.Oft, W= 20.Oft, Truss in INT zone, TCDL. 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLEGTIONs L/999 L-0.06" Dw-0.06■ Tw-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB w 1.00 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT C0NNBCPION PER SCHEDULE: Support 2 73 TC...PORCE ... CSI .BC ... FORCE ... CSI 1- 2 -2360 0.50 10- 9 2048 0.55 2- 3 -2294 0.34 9- 8 2049 0.47 3- 4 -2069 0.49 8- 7 2040 0.55 4- 5 -2288 0.35 5- 6 -2352 0.51 TI: H _= - ---Joint Locations====___________ 1}==0==0= 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fri PLF To TO Vert L+D -46 -0- 9- 5 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 20- 9- 5 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1361 -80 -196 HOT PIN 19- 8- 0 1355 0 -196 BOT H-ROLL 7-" 6-0-0 1 2 5 6 6 0000 5X10 6X8 Jab 5X6 T 20-0-0 10 9 8 13621 8.00" 0-9-5 1355# 8.00" 20-0-0 L0-9-5 (RO-8-11) 430# l (RU 8 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED P 4ANSI/TPI 1-1995 scale = 03109 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mofrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building. designer. Bracing shown b nor lateral support of puss member only to reduce buckling kngtb, Prayssons must be made to anchor lateral booing at ends and specified locations determined by the budding designer. Additional bracing of the ova" structure may be required. (See HIB-91 of In. (Tress Plate Institute. TPI, Is located at 663 D'Onafno Drive. Madison. Wbcomm 537191. JOB PATH: CATEE-LOKUOBSICHEK3 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: H Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI . Code Desc: TOTAL 33.0 psf ' 2 03.01- 1 - 9 HCS. 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: I QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ---=----Joint Locations ---------- i This design bforankxWkivalbudnitng BOT CHORDS: 2x4 SP #2 composite result of multiple loads. ==1}--0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 cunpoaentand has been based anintormatwn WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 p by the client. Thede.W.—dbclWms S: 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0 airy sespotssWBtty for damages as a result of nuous)Y faulty or incorrect Information. specifications Wind Case- ASCE 7-98, MKFRS/C6C, V-125 mph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished to the trussdeslgtser PROVIDE UPLIFT CONNECTION PER SCHEDULE: h 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- _ by the client and the correctness or amracy Support 1 196# Bldg Type- L- 58.Oft, W- 20.Oft, Truss X-LOC Vert HOriz Uplift Y-Loa Type iI a this Information as it may relate to a spe- Support 2 164# in END zone, TCDL- 4. 2psf, BCDL- 6. Opsf 0- 4- 0 695 -107 -196 HOT PIN elftc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION - I exercises no contort worts regard to fabric.- 19- 8- 0 659 0 -164 HOT H-ROLL lass . harxlWng,shipment and installation of of .. TC... PORCE... CSI -.BC ... FORCE... CSI trusses. This truss has been designed as an L--0.04" D--0.04" T--0.07" 1- 2 -973 0.22 10- 9 826 0.40 Individual budding component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -791 0.17 9- 8 665 0.30 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0.04" 3- 4 -712 0.13 8- 7 825 0.40 as part of the budding design by Budding b%X HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -787 0.17 j Designer (registered architect or professional T. 0 . 02 • engine:): When reviewed for approval by the 5- 6 -972 0.22 I budding designer. the design loadings shown ItNID - 1.15 must be checked to be sure that the data shown j are in agreement with the local budding codes. tort clInnetk records for wind a< snow Iaads, project specifications a spacial applied bads. Unless shown, truss has not been designed for jstorage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unlessotherwise specdled. Where bottom chords In tension an not fully braced laterally by a Properly applied rod rr9mg. they should be braced at a maximum spacing of I17-W o.c. Connector plates shall be manufactured from 20 gauge hot 9-0-0 2-0-0 9-0-0 dipped galvanized steel meeting AS7M A 653. 1 2 Grade 40. unless otherwise shown. 5 FABRICATION NOTES Prior to fabrication. the fabricator shall review 4X8 4X6 .:..this drawing to very that this drawing is In conformance with the fabricators plans and to realize a continuing. responsibility for such veri- fication. Any discrepancies ate to be put In writing before cutting or fabrication. "Plates shall not be Installed aver knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearng. Con- nector plates shall be located cm both faces of <2X4 2X4 T the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 5-1-13 5-0-6 5x4 plate 1s 5' wide x V long, A 6x8 plate 6 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web - members shall mat at the centrold of the webs 0-6-0 unless otherwise shown. Connector plate sizes 0-" are minimum sizes based on the forces shown and may need to be increased for cera n hand- ling and/or erection stresses. This tow is not to be fabricated with floe H retardant eated lumber unless otherwise shown. For additional information on Quality Control refer to 5X6 6X8 3X8 5X6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling installing h Bracing'. 1-118-91. Trusses are to be handled w"h 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- nbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection, bracing is always requtred. Normal precautionary action for trusses requires such temptaary bracing during instadatan between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the installation or trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design roads shad not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after ad fastening and bracing Is completed. 20-" LO 9 696l1 8.00" 8 660# 8.00" 0-9-5 _ (RO-8-11) le 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Designs- Mar— A—u sin VWRkKNlN(I,: 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 peat of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of tress members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the budding designer. Additional bracing of the orerall structure may be required. (See HIB-91 of TPI. 0' uss Plate institute. TPI, is located at 593 D"Oualra Drive. Madlson, Wisconsin 53719). JOB PATH: C:ITEE-WKU0BSICHEK3 scale = 0.3225 Dwg: Dsgnr: TLY Chk: Truss ID: I Date: 12-18-01 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: TOTAL 33.0 psf • 12 03. 1- Z - 10 HCS- 11.2&01 J8: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: J ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ===-Joint Locations—======w===== al)=w0==0- This design is for an irtcHAdral building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 powdedbythe client The dea�disclai,s u�yreporma:TedInft a,esutiot MMDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 Informatages ion. specifications lnished Wind Case- ASCE 7-98, 1�11FRS/Cr.C, V-125 mph, ----NhX. REACTIONS PER BEARIM LOCATION----- and/ordnignafumuhedtottnetrussdesigner and/oror designs fir tot truss PEE UPLIFT CONNECTION PER SCHEDULE t h - 15. 0 ft, I - 1. 00, Exp.Cat.=B, Rzt =. 1.0 %-Lott Vert HOriz Uplift Y-Loe Type by the client and the conednes or accuracy Support 1 196# Bldg Type- Ls 58.Oft, W. 20.0ft, Truss 0- 4- 0 695 -118 -196 HOT PIN of this idomatbn as a my relate to a spe- Support 2 196# in END zone, TCDL- 4.2psf, BCDL= 6.Opsf 19- 8- 0 695 0 -196 BOT H-ROLL cgk project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: caecaes nnog,shprahregard andint rtiona- tfon, handling, shipment and installation of L/999 ..TC...FORCE...CSI ..BC...FORCE...CSI trusses. This truss has been designed as an L=-0.04" Dw-0. 04- T=-0. 07" 1- 2 -963 0.21 8- 7 816 0.47 trAWual building component 1n accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -754 0.17 7- 6 816 0.47 ANSIfM 1-1995 and NDS-97 to be incorporated Ts, 0.03" 3- 4 -754 0.17 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 - 963 0.21 Designer (registered architect or professional T- 0.02 - engtrneed. When reviewed for approval by the building designer. the design loadings shown j2iiffi 1.15 must be checked to be sure that the data shown = are in agreement with the brat building codes. k-1 clinat., records hr wind ov srww bads. project spectfinalioru or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unkss otherwise specified- Where bottom chords In teruifon are not fully braced laterally by a properly applied rigid ceflirg, they shouldbe braced at a LO-0.0 maximum spacing of IO'-0' O.C. Connector 10-0-0 plates shall be manufactured. from 20 gauge hot 1 2 4 dipped garoarniaed steel meeting ASiM A 653. 5 Grade 40, unless otherwise shown. 6.00 -6. )00 )00 FABRICATIONNOTES Prior W faluicabon- the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continugig responsfhWty for such verl- fication. Any discrepancies are to be put in wrinng before cutting or fabri ation. Plates shalt not be installed over knotholes. knots or distorted grain. Manbens shag be cut. for Light fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags 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 6 wide x g- bug Slots (holes) run parallel to the plate length specified. Double cuts on web member stag meet at the centrold of the webs unless otherwise shown. Connector plate sfzes are minimm um attes beset on the forshown and may needto be increased for certain hand- " and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional. infomntlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AR bracing and erection recommenndat-ons are to be followed in accordance with -Handling installing & Bracing'. HIB-91. TY ses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permwrent bracing for holding trusses in a straight and plumb pos- It:on and for restating lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bating Is always required. Norval precautionary ar3bn for bussm tequbzs such lafiptxary bracing during installation between trusses to avoid toppling and dondrroing. The supervision of ereetJon of trusses shall be under the control of persons experienced in the installation of trusses. Prolesslonal advice shall be sought of needed. Concentration of constructionbads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erccwrs shall be applied to trusses until after rag fastening and bracing is completed. 4X6 - -- vnu 5X6 M9 20-0-0 8 696# 8.00" 0-9-5 (RO-8-11) lel 7 204)-0 6 696# 8.001r 0 9-5-5 EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I RO 8 1) scale = 0.3109 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: J CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 12-18-01 4005 MARONDA WAY TC lave 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 321-0064 Fax Bracing shown an this drawing is not erection bracing wind bating, portal bating or similar bracing which is a part of the buddlK design and which must be considered by the budrhng designer. Bracing shown is for lateral taus TC Dead BC Live 7.0 psf DurFae -Pit: 1.25 O.C. Spacing: 24.0- (407) (407) 321-3913 support of members only to reduce buckling length. Provisions must be 0.0 psi TOMAS PONCE P.E. 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 H1B-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI- LICENSE #0050068 it cuss Plate institute. TPI. is located at 563 D'Onofrlo Drive. Madison. Wisconsin 53719). �,lg Code Desc: lasocL:Eet+eaoOKCT-C EDO.in.3276e TOTAL 33.0 psf - - 1 Design: Mar& Andysis JOB PATH. C,1TEF-L0K1f0BSICXEK3 HCS. 1I.28.01 I I ' JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: J 1 QTY:4 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cb—L. The deigner disclains any tesponsiblltty for damages as a result of faulty or incorrect Information. specifications and/or designs furshed to the truss designer by the client and the correctness or accuracy of this Irdermatlon - it may rel¢te to a spe- cdk project and accepts no responsibility or exeretses no corntrol avadn regrd to fabrta- Uon. handling, shipment and lmstallatbn of trusses. This tnus has been designed as an Individual building component In accordance will ANS1/7PI 1-1995 and NDS-97 to be Incorporated as part of the bulking design by a Building Designer (tegls a architect or professbnat engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sum that the data shown are in agreement with the local building coda. local climatic records for wind or snow coeds, projectspecifications 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 commu- otdy braced by sheathing undeas otherwise specified. Where bottom chordsin tension are not fully braced laterally by a property applied rigid ceding, they shouldbe braced at a maximum spacing of Ia4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped ghvantzed steel meeting A.STM A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabricatkm, the fabricator shall review this drawing to verify that this drawing s in conformance with the fabrkstoes plats and to realize a continuing responsibility for such verl- fi atkrn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Membens shall be cut for light Wmg. woadto wood bearing. Con- nector plate 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 6x8 plate Is 6- wide x 8^ bog. Slats (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrufd of the webs unless otherwise shown. Connector plate sizes are minimum adze based on the force shown and may neeto be Increased for eertam hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addbbral dolmi—tion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recornrnendatlons are to be followed In accordance with -Handling lnstabrig & B—Ang'. HIB-91. Trusses are to be handled with particular are 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 force shag be designed and Installed by others. Careful hand- ling Is essential anderection bracing is always required. Normal prerrutbnary actin for Itllsses M(Illirrs such tonnes W bracing during Istalia0on between truss's to avoid toppling and dorniroitg The supervision of erection of trusses shall be under the control of persons experienced in the bstailatfwm of tresses. Professional advice shall be sought if needed Concemtrawa of construction badly 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 fastetift and bracing Is completed. TOP CHORDSs 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 37# MAX LIVE LOAD DBFLSGTIONs L/999 L.-0.03" D=-0.03" T.-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB . 1.15 MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Cards are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I . 1.00, Exp.Cat..B, Rzt . 1.0 Bldg Type- L. 58.Oft, W. 19.5ft, Truss in END zone, TCDL. 4.2pef, BCDL= 6.Opsf TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -947 0.22 8- 7 801 0.53 J- 3 -740 0.17 7- 6 749 0.52 3- 4 -741 0.21 4- 5 54 0.18 • := _== == Joint Locations ... =........... 1) �0- 0 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz Uplift Y-Loc Type 0- 4- 0 684 116 -64 BOT PIN 19- 3-12 635 0 -37 HOT B-ROLL LO-0 0 9-578 11 1 2 4 5 6 00� TO-0 4X6 2 5-7-13 X4 3X4 5-6-6 0-" 2x4 °� 5X6 6X8 3X4 1 I 19-5-8 8 7 684# 8.00" 00-9-5-5 � 636# 3.501 .1 (RO-8-11) 1 1e 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLI71 1-1995 Laronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINCi: 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 bmctng, portal bating or similar bracing which Is a part Of the building deign and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce budding length Provisions mist be made to anchor lateral bracing at ends and specified loatf r determined by the building designer. Additional bracing of the overall structure may be required. (See hIB-91 of TPI). (Muss Plate Institute, TPI, is bated at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. scale = 0.3311 Eng. Job: Dwg: Truss ID: J I Dsgnr: TLY Chk: Date: 12-18-01 TIC Live 16.0 psr DurFae - Lbc 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: TOTAL 33.0 nsf v77 nit nT _ aces Tn HCS. 11.28.01 DESIGN INFORMATION This design Is for an individual budding component and has been based on infomratlon provided by the client. The designer disclaims any responsmOKy, for damages as a result of faulty or Incorrect Information, specifications andlor designs furnished to the Imes: deatgner by the client and the correctness or accuracy of this mfonnabon as K may relate to a spe- ctlk project and accepts "o responsibility or eaercbes no control with regardto fabrica- tion. hand.Dng, shipment and Installation of trusses. This truss has been designed as an Individual building component to accordance wat ANSIliPt I-t995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or profea —] engineer). When reviewed for approval by the building designer. the design loadings 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 specgkattons or special applied Imes. 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 ass not fully braced laterally by a properly applied rod ceiling. they should be bracedata maximum spacing of 10'-0' o.c. Connector plates shall be manufactured fron 20 gauge hot dipped gatvanb-dsteel meeting ASIM. A 653, Grade. 40. unless otherwise shown. FABRICATION NOTES t prior to fabrication. the fabricator shad mrkw this drawing to verity that this drawing Is In ,! conformance with the fabricator's plans and to realize a m"Unuing responsibility for such ved- t Batton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knots or distm ted gain. Membera shall be cut for tight fitting wood to wood beating con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 Plate IS S' wide x 4' long. A 6.8 plate is 6- - wide x S long Slots Boles) run parallel to :. the Plate length specified. Double cuts on web members shall meet at the centrord of the webs unkas otimwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be tressed for certainhand- king and/or erection stresses. This truss Is not to be fabricated with flat retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES AD bracing and erection leeunmendatiom are to be followed in accordance with -Handling Installing a Bracing". FHB-9 1. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and pkunb pos. Rion and for ralsthrg lateral forces shall be designed and Installed by others. Careful hand- ing Is essential and erection bracing is always required. Normal precautionary action for trusses requhes such temporary bracing during hista8ation between trussesto avoid toppling and do-iooi,4 The supervision or erection of trusses shad be miler the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction toads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors sh.8 be applied to trusses until alit, all fastening and bracing is completed. JB: CHESAPEAKE K 3 A( TOP CHORDS- 2x4 SP #2 HOT CHORDS; 2X4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNBLTION PER SCHEDULE - Support 1 147# support 2 212# MAX LIVE LOAD DEFLECRION- L/999 L=-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-3-13 0-6-6 1 CHEK3 WE: TI: J3 QTY.-1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the .............. ===>;_= Joint Locationss===:r=$z= composite result of multiple loads. 1) 0-O- 0 2) 3- 8- 0 4) 13- 5) 19- 4-12 7) 13- 6-10 5- 8 8) All COMPRESSION Chords are assumed to be 3) 7- 4- 0 6) 19- 7- 7-12 5- 8 9) 0- 0- 0 continuously braced unless noted otherwise. windCase- ASCE 7-98, MWFRS/C&C, V-125 mph, ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Vert 19- 8- 4 645 Boriz 0 Uplift Y-Loc Type -212 TOP H-ROLL Bldg Type- L= 58.Oft, W= 19.5ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf 0- 4- 0 685 76 -147 HOT PIN -TC... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -1753 0.27 9- 8 1553 0.34 2- 3 -1578 0.28 8- 7 1454 0.37 3- 4 -1383 0.34 7- 6 113 0.15 4- 5 -1383 0.34 74-0 12-5-0 1 2 4 5 6 0000 4X8 2X4 3.00 I 0-8 1 � I 6-11-1z 11 9 685k 8.00" 0-9-5 (Ras il.19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ All NOTES ON THIS SHEET. Maronda syste T]S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. MAR 4005 MARONDA WAY BRACING WARNING: S, 32771 MFOwhich Brackrg shown oa thb dnwkrg In erection bracbrg, wind bracing, portal bracing or similar bracing is a part of the bWldbng design and which must be considered by the bWkb g destgner. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown b for lateral support of truss members only to reduce buckling Ietr . provisions must be made to anchor lateral bracing at ends and specified ktcatlons determtned by the building designer. AddIWnal LICENSE #0050068 bracing of the overall structure may be required. (See NIB-91 of TP11 (Truss Plate Institute. TPI. is bated at 583 D'Onofrio Drtve. Madison, %VisconsIn 537191. 1890 OREENDROOK Cr.OVIEDOXI-33766 Design: Mamie Analysis JOB PAIR: C.I7W-L0K11085iCHEKi Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psi TOTAL 33.0 D.sf 3X6 1- 038 645# 1.50" scale = 0.3264 Truss ID: J3 Date: 12-18-01 DurFac - Pit: 1.26 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS. 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: K QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 0: Plate(s) OFFSET from joint center. The 6ar. =­Toint Locations— ............. This design is for an individual bufWing BOT CHORDS. 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 component and has been based on information WEBS : 2X4 SP #3 with provided by the client' Thedcalgterdiscia rs WEDGES: 2x4 SP #2 any submittal, inspection, and/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 any responsibility for The as a —.it of fabrication documentation. 3) 8- 0- 0 8) 16 -11- 0 13) 0- 0- 0 faulty orincorrect Information. specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 13- 4- 0 9) 13- 4- 0 and/or designs furnished to the ass designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0 by the client and the correctness or accuracy Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as x may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: h . 15. 0 ft, I = 1. 00, Bxp. Cat..B, Y.zt . 1.0 X-Loc Vert HOziz Uplift Y-LOC Type egie project and accepts noresponsibilityto fb ric - Support 1 104# BldgL. 58.Oft, W= 20.7ft, Truss 0- 4- 0 233 146 -104 BOT PIN exeret v no control with regard to fabric- �p®= tion, handling, shipment and Installation of Support 2 606# in END zone, TCDL. 4.2psf, BCDL. 6.0psf 11- 6- 4 1266 0 -606 BOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Individual building component in accordance with L/999 CSI ANSUTPI 1-190 and NDS-97 to be incorporated L=.-0.07" D=-0.07" T a TC...F-834 ..12 3-12 .P1280 ..30 as part of the building design by a Building 0.14 1- 3 -671 0.30 13-12 1278 0.25 Designer (registered architect orprofesskmal MAX HORIZONTAL TOTAL LOAD DEPLECTIOTrs 2- 3 -671 0.30 12-11 1278 0.25 engInecil_ When reviewed for approval by the T= 0.081 3- 4 -1862 0.44 11-10 1528 0.26 building designerthe d-fp loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -720 0.29 10- 9 960 0.30 most be checked to be stme that the data shown T= 0.10" 5- 6 -320 0.26 9- 8 367 0.18 are in agreement with the local building codes, local climatic records for wind or snow loads. RMB . 1.15 8- 7 361 0.20 project specifications or special applied loads. Unless shown, truss has not beendesigned for storage or occupancy bads. The design assures compression chords (top or bottom) are eonUnu- ousty braced by sheathing unless otherwise 13-" 7.4-0 specified. When bottom Chords In tension am 1 2 3 5 6 not forty braced htcraity by a properly applied rigid ceimg, they should be braced at a 6 maximum spacing of IO'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 5X6 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in 3X4 confom ante with the fabricator's plans and to ma(tre a continuing responsibility for such verH m f1cati . wry discrepancies are to be put in 3X4 4-2-6 writing before cutting or fabrication. Plates shag not be installed over knotholes, 0-6-6 knots or distorted grate. Member ri shall be d fir tight fitting wood to wood bearing. Con- 7-3-13 nectar plates shall be located on both faces of the truss with rraib rutty Embedded and shall be 3X4 — sym. about the joint turkss otherwise shown. A T 5x4 plate s 5" wide x 4" long. A 6x8 plate is 6" 6X8 3X4 2X4 5X6 wide x T long, Slots (holes) run parallel to the plate length specified. Double cuts onweb member shag meet at the centrotd of the webs3-0-0tmkss otherwise shown. Connector plate stars are minimum sizes based on the forces shown and may need to be increased far certain hand- . sng and/or erection stresses. This truss is not to be fabricated withfire retardant treated itrrnmber unless otitertwise shown. For additional 5X6 2X4 5X8 Information on Quality Control refer to ANSI/TP1 1-1%5 34-8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing h Bracing'. HIS-91. Trusses are W be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Klon and for resisting lateral form shag be designed and Mstallod by other. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcb* dtudng instailatfon between trsaes to avow toppling and da"bxgn& The supervision of erection of trusses shall be under the cc mtrof of persons experienced in the bsta(letlon of trusses. Professional advice stall be sought if needed. Concentration of construction bads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing la completed. 10.80 I 8-0-0 3-4-0 9-4-0 13 12 1 9 8 7 0_-95 233# 8.00" 1266# 3.50" �,J � (RO 8-11) I 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 VVAKNINIU: 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 stow" bracing which is a part of the bWMing ditW and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckibrg length. Provisions must be made to anchor lateral bracing at ends and specified 1ncatlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPfi. fTtuss Plate instkute. TPI, is located at 583 D'Ondrio Drive. Madison Wiscosin 537191, Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psi TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf CANT: 94)-0 095 (RO-8-11) scale = 0.2871 Truss ID: K Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TP+. Code Desc: node,.- .v..ca. i..,✓.,.:, HC.S: 11.28.01 JB: CHESAPEAKE K 3 WO: CHEK3 WE: DESIGN INFORMATION This design B for an individual building component and has been based on information provided by the diem[. The designer disclaims any responsibility for damages - a —uft of faulty or incorrect. Brfortmatfon. specdf Gallons and/- designs furnished to the trove designer by the client and thecorrectness or accuracy of this knf—uon - it may relate to a .pe- cgproject, lc projeand a¢epU no responsibility or exercises ne control with regard to fabrka- tfon, handling, shipment and Installation of to asses. This truss has been designed as an individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Buddding. Designer (registered architect or prolesstonal englneerl. When reviewed for approval by the budding 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. projed specifications or special applied bads. Unless shown. truss has not been d—Wed for storage or occupancy bads. The design assures compressiort chords (top or bottotnf are conlirmu- 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 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unkas otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators pions and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed aver knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- nector plates shagbe located on both faces of the truss with nafis fully imbedded and shall be sym, about thejotnt unless otherwise shown. A 5x4 plate Is 5- wile x 4- king. A 6x8 plate is 6' wide x 8' long. Skits (hot-) nun parallel to the plate length specified. Double cuts on web members shall meet at the Centreid of the webs unless otherwise shown. Connector prate stzes are muumum 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 kmuber unless otherwise shown. For additional. Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Am bracing and erection recommendations are to be followed in accordance with'Handbng installing A Bradne. Hill-91. Trusses are to be handfed with particular are during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for hokling [noses In a straight andplumb pos. Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requbed. Normal precautionary action for trusses requites such temporaty bracdng daring Installation between trusses to avoid toppling and doninabW The supervtsbn of erection, of timsses 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 leads shall not be appliedto trusses at any th— No bads other than the weight of the erecturs shall be applied to trusses until after aft fastening and bracing is completed.. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CATION PER SCHEDULE: Support 1 95# Support 2 605# MAX LIVE LOAD DEFLECTION: L/538 at JOINT # 7 L.-0.20" D. 0.04" T.-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB . 1.15 6-3-13 0-6-6 I i [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I . 1.00, Exp.Cat..B, Rzt . 1.0 Bldg Type- L. 58.Oft, W. 20.7ft, Truss in END zone, TCDL. 4.2psf, BCDL- 6.Opsf TI: Kl QTYA e= ==-Joint Locations..______._ 1_ =: ) 0- 0 0 5) 15- 4- 0 9) 11- 4- 0= 2) 4- 1- 0 6) 20- 8- 0 10) 8 0- 0 3) 8- 0- 0 7) 20- 8- 0 ll) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAR. REACTIONS PER BEAR LOCATION----- - X-Loc Vert Horiz Uplift Y-Lore Type 0- 4- 0 261 120 -95 BOT PIN 11- 6- 4 i265 0 -605 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CST 1- 2 -950 0.20 11-10 1215 0.38 2- 3 -865 0.20 10- 9 1530 0.30 3- 4 -2004 0.29 9- 8 558 0.27 4- 5 -1718 0.29 8- 7 563 0.35 5- 6 -509 0.41 11-4 0 4-0-0 5-4-0 1 2 3 6 PM 6 0000 4X6 Ia-- &.tt I ---I n 0-9-5-5 262# 8.00" -- 1266# 3.50" � � (RO-8-11) I 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDOXI-32766 Design: Mdrrir Analysis 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 bracing or similar tracing which Is a part of the building design and which must be considered by the bufkling desfgjxr. Braclrng 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 TPII. frruss Plate Institute. TPI. is bated at 583 D'Onofrb Drive. Madison. Wisconsin 537191. JOB PATH: CATEE-LOKU011SICHEK3 -6�00 4X8 Eng. Job: Dwg: Dsgur: 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 Dsf 0-6-6 1 T 1 T 3-2-6 CANT: 9-0-0 095 1) scale scale = 0.3015 Truss ID: Ki Date: 12-18-01 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI . Code Desc: HCS. 11.28.01 DESIGN INFORMATION This design is for an fdh k1ual building component and has been based on mlonmatmn prmided by the client. The designer diadahns 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 Ebb Information as it may relate to a spc effie project and accepts on responsibility or exeucbes no oomtmi ash regard to fabnca- Uonn. handling. shipment and Installation of trusacs.. This truss has been deslgned as in individual Wfidltg component In accordance will AN%,r Pt I-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engloeed. Wbm reviewed for approval by the budding designerthe design loadings alawn must be checked to be sure that the data shown are In agreement with the local building codes• bran climatic trxxads for cold or arrow bads. prject specifications or special a"Bed loads. Unless shown. truss has not been designed for -image or oecupun:7 bads. The design assumes compression chards (top or bottom) are continu- ously braced M sthnthmg unless otherwise specified. where bottom chords In tension are not fully braced laterally by a property applied Vd, cegmg• they should be braced at a maximum spacing of lo-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASDN A 653. Grade 40. hmkw otherwise shown. FABRICATION NOTES Prior to rabrteitbn, the fabricates shag revlew this drawing to verify that this drawing is to conformance with the fabrimWa plans and to reduce a continuing resporo"Ity, for such veri- rbtlon. Any discrepancies arc to be put hn writing before acting or fabrratforr. Plates shag not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate$ shall be located on bothfaces of the tress with mails fully Imbedded and shall be sym. about the joint unless ralmerr is. shown. A 5x4 piste Is 5' Mote x 4' long. A W plate la ti wide x 9, king. Slots (hole) run parallel to the plate length specified. Double cuts on web members shag meet at the rectrrd of the webs unless otherwise shown. Connector plate sues are mhrkmaa sirs 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 otherwim shown. For additional Idormatlon om Quality Control refer to ANSI/TPI 1-I995 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 ParUcular banding and bumMot delivery care ll too avoid damage- Temporary and Permanent bracing br holding trusses In a straight and plumb pos- no. andfor resbtmg bteral forces stag be designed and Installed by nihems Careful hand- Ung is essential and erection bracing Is ahmys nsNhed. Normal precautionary action for t-- raplka such tempaaty ilrarLtB during I staibtirat between trumes' to avoid toppling and dommoing 17ne supervision of erection of trusses shag be under the control of persons -pabenced to the mstatfatbm or trusses. Professional advice shag be sought r needed. Concentration of construction bads greater than the design bads shag not W applied to trusses at any tlma No bads other than the weight of the erecWrs shag be applied to trusses until after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: 0 ATY:1 TOP CHORDS: 2x4 SP #2 I1: Plate(s) OFFSET from joint center. The .===Joint Locations. .=...a=..... BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0 6) 20- 8- 0 11) 11- 7- 4 2x8 SP #2 1 with any submittal, inspection, and/or 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 Wns : 2x4 SP #3 fabrication documentation. 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the 4) 13- 0- 0 9) 12-10- 4 All COMPRESSION Chords are assumed to be composite result of multiple loads. 5) 17- 4- 0 10) 13- 0- 0 continuously braced unless noted otherwise. This truss is designed to bear an multiple Wind Case- ASCE 7-98, MWFRS/C&C, V.125 mph, supports. Interior bearing locations should be marked on truss. Shim or wedge if ------------ TOTAL DESIGN LOADS ------------ Uniform h . 15.0 ft, I . 1.00, Exp.Cat..B, Kzt . 1.0 necessary to achieve full bearing. PLF TC Vert L+D -46 From -0- 9- 5 PLP -46 To 13- 0- 0 Bldg Type.Encl L. 58.Oft, W. 20.7ft, Truss PROVIDE UPLIFT CONNECTION PER SCHED=: TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 in INT zone, TCDL= 4.2psf, BCDL. 6.Opsf Support 1 323 TC Vert L+D -46 17- 4- 0 -46 21- 5- 5 MAX LIVE LOAD DEFLECTION: L-0.02" Support 2 13 Support 3 BC Vert L+D -20 BC Vert L+D 0- 0- 0 -20 13- 0- 0 A T.-LOAD" Z -59 13- 0- 0 -59 17- 4- 0 ON HORIZONTAL T MAXMA% HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE...CSI ..BC...FORCE...CSI BC Vert L+D -20 Concentrated 17- 4- 0 -20 LBS Location 20- 8- 0 T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -806 0.18 13-12 683 0.15 2- 3 -609 0.16 12-11 476 0.21 TC Vert L+D -120 17- 4- 0 T. 0.01" 3- 4 -51 0.44 11-10 -29 0.16 BC Vert L+D BC Vert L+D -1449 11- -79 17- 7- 4 4- 0 RMB . 1.00 4- 5 -51 0.44 10- 9 -2205 0.27 ----MAX. REACTIONS PER BEARING LOCATION----- 5-6 -795 0.22 9- 8 703 0.33 X-Loc Vert Horiz Uplift Y-Loa Type 8- 7 693 0.29 0- 4- 0 599 96 -123 BOT PIN 12-10- 0 2435 0 -191 BOT H-ROLL 20- 6- 4 530 0 -90 BOT H-ROLL 1 120# 94-0 S 0 0L, 34-0 11 1 2 4 6 6 0000 00 T I 5-3.13 0-6-6 i I 5X6 2X4 n� 4XR 0-6-6 T 2-2-6 T 3-0-0 i '113 12 11 1 .r 8 599# 8.00" 2435m# 4.00" 0-9-5 L 530,Y 3.50" 20-8-0 0--9--5- (RO-8-llj Q1�91➢42-10-0 79�y I (KO-8-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 er 3 Supports scale = 0.3015 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 tago GRE04BROCK cr.Ovlwo.M.12766 Design: Mann Andytis wAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bochng shown on this drawing is not erection bracing, wind bracing. portal bmctng or stmdlar bracing which Is a pert of the building design and which must be considered by the building designer. Bracing shoasr Is for lateral support of eras members only to reduce buckling la aglh Proc-bfona must be made to anchor lateral bracing at ends and specified locations determined by the building design — Additional bracing of the overall structure may be required. (See MB-9I of M. frruss Plate Institute,. TPL Is bated at 563 D'Onolrio Drive, Madison Wisconsin 537191. 108 PATH: CATEE-LOR1108STCHEK3 Eng. Job: Dwg: Dsgur: TLY Chk: WO: CH Truss ID: K2 Date: 12-18-01 TC Live 16.0 psr DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: TOTAL 33.0 psf I V: 1 3 - 1 _ 16 HCs: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: K3 ATYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the �==point Locations ............... sa0- This design isfor art individual building BUT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0 4) 13- 0- 0 7) 0- 0- 0 ' component and has been based on inrormation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 8- 0 5) 13- 0- 0 provided by the dierrt.The designer aisctamis anyresponsibilityfor damages esaraati or 2x4 SP #2 3 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 6- 8- 0 or Incorrect information, specspecificationsspecificationscadesignedresponsibility faulty SLIDERS• 2x4 SP #2 Enid vertil(s) not for exposure ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnshed to the less designer to lateral wind pressure. X-Loe Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy PROVIDE UPLIFT CONNEMON PER SCHEDULE: Wind Case- ASCE 7-98, MKMICr.C, V.125 mph, 0- 4- 0 471 104 -121 HOT PIN of this information as It may relate to a spe- Support 1 121# h . 15.0 ft, I . 1. 00, Exp. Cat..B, Rzt 1.0 12-10- 0 422 0 -157 BUT H-ROLL cM9c project and accepts ro-sponslbMMy or Support 2 157# Bldg Types, L. 58.0ft, W. 13.Oft, Truss gard brics- lion. handling, shipment and installation of Lion.he.+rwaonhpment ndinsalationo MAX LIVE LOAD DEFLECPION• in END zone, TC'DL. 4.2 f, BCDL. 6. sf � ..TC... FORCE ... CSI ..BC ... FORCE ... CSI trusses. Tbis truss has been designed as an L/999 1- 2 1397 0.42 7- 0 -1176 0.16 mdtvidualbuilding component inaceordancewith 1,.-0.08" D• 0.01" T.-0.07" 2- 3 1114 0.49 0- 6 -1508 0.22 ANSI/T" i-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 0 0.36 6- 5 - 917 0.27 as part of the building design by a Sufldrhg T. 0. 08" Designer (mgut and archttect or professional When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION:engineer). building designer. the design loadings shown T• 0 . 09" must be checked to be sure that the data shown are in agreement with the local building codes. RMB . 1.15 local'11matic records fa voted or snow loads. Project sperHkatbro 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 corrtmu- 74-0 k ously braced by sheathing unless otherwise specified Where bottom chords in tenon. art Ilk 1 2 4. not fully braced laterally by a property applied rW cef:mW, they should be braced at a 6 maximum spacing of 19-0' ox, Connector plates shagbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 4X8 2X4 Grade 40. unless. otherwise shown. ni FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in contorma xxt with the rabricator's plans and to restlu a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. 2X4 Plates staff not be installed over knotholes, knots or distorted gram. Members shall be cut to oed onn lo nectorpla� 4-3-13 4-2-6 sha�tl be loct faces of the truss withnalb fully Imbedded and shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is Y wide x. 4' long A 6x8 plate is E SX6 llel to cu the plate length specified. Double cuts on web 0-6-6 members shall meet at the centiold of the webs unless otherwise shown. Connector plate sims i are mmdmtrm saes based on the forces snows i 3X4 and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not 3X4 to be fabricated with Ire retardant treated lumber unless otherwise shown. For additi—I SX6 rtformatiwa on Quality contra refer to 3X4 ANSI/M I-I99s 3.00 3.00 PRECAUTIONARY NOTES 0-8-0 0-4-0 — All bracing and erection recommendations are to be followedin accordance with "Handling "_0 6-0-0 Installing & Bracing'. H18-91. Trusses are to be handfed with particular cart during banding 7 1 5 and bundling, delivery and hsWlauon to avoid damage. Temporary bracing 471Ai 8.()0" 423# 4.00" and permanent. for holding trusses In a straight and plumb pos- 0-9-$ iq 13-0-0 Mon and for resisting lateral torus shelf be � i RO-S-I I) designed and Installed by others. Careful hand- ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale = 0.4863 trusses require such temporary bracing dut(rtg instatatbn bctween trsses to avow toPph-9 and damrubrg The supervision or erection of ttvases shag be under 11,e control of person MdCOttds: S)/SteilllS f WARMING:. READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Iw . g' ITC Truss ID: K3 professional advice shall talbe ugh of U'r�ded. CONTRACTOR. Dsgnr: TLY Chk: Date: 12-18-01 C*me%mtr UW.n of construction bads greater than the design loads shag not be applied to BRACING WARNING: 4005 MARONDA WAY Live 16.0 psf DurFac - Lbr. 1.25 busses at any Mr.. No bads other than the weight of it. erectors shall be applied to SANFORD, FL. 32771 Bracing shownon this drawing Is not erection braMg, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building deslgner. Bracing TC Dead 7.0 psf DurFac -Pit: 1.25 trusses unto alter all fastening and bracing (407) 321-0064 Fax (407) 321-3913 show" Is for Lateral support support of truss membersonly to reduce buckFProvisionsngth. Provisions must. be BC Live 0.0 psi n O.C. S P acin g: 24.0 is complete& TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllf d locations deterinmed by the building designer: Additional bracing the Design Criteria: TPI or overall structure may be required. Ism HIB-91 or Ti1n LICENSE #0050068 frYuss Plate Institute, TPI. islocated at 583 D'On afrio Drive. Madison, Wisconsin 53719). Cade Desc— ts90 cREENBRO0it MOMEDOXI-32766 I TOTAL 33.0 psf - V' 12,03.01 - 23017 Design. Marra Analysis JOB PATH: C.ITEE-LOKUORACHEK3 HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: K5 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge = =====_====point Locations==== This destgnisfor an individual budding BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 component and has been based on Information providedby the went- The designer disclaf era WEBS: 2X4 SP #3 BRACING to extend for center 80% of length. 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 an res ns for asaresultof MYrO y d'""� GABLE STUD: 2x4 SP #3 SLIDERS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION----- faulty or trncorrect Information. s pecu-lions composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer All COMPRESSION Chords are assumed to be 0- 4- 0 475 -70 -141 BOT PIN by the client and the correctness oraccuracy Wind Case- ASCE 7-98, NKFRS/C&C, V-125 mph, continuously braced unless noted otherwise. 13- 0- 0 475 0 -141 BOT H-ROLL of U05 wormaton as It may relate to a spe- h 15.0 ft, I - 1. 00, Exp.Cat.-B, Kzt - 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: cunt project and accepts no "espm'smuny or exercises no control with regard to fabrics- Bldg Type- L- 58. Oft, W- 13. aft, Truss support 1 141# •.TC...FORCE... CSI ..BC... FORCE... CSI ton, hanaltng, shipment and installation of jz END zone, TCDL= 4.2 f, HC9L= 6. f Ps � Support 2 141# 1- 2 1157 0.53 6- 0 -795 0.15 trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: 2- 3 1157 0.53 0- 5 -884 0.18 IndWidual building component in accordance with L1999 5- 0 -884 0.18 ANSI/TPI 1-1995 and NDS-97 to be unmi-porated L--0.06" D- 0. 01" T--0.05" 0- 4 -795 0.15 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional Ts, 0 04 " engbn d. When reviewed for app---ai by the budding designer. the design loadings shown . MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0 . 05" are In agreement with the local building codes. local darnatfe records fa wind or snow loads. RMB - 1.15 project specifications or special applied loads. Unless shown,trtrsa her not been designed for storage or occupancy bads. The design assumes compression chords (top or Iwttoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Intension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a 6-8-0 6 8-0 maximum spacing of I(Y-0" o.c Connector 1 plates shall be manufactured from 20 gauge hot 3 dipped 2 Grade unless sothetwise shown- A r- 6.00 � 00 FABRICATION NOTES Prior to fabication, the fabricetor shad review j this drawing to verify that this drawing is in conforanancc with the fabricator's plans and to j reallre a continuing responsibility for such veer- ficauon. Any disc epancks are to be put In writing before cutting or fabrication.. Plates shad not be installed over knotholes. i knots or distorted grain. Members shad be cut for tight Whig wood to wood beating. Con- nector plates shad be looted on both faces of the truss with naffs fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long, A 6x8 plate is 6- wide x 6" long, Slots (holes) run parallel to the plate length specified. Doubk cuts on web j members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires arc minimum sizes based on the ford shown and may need to be increased for certain hand - "and/or erection stresses. This tics b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional wonrutbn on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling ImWiing & Bracing". HFB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and perms ant bracing for holding trusses in a straight and plumb pos- Rton and for restating latetraifonts shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for tivs m requires such tempilawy bradrig during Installation between in- to avoid toppling and dexmnoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought if needed. Concentration of Construction loads greater than the design bads shad 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 - 4X6 i 3-10-0 3.00 J I° 1 3 00 3-10-0 --�I 0-6-6 1 4 3-10-6 11 0-8-0 08-0 I 6-0-0 6 4 476# 8.00" 0-4761Y 8.00't 13-4-0 _ GA1%*095 PLA ES (16) 2X4 r�(R0-8_11) EXCEPT AS SHOWN PLACES ARE TL20 GA TESTED PER ANSUTPL 1-1995 Studs 0 24)-0 o.c. scale = 0.4501 rMaronda Systems 4005 MARONDA WAY SANFORD• FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MOVIEDO.FL32766 WAKNINIU: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracingshown on this drawing Is not erection bracing, wind bracing, podal bradng or similar bracing which is a par of the budding design and which must be considered by the budding designer. Bracing shown IS for lateral support of tons 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 HIS-91 of TPd. rrruss Plate institute, TPI, is looted at 583 D'Onoftio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 asf Truss ID: K5 Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Deign: Marie Andysu JOB PATH: CATEELOKUOBSICHEK3 HCS.• 11.28.01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT WO: WE: DESIGN INFORMATION This design is for an Individual building component and has beenbased. on Information.. pro -Mod by the ahem The designer disclaims any responsibility for damns. as a result of faulty or incorrect Information. specifications a and/or designs furnished to the truss designer by the c&cat and the cow eciness or accuracy of this Information as r may relate to a spe- i 2k ptohed and accepts txo nesponsibky or exercises no rxmwt wmh rgprd to tabrfcs- tbn, handling. shipment and installation of itrusses. Thisurns has been designed as an Ind vahad build" eomponmt in accordance wo ANSlfM 1-1995 and NDS-97 to be incorporated u pad of the building. design by a Budding Designer (registered archKec t a ptofessbnei engmeeh. When reviewed for approval by the building designer. the design loadings shown must be checked to be slue that the data shown are m agreement with the local budding codes, local climatic recotrds far winder snow loads. prefect specgkatfoms or special applied loads. Unless shown, truss has not been designed for smrage or occupancy bads. The design assumes compression chords (top or botfa n) are cmdlnu- ously braced by sheatlnng unless otherwise specified. Where bottom chords in tension are not fully brand laterally by a property applied rigid ceafng, they should be braced at a maximumspacing of l0'-(r o.e. Connector plates shall be manufactured ftvm 20 gauge trot dipped Vivanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatton, the fabricator shall review this drawing to verify that fhb drawing is :n conformance with the fabdatw's plans and to reshr a continuing responsibility for such vert 6atkan. Any discrepancies are to be put in wrlitag before cutting or fabrication. Plates shall not be Installed aver Imatin ks. knots or, distorted gram. Members shall be out for tight fitting wood to wood. bearing. Con- nector plats snail be located ou both faces of the buss with molls fully imbedded and shall be symabout the joint untrss otherwise shown. A Sx4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x S' long Slats (boles) run Parallel to the plate length specified. Double cuts m web m—b— shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces stows and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be labriraled with fire retardant treated lumber unless otherwise shown. For additional kdarmatim on Quality Control refer to, ANSI/TPI I-I995 PRECAUTIONARY NOTES w bracing and erection recommendations are m be followed in accordance with -Handling fnstaWng @ Bmdtrg'. HIB-91. Trusses ate ro oe handled with particular are during banding land bundling. delivery and install tlon to avoid damage. Temporary and Permanent bracing tar holding trusses in a straight and phuob pos- Ono and fin resisting lateral fares shad be designed and installed by others. Careful hand- ing Is essential and enxUon bracing is ahveys -qubed.. Normal precautionary acts" tar ixussrs requires such teunpomly bracing during installation between tnsses to avoid toppling and dotnmgog. The supervision of erection of trusses shall be under the cmntrd of persons me :rl.,ced in the tnstaBatlan of trusses - Professional advice &hall be smut If needed. yoncent-tlon of mnst ..U— loads greater ;hen the design lands shall not be applied to anuses at any time. No Iaads other than the Nelght. of the erects: shall be applied to Inaso until aver all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1 SLIDERS: 2x4 SP #2 BEAR. BLKs 2x8 SP #2 Analysis based on Sinplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. grind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I w 1.00, Exp-Cat.-B, Kzt - 1.0 Bldg Type=Encl Lou SO.Oft, W- 12.6ft, Truss in LSAT zone, TCDL- 4.2psf, BCDL 6.Opsf MAIL LIVE LOAD DEFLECTION! L/578 at JOINT # 5 Lr.-0.25" D. 0.10" T.-O.16a MAX BORIZOTITAL TOTAL LOAD DEFLECTION: T. 0.04■ MAX HORIZONTAL LIVE LOAD DEFLECTI T. 0.07" 3511 RMB . 1.00 4-3-8 M continuous lateral bracing attached with 2- 10d nails each where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: support 1 183 Support 2 295- .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1764 0.58 6- 5 -1899 0.31 2- 3 1839 0.59 5- 4 178 0.30 87# : L 6QTY:2 _jw...Joint Locations ............ =— l) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -9 -1- 2-15 -9 13- 2-10 Be Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 ----MAR. REACTIONS PER BEARING, LOCATION----- S-Loc Vert 0-10 546 Boriz Uplift Y-Loc Type 0 -131 TOP B-ROLL V3- -)21.3 337 124 zW BOT PIN 13-1-14 1 2 3 33 6X12 0-6-6 i T 1-7-12 1 1.68 1 0-9-9 11-9-1 338# 9.56" 4 1-2-15 547# 2.50" i4l12-6-10 L 0-8-0 (R1-64# 4 EXCEPT AS SHOWNN PLATES ARE TLZO GApTESTED PER ANSUTPI 1-1995 scale = 0.4633 �— Marunda Systems 4005 MARONDA WAY WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Jab- Dwg: Dsgur: TLY TC Live Chk: 16.0 psf WO: CHEK3 Truss ID: L Date: 12-18-01 DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing word bracing. portal bracing or smnlar bracing which Is a part of the budding design and which must be considered by the budding designs. TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 Bracing shown Is for Lateral suPPwt of truss members ody to reduce buckling length. Prws istonmust be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speed locations debermo ed by the budding designer. Additional bracing of the overall structure may be regWRd (See HIB-91 of MI. BC Dead 10.0 psf DeSi n Criteria: TPI g LICENSE #0050068 rrt ss PLate institute, TPI. is located at 583 WOnofrto Dave, Madbon, wbcorum 53719b. Cade Desc: laW OREENBROOK MOVIEWYL32766 I TOTAL 33.0 Psf ' 1 - 81 - 1 Duigte: Menu Anafysa JOB PAIN: C3TEE-L0KV0BMCHEK3 HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual budding component and has been be an bdormatim: provided by the client. The designer dbclt>ms any responsibility, for damages as a result of faulty or incorrect information, specification and/or desligrs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- c ie pr*d and accepts rm responsibility or tsnarcbes m coruirol. with regard to rabrlcx- U.n. handling, shipment and Installation of trusses. This truss has been designed. — an trrdhidaat building componentm accordance arat ANSt/7P1 1-19% and NDS-97 to be porated as partof the building design by a Building Designer haglstered architect or prdesimsh englneed. When reviewed for apprmat by the building defgner, the designloadings shown must be checked to be sure that the data shown are m agreement with the loci building codes, bnal dimatY records for wild o shrove toads. project specalations or special applied bads. Unless shown,. tress has not been deigned for storage or occupancy bads. The design assumes rnmpressim chords [top or bottom! are continu- ously braced by sheathing unless otherwise speafled. Where bottom chords in tension are not fully braced laterally by a properly applied rWd ceding. they should be braced at a "Nuckmmm spacing of Ia-0' o.e. Connector plate shall be manufactured from 20 gauge hot dipped PAQUIlzad sled meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fatxtead" shad revkw this drawing to verity that this drawing is in conformance with the rabrlcaWs plans and to realize a con0nuing responsibility for such veti- ficatbm- Any discrepancies are to be put in writing before cutting or fabrication, Plates shag not be installed over knotholes. !mots or distorted. gram. Members stall be cut for tight Ming wood to wood bearing. Coo- nc&Wr plates shall be located on both faces of the in= with nags fully Imbedded and shag be sym. about the Joint unless otherwise shown. A Sx4 plate Is S' wide x 4' long. A 6x8 plate b 6' wide x 8' long. Slots (holes) rum parallel to the plate kngth specgkd. Double cuts on web members shall meet at the cershow of the webs urrkss otherwise shown. Connector platesbess are minimum area based on the forty shown and may creed to be inveasedfar certain hand. Hug uud/or erection stnxses. This truss Is not to be fabricated with Ere retardant treated lumber unless othhewbe shown. For addak al w,mustlom on Quality Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All tracing and credl .., rswmmarxiatlors are to be followed m accordance with "Handling Installing & Bawhu f. HIB-91. lkvsses are, to be handled with pruticubw are during buxlmg and bundling, dell e y and brataflation to avold damage. Temporary and permanent bracing for Imklt"g trussn in a straight and plumb poi gin and for resbtmg lateral forces shall be designed and gataged by others. Cwvfd hand - "Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing dt" mataihrtbn betwml trusses to avoid toppling and. doudnotrg, The supervision of erection of trusses shag be under the control of persons experienced In the InstaUatton of trusses. Pro( Sslonal advice shag be sought If needed. Concentration of construction bads greater than the design loath shag 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 is completed. TOP CHORDS. 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss milst be marked to prevent UPSIDE DOWN erection. MAX LIVE LARD DEFLECTIONS L/999 L.-0.10" Den-0.10" T.-0.20" MAX HORIZONTAL T07AL LOAD DEFLECTICK; T- 0.050 MAX HORI YS T. 0.03" RMB . 1.00 3-0-0 MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 11, 4" span framed to BC one face Ot 9" span framed to TC opposite face Wind Case- ASCE 7-98, MWFRS/ClkC, V-125 mph, h . 15.0 ft, I . 1.00, Sxp.Cat.-B, Rzt . 1.0 Bldg Type.Encl L. 58.Oft, W. 8.9ft, Truss in INT zone, TCDL. 4.2psf, BCDL. 6.0psf TC... FORCE ... CSI .BC ... FORCE.. CSI 1- 2 -32 0.02 6- 5 0 6.54 2- 3 0 0.01 5- 4 0 0.48 REQUIRED Ll _ = a:- --- Joint Locations ............... 1)c 0-0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-3.2 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS -------_--_- Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 1-12 866 0 0 BOT PIN 8- 8-12 866 0 0 DOT H-ROLL PROVIDE UPLIFT CONNECTICIN PER SCALE: SupportSupport z 468 468 8X10 AVQ JAD 5X6 8661E 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #M5W68 1890 GREENBRODR Cf.OVIEDOIL32766 Design, Mainz Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing is not erection bratlng, wind bracng, portal bracing or sbnihr bracing which is apart d the Wilding design and which must be considered by the building designer. Bracing shown is for lateral support of teas members only to reduce buckling length. Provisions must be made to anchor lateral tracing at ends and speegkd locations, determined by the Wilding designer. Atldgbnal bra" of the overall shtrdute maybe required. (See HIB-91 of Tpq. Muss Plate institute, TPI. Is bated at 583 D'Onofrfo Drtw. Madison. Wisconam 537191. JOB PAIN. CATEEWKU0BSIC11EK3 3-0-0 ►zA I 4 866# 3.50" scale = 0.7000 Eng. Job: E Dwg: Truss ID: Ll Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psi DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V: 1- Rcs: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on bdonmatlon provided by the client. The designer diselahns any respomabOtty for damages as a rrsuk of faulty or incorrect furamatlon, speciflcatbm grad/or dealgro furnished to the truss designer by the dkt3 aid the correctness m accuraccy of this information as 6 may relate to a ape- cgk ptgeet and accepts no respmsib9Ry or enerdaea no cotnob with regard to hbta- ton. foaling, shipment and installation of brasses. This ttaw has been designed as an Gndivldual building component in accordance with ANSI/TM I-19%and NDS97 to be Incorporated as part of the br8dbng design by a Bung Designer (registered arthged or luof'01onal enoneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are Inagreement with the local building codes, Loaf rJ(trottc records for sHnd or ammo Ioads, pnmled sPecificatlals or special applied Souls - unless shown,. crass has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mnUnu- aruly braced by sheathing unless otherwise specified- Where bottom chords in tesion are not fully braced laterally by a property applied rigid telling, they should be terraced at a Maximum spacing of to'-W o.c Connector plates shag be mmufadmed from 20 gauge hot upped gaWanhed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator stall review Lids drawing to verify that this dmwog is In mnformance wtth the fabricators plans and to :ealne a continuing responsibility for such vert- icitbn. Any discrepancies are to be put in anfttng before s." or lab cation. Plates shall nol be Installed over knotholes. knots or distorted gain. Members shag be cut or if& fitting wood to wood tearing. Con- mecor plates. shall be located on both faces of the tries with nags fully imbedded and stag be myna about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A ex8 plate is e* Mde x 8- long. Slots (boot run parallel to :he plate length sperLbed. Double cuts on web Mmbers shag meet at the eentrold of the webs :mess otherwise shown. Connector plate sizes ue minimum saes based on the forces shown rid may teed to be Incrwedfor cedainn hand- ing and/or erection stresses. This truss Is not b be fablra(ed with (be retardant treated umber unless otherwise shown. For addnoral nforvutton on Quality Control refer to ANSI/Tpl 1-19% PRECAUTIONARY NOTES It bnahng and erection recommendations arc :o be followed In accordance with -Handidwg rxlaHYng l4 Bracing' RM-91. Trusses are to e handled with particular are during banding ud bundling. delivery and installation to avoid bamage. Temporary and permanent bracing or huWt-9 trusses In a straight and plumb pos- tton and for resisting lateral foeea :hall be lesigned and Installed by others. Careful barrd- W9 Is essrntai and section bracing 1s -buoys equim& Normal precautionary action for rises reTAU= such temporary bracing during nst-id•lor between incises to avoid toppling and dondoninrg. The supervision of erectiwr of rvsses shall be miler the control of persons ccpsratcM in the installation of tr n . hofessional advice shall be son& If needed. :oncentratlon of construction loads Beata banthe design loads shall not be applied to rrsses at any time. No bth ads other than the velght of the erectors shall be appliedto fusses until after all fastening and bracing s completed. K 3 AC: WO: CHEK3 WE: TI: L2 ATY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 1X4 continuous lateral bracing attached with =era =:==II====joint Locations =s====.==.>:a:an 2- 10d nails each member where shown.Bracing 1) 0-0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 MUST be positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 "T" brace may be nailed flat SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP #2 to edge of web with 12d nails spaced 8" o.c. ------------ TOTAL DESIQI LOADS ............ Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Uniform, TC Vert L+D PLF From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -46 -1- 2-15 -46 13- 2-10 -10 0- 0- 0 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS -10 12- 6-10 Location Wind Case- ASCE 7-98, M4FR.S/C&C, V-125 mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 h = 15.0 ft, I = 1.00, Exp.Cat.=B, 1(zt = 1.0 PROVIDE UPLIFT CONNECPICK PER SOLE: TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bldg Type=Encl L= 58.Oft, W. 12.6ft, Truss in IfIT zone, TCDLa 4.2psf, BCDL= 6.Opsf Support 1 350 Support TC Vert L+D -98 8- 6-12 MAX LIVE LOAD DEFL =ION-. 2 $g TC Vert L+D -127 10-11-10 L/594 at JOINP # 5 ..TC...FORCE...CSI ..BC...FORCE... CSI BC Vert L+D BC Vert L+D -6 -19 1- 4- 4 3- 9- 1 i�-0.25" D=-0.01a T=-0.25" 1- 2 -2252 0.53 6- 5 2129 0.52 BC Vert L+D -44 6- 1-15 N" 13DRIZONML TOTAL LOAD DEFLECTION: 2- 3 -2206 0.90 5- 4 167 0.47 BC Vert L+D -60 8- 6-12 T= 0.06" MAX BORIZOt1TAL LIVE LOAD DEFLM10Ns T= 0.06" BC Vert L+D -76 10-11-10 LOCATION- 48# 70# 981Y13L0 1iU LTPBSAIRIIft -I,oc Type RMB = 1.00 711 -131 Top 13-1- 4 0- 4-13 649 1.28 -165 PIN 1 2 3 73.33 6x1 - 2-6-10 4-3-8 2x 0-1-0 3X4 0-6-1 3X8 T — 3X6 1-7-7 �— _ 3X4 4X10 3X4 _1.68 0-74 I I1-6-10 6 649# 9.56" 5 4 1-2-15 719# 2.50" (Rl-Z S) 1 10 6# 19# 44# 0-8-0 jP(K0-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED ER ANSMI 1-1995 60# 76# scale = 0.4633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg= Truss ID: L2 CONTRACTOR. Dsgnr: TLY Cbk: Date: 12-18-01 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANF-0RD, FL. 32771 Bracing. shown on this drawing is not creams bracing, wind bracing• portal bracing or stmtbar bracing which is a port of the building destgn and which mustbe considered by the molding designer. Brachg TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 32I-3913 w shown is for lateral support of truss members only to reduce buckling length, P—ismons must be BC Lave 0.0 psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at endsand specdfled locations determoed by the building designer. Additional bracing of the overall stnncture may be requited. (See HIB-91 ofTPq. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 ff russ Plate Institute. TPI, is bated at 593 WOno(Ho Dine, Madison, Wisconsin 537191. Cade DeSc: tasoaREEN floOKCr0V=0-FL3a766 TOTAL 33.0 psf \/• 7 _ paign: M-r& A—),- JOB PATH: C:ITEE-L0RU0BSICHEX3 RCS: 11.18.0j K3 WO: DESIGN INFORMATION This design b for an tndWldual building component and has been based on information provided by the client. The designer dbeWms any responsibility for dinnagm as a result of faulty er Incorrectinformation. specifications .rid/or designs fumbhed to the truss designex. by the client and the correctness or accuracy of this inimmatbn as 9 any relate to a ape - CDC project and accepts no responsibility or eserdises no evntrut with regard to fsbrica- tiorn, handlki shipmentand Installation of trusses. This truss has been designed as an individual building component in accordance witk ANSI/TPI 1.1998 and NOS-97 to be incorporated as part of the building desigre by a Building Designer (registered architect a psofessdmrai eoglneerl. When reviewed for approval by the building delgunec, the design badbW shown mustbe checkedto be sure thatthe data shown are in agreement with the local building codes. local dimathe records for wheel or snow loads. pvJect spec9lralWm ea spacial applied loads. Unless shown. tness has not been designed for storage or occupancy beds. The designass rnies compression chords (top or bomb are continu- ously braced by sbeathirig unless otherwise specified. when bottom cirords in tension are no, fully braced laterally by a property applied rigid ceWng, they sh—M be braced at . c uimml spacing of ltyiP o.c. Connector plates shag be manulactu ed bum 20 gauge hot dipped gaN--d steel meeting ASlM A 663. Or -de 40. maims otherwise shown. FABRICATION NOTES Prior to fabrication. the falrrleamr stag review this drawing to verity that this drawing is Jn conrarrmrnce with the labdestries plans and to reagee a continuing reapor sibs ty for such ve t- fiation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall rud be Instaged over knotholes, knots or distorted gain. Members shalt be cut for right fitting wood to wood butt. Con- nector plates shalt be located em both faces of the taw with raft fully Imbedded andshall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long.. A SxS plate is 6- wide x it kxig Skits (boles) run parallel to the plate length specified. Double cub on web members shag mat. at the centrotd al the web unleas otherwise shown. Connector plate sim are minimum "im based on the forces shown and pay need to be increased for Certain hand- bag and/or erection stresses. This tabs b not to be fabricated with fie retardant treated limber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TTI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendau. ate to be folk wed In accordance with -Handling installing a Bracing'. RM-91. Ttveses are to be handled w1Lh and bundling. WWa�delive and installation dar"age. Tempmary and permazunt bracing for holding trusses in a straight and plumb pos- Ition and for misting taterai fri shan be designed and knsladed by others. Careful hand - kng is essential and erection bracing is always required. Normal p—mummy action for during insWation between trusses to avooid�toppling and daminotio The supervision of erection of busses shag be under the ewntred of pessoms espeiemced in the krstadtbn of tnuaaes. Prolesstonal advice shalt be "ought if needed. Concentration of emniructJon loads greater than the design loads shalt notbe applied to trusses at any tole. No leads other than the weight of the erecion shalt be applied to trusses until after of fastening and bracing Is completed. TOP CHORDS: 2x12 SP #2 BOT C HDRDS: 2x8 SP #2 WEBS.- 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/31X 0.120" nails in staggered pattern per nailing schedules TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. This truss has not been designed for ROOF POND323G. Building designer must provide adequate drainage to prevent ponding. (0.25 slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLEC ON; L/634 at JOINT # 3 La-0.160 Da-0.17" Ta-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T. 0.08" MAX HO YS Ta 0.04" RMB . 1.00 T l-0 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced finless noted otherwise. This 2-PLY truss designed to carry 19e 4" span framed to BC one face 0' 0" span framed to TC opposite face Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I - 1.00, Exp.Cat..B, Kzt . 1.0 Bldg Type-Encl La 58.0€t, N. 8.9ft, Truss in INT zone, TCDLm 4.2psf, BCDL= 6.Opsf TC... FORCB...CSI .BC ... FORCE ... CS1 1 2 -32 0.02 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 REQUIRED TI: L3 QTY:2 _ •= ___ -Joint Locations _ =___ 1) s0 0 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLP Prom PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Low Vert Soriz Uplift Y-Loc Type 0- 1-12 1394 0 0 BOT PIN 8- 8-12 1394 0 0 BUT H-ROLL PROVIDE UPLIFT CO(bwwrioN PER sammix Support a 753 8X10 AVQ JAo 5X6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSL(TPI 1-1995 Lmaronda Systems asio 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Ifeo OREENBROOK CT.OVIEDO.FL32788 Deign: U— Arnsjyris WAKNINILi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing Is not erection bracing. wind bracing,pored bracing or shngar bracing which is a part of the building design and which must be considered by the building designer. Bra cing shown b fre lateral support of trans members only to reduce buckling length Provisions must be made to anchor laterat bracing at ends and specified batons determined by the building desillm r. Additional bracing of the overaft structure may be required (See HIB-9 t of M. (Truss plate Institute. TP(, Is located at 583 D'Oneiio Drive, Madison. Wisconsin 53719). JOB PATH.• C:1TU-L0KV0BMC11EK3 24-0 ( 4 13941 3.50" Seale = 0.7000 Eng. Job: WO: C14FO Dwg: Truss ID: L3 Dsgur: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFae - UOr. 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 psf Design Criteria: TPI Code Dese: TOTAL 33.0 psf V-12 - 1 7- 2 HCS: 11.28.01 I I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: M QTY:12 DESIGN INFORMATION This design is for an Individual budding 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 irrfomialfon, specifications and/err designs furnished to the truss designer by the client and the correctness or accuracy of this mfornatwn as it may relate to a spe- One pro)ed and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and tnstallatbn of trusses. Tits truss has been designed as an btdivklusl budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be inrs.1 tied as part. of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadtngs shown must be checked to be sure that the data shown are In agreement. with the local budding codes, local curnatic 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- ously braced by sheathing unless otherwise specified. where bottom chords in tension arc not fully bracedlaterally by a properly applied rigid ce ing, they should be braced at a ma)drum spacing of 10'4r o.a Connector plates shall be manufactured from 20 gauge hot dipped galvantred 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 with the fabricatmfs plans and to realize a continuing responsibility for such vert. ficatiwa. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted gram. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shah be gym. 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 paraflel to the plate length specified. Double cuts on web members shad meet at the centrofd of the webs unless otherwise shown. Connector plate sites are minimum sizes based on the forces shwa 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 1-19% PRECAUTIONARY NOTES Anbracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are I. be handled with particular tare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Wtalledby 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 domboing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed.. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 119# Support 2 105# MAX LIVE LOAD DEFLECTION: L/999 La-0.06" D= 0.00" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 T Analysis based on Sinplified Analog Model. CAUTIONIII Bearing block ends us, It sleet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper plate placement. MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1195 0.38 6- 5 -1337 0.23 2- 3 -92 0.22 5- 4 -1318 0.29 -= ===:: Joint Locations-:==s===_=_-__ 1)0- 0 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -105 TOP H-ROLL 0- 4- 0 409 122 -119 BOT PIN Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat..B, Kzt - 1.0 Bldg Type- L. 58.Oft, W= 10.7ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf I1-0-0 i 2 3 4 0000 5X8 0-1-8 T 1-8-1 1 2-6-5 2.00 I o-s�oa-- �,oi „_,_R 1 10-0-8 �— 6 5 4 410# 8.00 1-1-2 358# 2.50" (RI-O-IOj 10-8-8 9. 1 I (R() 2_15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4875 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENSROOK Cr.OVIP.DO.f L' 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 drawbrg Ls 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 budding designer. Bracing shown is for lateral support of truss members only to reduce buckling kngth. Provistons 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 TP0. fRuss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Eng. Job: WO: CH Dwg: Truss ID: M Dsgur: TLY Chk: Date: 12-18-01 TIC Live 16.0 psf DurFac - 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: TOTAL 33.0 psi V:12.03.0' 1- RA20-1 n-1 .,r,.a.,. m_rr. -you Jun rA111: t:11tt-LUAIjudsitritA3 mcs; 11.28.01 I I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: N ATY:2 DESIGN INFORMATION This design is for an im"ual building component and has been based on information pro,Med by the eLent The designer dtsclaims any responsibility for damages a a result of faulty or inronect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information .a it may relate to a spe- cific project and accepts no responsibility or -rases no control with regard to fabric... timr, handling. shipment and installation of trusses. This truss has been designed as an brdwItlual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated IS part of the building design by a Building Designer (registered architect or professional engineer). When re.lewed for approval by the building designer. the design loadings shown. must be checked to be sure thatthe data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes wnrpresaton chards (top or bottom) are continu- ously braced by sheathing unless otherwise speci[W. Where bottom chords in tension aro not fully braced haterdly by a property applied rigid ceding, they shouldbe braced at a na.'alnum spacing of l0'-(- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanfred steel meeting AS -TM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall n vtew 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. Mates shall not be tratalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to -rood 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 5x4 plate is 5' wile x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (holesl 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 sues arc minimum sizes based on the forces shown and may needto be increased for certain hand- ling and/or erecion stresses. nts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES An bracing and erection recommnendabons are to be followed in accordance with -Handling Installing & Bracing'.. HIS -91. Trusses are to be handled withparticular cane during banding and bundling, deWery and installation to avod damage. Temporary and permanent bracing for holding muses in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- 8ng is essential and election bracing Is always required. Normal precautionary action for busses requtrm sigh temporary bracing dining Installation between truasea to avoid toppling and domtrrobrg. The supervision of erection of trusses shall be under the control of persons experienced In the lestaihation of trusses. Professional advice shall be sought. If needed. Cm„rnt-uou of -on,b—tion loads gmater than the design loads shall not be applied to trusses at any time. No loads other than the wefght of the erectors shall be applied to trusses until after an fastening andbracing Is completed, TOP CHORDS: 2x4 SP #2 BOT CHORDS t 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L--0.11" D--0.11" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECPION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLEMON: T- 0.01" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, Mi¢FRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type -Ebel L- 58.Oft, W. 10.2ft, Truss in END zone, TCDL- 4.2psf, BCDL. 6.Ops€ TC... FORCE... C SI ..BC ... FORCE — CS1 1- 2 -818 0.31 5- 4 769 0.39 2- 3 -53 0.30 4- 0 -69 0.15 3- 0 138 0.22 - —Jo int Locations------------- -- 1)--0 -00 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1-12 438 0 0 TOP H-ROLL 0- 4- 0 385 131 -108 HOT PIN 10- 1-12 0 0 -342 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 3 342# 10-3-0, �l 2 3 4 0000 3X Connectiou by others. 2X ICI 2-4-4 4-0-11 0-6-6 3X4 — 1-7-3 3X4 3X4 Connection 5X8 by others. 2.00 ) i 9-7-0 11 5 4 11 385# 8.00" 438# 1.50" 1-1-2 10-3-0 0a 2 50" I-(Rl-0-10 �e C/L: 1 -1-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5176 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3— MdCOnda S�/SteI1lS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D Truss ID: N CONTRACTOR. BRACING WARNING: g TLY Chk: Date: 1-07-02 4005 MARONDA WAY TC Lire 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is apart of the building design and which must be considered by the building designer. Bracing for lateral TC Dead 7.0 psf BC Lire 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.Orr (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Pro0slors must be psf TOMAS PONCE P.E. maa; anchor late19l bracing at ends and specified locations determined by the holding designer. racing of the overan structure may be required. (See HIB-91 of M. BC Dead 10.0 f psf Design Criteria: TPI LICENSE #0050068 (fruss Plate institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code DeSc: 1890GREENSFWOKCr.OVIE M32766 TOTAL 33.0 Osf vi,3 nq ns- 1 loos_ A ��••a'•- -•�'� ,r....r..., rt,o resin: �:area-ivAtrvis�tiermr•ntt,fyfsA3 Ha: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: O ATY:2 DESIGN INFORMATION TOP CHORDS; 2x4 SP #2 MULTIPLE LOADS -- This design is the a -_ a ---Joint Locations..===......_...E_== This design is fw an individual building HOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) 0 __0- 0 3) 7- 3- 0 5) 0- 0- 0 component and has been based on In%mnation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 provided by the dent- The designer disclaims SLIDERS: 2x4 SP #2 continuous! braced unless noted otherwise. ----MAX. REACTBEARING LOCATION PER BEARILOCATION----- ; any responefbWty, for damages as a resurc of Y 1 faulty or incorrect Information. specifications Shim or wedge if necessary to achieve full R-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Wind Case- ASCE 7-98, MWFRS/C&C, V.125 mph, bearing. 0- 4- 0 296 78 -93 BOT PIN by the client and the correctness, oraccmacy h 15.0 ft, I = 1.00, Exp.Cat..B, Xzt . 1.0 PROVIDE UPLIFT CONNECTION PER SCHUMULE: 7- 1-12 232 0 -74 HOT H-ROLL j of this informatbn as it may relate to a spe- Bldg Type- L. 58.Oft, Wit 7.2 ft, Truss Support 1 93# I cdlc proect and accepts no responsibility or in END zone, TCDL- 4.2psf, BC DL= 6. Opsf Support 2 74# exercises no control with regard to fabrca- MAXIVE LOAD DEFLECTION: --TC ... FORCE... CSI ..BC! ... FORCE... CSI ' tion, handling. shipment and installation of 1- 2 509 0.20 5- 0 -551 0.14 i trusses. This thus has been designed as an L/999 2- 3 -43 0.12 0- 4 -619 0.18 Individual budding component in accordance with L-- O. 02" D= 0.00" T=- 0. 02" ANSIfM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T= 0.02 ^Des. engi-rite Whenr re architediewedfo or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: � engneer). When reviewed for approve( by the building designer. the design loadings shown T- 0. 02" must be checked to be sure that the data shown are in agreement with the local building codes, RMB - 1.15 local climatic records for wind or snow loads. j project specifications or specialapplied loads.. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords iWp or botmm) am continu- ously braced by sheathing unless otherwise 7-3-0 specified- Where bottom chards in tension are 1 2 not fully braced laterally by a property applied 3 rigid ceiling. they should be braced at a F 4 00 maxbmun spacing of f 0'-T o.c. Connector plates shall be manufactured from 20 gauge lot dipped galvanized steel meeting ASIM A 653, Grade 40. un less of .—Ise shown. ZX FABRICATION NOTES Prior to febricaUwn, the (abdcator shaL revile:. this drawing to vergy that this drawing is bt conformance with the fabricator's plans and to realize a continuing responsibility for such ver- mcation. Any discrepancies dlscre 1-10-4 are to lit put in -rRing before cutting or fabrication. 2X. Plates shaft not be installed over knothoes. knots or distorted gram_ Members shad be cut for tight la[ting wood to wood bearing Con- 3-0-11 neetor plates shad be located on both faces of the truss with nalb fully imbeddedand shad 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" king; Stars tholes) rim parallel to 3X4 the plate length specified. Double cuts on web members shall meet at the centroid of the webs — — unless otherwise shown. Connector plate sin are minimum n sizes based an the mires shown 3X4 and may need to be increased for certain hand- 0-6-6 WV and/or erection stresses. This truss Is not �_ �— 3X4 to be fabricated with fire retardant treated SX8 lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with. -Handling Installing & Bmcng'. HI3-91. Trusses are to be handled with particular care during banding and buindW4 delivery and Installationto avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for restating lateralforces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for lasses requires such temporary bracing during installation between trusses to avald toppling and dominoing. The supervision of erection of crosses shad be under the control of persons expertenced in the Installation of trusses. professional advice shall be sought if needed. Concentntbn of construction bads greater than the design bads shad not be applied to trusses at any timb e. No ads other than the weight of tax erector shallbe appliedto trusses until after all fastening and tracing is completed. 0-s-0 1 5 -r 296# 8.0011 1 1-1-2 + (R1-0-10) 7-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSbTP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marriz Analysis 2.00 I 233# 2.50" scale = 0.6868 WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I Truss ID: O Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wtM tracing. pods] bracing m slander bracing TC Dead 7.0 psf DurFae - Pit: 1.�2s�5 r. which is a paof the buddingrt.. design and which most be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length, provisions must be BC Live 0.0 psi O.C. Spacing: .Our paeig• Gzi made to anchor lateral bracing at ends and specified locations determinedby the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. $C Dead 10.0 psf Design. Criteria: TPI , frnus Plate institute. TM. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Code Desc: TOTAL 33.0 Psf V: 2. 3 _ 3 - 24 JOB PATH: C:ITEE-L0KV0SSICHEK3 HCS. 11.28.01 a CHESAPEAKE K 3 WO: DESIGN INFORMATION 7Tmts design is for an indtvtdual building component and has been based on bdomratbn prmided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect tnfnrmatton. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bdormatian as K may relate to a spe- c81c projcci and accepts no responsibdity, or exercises no control with regard le fabric.- tim handling, shipment and L slallation of trusses. This truss has been designed as an bdwktual building component In accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part 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 Cheeped to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specmlcatfo s or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of ltT-W o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel —ling ASTM A 651 Grade 40unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review lib drawing to verify that this drawing is in ' conformance with the fabricator's plats and to realize a continuing responsibility for such veri- 6callon. Any discrepancies ate to be putin 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- neeor 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 6- wide x 8" long. Slots (heed run parallel to the plate length specified. Double cuts on. web members stall meet at the centrofd of the webs unless otherwise shown. Connector plate sins are mins"um Shea based on the forces shown and may teedto be increased for certain hand- ling and/or eme lon stresses. This truss is no to be fabricated with fire retardant treated lumber uniess otherwise shown. For additional Information on Quality Control refer to ANS[/TPL 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations ate to be followed In accordance with "Handling Installing & Bradne. HIB-91. Trusses are to be handled with particular care during banding andbundling, daWmry and installation to avod damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- alan and for resisting lateral forty shall be designed and installed by others. Careful hand - It" 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 domtnoing. The supervision. of --uon of trusses shall be under the control ar persons experienced In the installation of trusses. Professional advice sham be sought If needed. Cancerntration of construction loads getter than the design loads sham not be applied to trusses at any time. No bads other than the weight ct fie erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 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. MAX LIVE LOAD DEALECTIONi L/999 L--0.02" D--0.02" T--0.03" 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. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h a 15.0 ft, I . 1.00, Bsp.Cat.=B, Kzt - 1.0 Bldg Types• L- 58.Oft, W- 4.2ft, Truss in END zone, TCDL- 4.2psf, BCOL- 6.0psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.25 4- 3 -146 0.14 -= = _ --_-=-==joint Lo---_- cations== —==-=;a: 1)0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 4- 1-12 87 18 -37 TOP PIN 0- 4- 0 189 25 -82 BOT PIN 4- 1-12 54 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 82# Support 2 37# 4-3-0 i 2 as-0 17I _0 1 4 189# 8.001r (R1-0-10) BTe 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 1890 GREENBROOK Cr.0w:E00.FL32766 Design: Matrix An*ns 87# 2.50" 4-3-0 54# 2. 0" Over 3 Supports C/L: 4- -12 scale = 1.0207 WAKNIN4: 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 bmebW, portal bmeing o similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pnovimons 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 requbed (See HFB-9I of TPt). (Russ Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: CATU-L0KV0BSiCHEK3 Eng. Job: Dwg: Dsgnr: TLY Chk: , Truss ID: P Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI , Code Desc: TOTAL 33.0 psi HCS- 11.18.01 I I I JB: CHESAPEAKE K 3 AC: , WO: CHEK3 WE: TI: Q QTY:2 DESIGN INFORMATION This design is for an lndrildlialbuilding component and has been based on information provided by the client The designer dbclaans any responsibility for damages as a result of faulty or incorrectinformation, speet(iatmtss and/or russ designs furnished to the tdesigner by the client and the correctness or accuracy of this Informationas it may relate to a spe- c(W project andaccepts 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 ANSIrM 1-1995 and NOS-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 loadings shown most be checked to be sure that the data shown are In agreement withthe local building codes, local chmatic 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 bottoml are continu- ously braced by sheathing unless otherwise specifed. Where bottom chords In tension are not fully braced laterally by a property applied rigid ccI1I;4 they should be braced at a maximum spacing of la-G' o.e. Connector plates shall be manufactured from 20 gauge tot dipped galvanlud steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that tits drawing is in conformance with the fabricator's plain and to jrealize a continuing responsibility for such vcri- ((ration. Any discrepancies are to be put in i willing before cutting - fabrication. Plates shag not be Installed over knotholes, knots or distorted Vain. Members shall be cut for tight Ming wood to wood bearing. Cort- inector plates shag be located on both faces of the buss with rags 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 B, wide x 8- king Slots Ihoks) run parallel. to j the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based no the forces shown I 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 Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with. -Handling Installing h Bracing', HIB-9I. Trusses are to be handled with partic ,n-- can durin and bundling, debvery and Installation banding toavoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- klon and for resisting lateral forces shall be designed and installedby others. Careful hand- ling Is esserAlal and erection bracing is always required. Normal precautionary action for :nisei regulfes such tanponary bracing during Wlallatton between trusses to avoid toppling and domntnoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design bads shag notbe applied to trusses at any time. No loads other than the weight of the craters shorn be applied to trusses until afar erg fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full hearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 56# Support 2 18# 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 MULTIPLE LOADS -- This design is the = = = == =Joint Locations _ ====.....__... _ composite result of multiple loads. 1)0 =0- 0 3) 1- 8- 4 All COMPRESSION Curds are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- Wind Case- ASCE 7-98, MWFRS/CSnC, V=125 mph, X-Loc Vert Horiz Uplift Y-Loc Type h = 15.0 ft, I = 1.00, Ecp.Cat.•B, Kzt . 1.0 0- 4- 0 114 15 -56 BOT PIN Bldg Type= L. 58.0ft, W= 1.7ft, Truss 1- 7- 0 47 0 -18 HOT H-ROLL in END zone, TCDL. 4.2psf, BCOL. 6.Opsf .TC ... FORCE...CSI ..BC...FORCE ... CSI 1- 2 -3 0.00 4- 0 -43 0.01 0- 3 14 0.01 1-8-4 Ilk 1 Z 4.00 2.00 0-8-0 i 2 1-0-4 Plat0eHeight 4 3 115# 8.00" 48# 2.50" 1-1-2 (R1-0-10) 1-84 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSLITPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANiFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.0V1e00.rI-32788 Design: Matrix Andysis WAKIVIIVV: 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 bnactng. 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 As for lateral support of truss members only to reduce buckling length. Provisions most 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 HIS-91 of TPI). truss Plate institute, TPI, is looted at 583 D'Onofrfo Drive, Madison, Wisconsin 537191. JOB PATH. C: TEE-LOKUOBSICHEK3 scale = 1.7452 Eng. Job: WO: CHEK3 Dwg: Truss ID: Q Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: TOTAL 33.0 psf V- 12.03.01 - 8 HCS- 11.2&01 I I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: R QTY:2 DESIGN INFORMATION This design is for an hudvkivai budding component and has been based on intonation Provided . by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumbled to the thus designer by the client and the correctness or accuracy of this information as it may relate to a spe- cdic project andaccepts ne responsibility, or exercises ro cnntroi with negsxd a fabria- tlon. handing, shipment and installation of trusses. Thia truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS97 to be incorporated as part of the building design by a Building Designer (regptered architect or professional engineer(. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement withthe local budding codes. lost clinatfe records fa wind or snow leads. project specdiuti— or specialapplied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botimn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid editing they should be braced at a masionum spacing of IU-17 o.c. Connector Plates shall be manufactured fr am 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. ,L • 11W;"%IKZIZEelI�a Prior to fabrication. the fabricator shall icAm this drawing to verify that this drawingis in confarrrance with the fabrtcatoes plans and re rubze a continuing responsibility for such verr- flatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shad be cut for Ughr titling wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbeddedand shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A 6x8 plate is 6" wide x 8" king. Sits (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sip based on the forces shown. and may need to be increased for certain Fand- Img and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guadty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing a Braeine. 11113-91. Tosses are to be handledwith particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Sion and for misting lateral forces shad be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Nomad Precautionary action for tnmsm requkes such temporary bnchig dwing installation between trusses to avoid toppling and dominobrg The supervision oferection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shad be sought If needed. Concentration of construction bads grater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to russes tuntil after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/975 at Mid -panel # 1 L--0.07" D--0.07" T--0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 Analysis based on Simplified Analog Model. 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- AS= 7-98, M11FRS/Cr.C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type. L. 58.0ft, W. 6.0ft, Truss in END zone, TCDL 4.2psf, BCDL- 6.0psf ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -62 0.30 4- 3 222 0.26 -Joint Locations==-=---.�---_:� ==o-=0--0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 39 -52 TOP PIN 0- 4- 0 231 53 -77 BOT PIN 5-11- 4 75 0 0 BOT H-ROLL PROVIDE UPLIFT C0184ECTION PER SCBEDULE: Support 1 77# Support 2 52# 6-0-8 Ilk 1 Z 6.00 207.0 3.00 I 0-8-0 w� iI. 5-4-8 L 4 �) 232# 8.00" 127# 2.50" 0-9-5 & 6-0-8 766! .50" 0-8-11 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSGTPI 1-1995 Over 3 Supports C1L:-II-d IM—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENSRODit Cr.OViEDO. L=766 VVFkKN1N(i: 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 corstdered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral tracing at ends and specified locations; determined by the budding designer. Additional bracing of the overall structure may be required. (See HiB-9 t of Tn. (Truss Plate institute, TPI.. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgur: 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 Dsf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale ee 0.5722 Truss ID: R Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: Design: Matrix Analysis J08 PATH: CATU-LOKU08S1CHEK3 HCS: 11.28.01 I I JB: CHESAPEAKE K 3 AC: _ WO: CHEK3 WE: T1: S QTY:2 DESIGN INFORMATION This design Is for an Individual building componentand 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 correctness or accuracy of this information as It may relate to a spe- cific project anal accepts an respoas"Ity or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an ind*WuW building component In accordance with. ANSI/TPI 1-1995 and NDS-97 to be brcerporaled 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 loadings shown. must be checked to be sure that the data shown are in agreement with the local building coda. local chmallc records (er wInd a snow bads. projectspecifications or special applied leads. Unless shown, ass has rim been designed for storage or occupancy bads. The design assumes compression chords (top or bottoms are 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 maxknum spacing of 19-0' o.c. Connector plate 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 shag review this drawing to verily that this drawing is in cnnfomra nce with the fabricate. plus and to realize a continuing responsibility for such ved- fication. Any discrepancies are to be put in writing before cutting or fabricatiom plates shall not be installed over knotholes. knots or distorted gram. 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 abeam. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wile x ir long. Slots (holes) run parallel to the plate length specified. Double cuts cam web members stag meet at the centrofd of the webs unless otherwise shown. Connector plate styes are minimum sizes based on the forces shown and may need to be Increased for certain hand- lingand/or erection stresses. This truss is not to be fabricated with fire retardant coated lumber unless otherwise shown. For additional Ini mnation 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 & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and mstagatim to avoid damage. Terrmpmary and permanent bracing for holding trusses in a straight and plumb pos- It:on and for restating lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nominal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobig. TTre supervision a erection of trusses shall be under the control of persons experienced in the bastagation of trusses.. Pmfesssmal advice shag be sought if needed. Concentration of construction bads greater than the design loads shag not be applied to trusses at any tine. No bads other than the weight of the erectors slag be applied to tr.ases until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L.-0.03" D:=-0.03" Tam-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" 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. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, Vw125 mash, h . 15.0 ft, I . 1.00, Exp.Cat.aB, Rzt • 1.0 Bldg Type. L. 58.0ft, W- 4.7ft, Truss in END zone, TCDL. 4.2psf, BCDL. 6.Opsf TC...PORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.18 4- 3 147 0.15 •-Joint Locations ......... law .... 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARIM LOCATION ----- X-Loc Vert Horiz Uplift Y-Loe Type 4- 7- 4 98 30 -40 TOP PIN 0- 4- 0 188 41 -67 BOT PIN 4- 7- 4 59 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 67# Support 2 40# L 4-8-8 L Il1 6 0000 Dnv 3.00 0-8-0 14 L 4-0-8 L 3 188# 8.001, 98# 2.50" 0-9-5 �a 4-8-8 60# 2 50" h j (R0-8-11) C/L: 7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6993 Maronda Systems Y WAKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: S Date: 12-18-01 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a {cut of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf BC Live 0.0 Durfae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of toss members only to red.- buckh it length. Prvtvtons must be psf TOMAS PONCE P.E. made to anchor lateralbracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPB. BC Dead 10.0 psf Design Criteria: TPI , LICENSE #0050068 ffruss Plate Institute. TPI. is located at 583 D'Onofrfo Drive. Madtson. WLsconsm 537191. ,,t�7 Code Desc: 1990 GREENSROGA Cr.GVIEDO.PL327e6 I I TOTAL 33.0 psf V:1 0' _ Daign: Marrir Analysis 108 PATH. C:ITEE-LOKUOBSTCHEK3 HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This designIs 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 cornectness or accuracy of this bdormatlon as m may relate to a spe- egne project and accepts nit responsibility or exetelaes no control with regard to Cebrioa- tbn. handling. shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSi/TPI 1-19% and NDS-97 to be mearponted as part of the building design by a Building Designer (registered arrhnect or professiorW engineerl. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement wrh the keel building code. local clmnatic records for wind or snow loads. Project specifications or special applied bads. Unless shown, truss has not been designed for storage - occupancy loads. The design assumes compression chords Itop or botteml are commu- msly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latently by a properly applied ngld ceding. they should be braced at a maximum spacing of I(Y-W 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 fabricators plans and to realize a continuing respo sib8tty for such veri- 0caum. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be mstaBed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stag be located on both faces of the truss with naffs fully imbedded and shallbe 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 the plate length specified. Double cuts on web members shaft meet at the centroid of the webs unless otherwise shown- Connector plate shes are minimum ini m m sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Tn.Ls 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 Ali bracing and erection recernnmendatbns are to be followed in accordance with 'Handling bu dallinng 3 Bracing', HIB-91. Trusses arc 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- Kbn and for resisting lateral forces shall be designed and installed by others. Careful hand - Ong Is essential and erection bracing Is always required. Norval precautionary action for trusses requires such temporary bracing during btstadatlon between trusses to avoid toppling and dommoing. The supervision of erection of trusses shag be under the control of persons experienced m the installation of trusses. Rdessioal advice shall be sought if needed. Concentration of construction bads 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 SLIDERS: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 2-4-1 0-6-6 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Mind Case- ASCE 7-98, MMFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type- L. 58.Oft, M. 3.4ft, Truss in END zone, TCDL. 4.2psf, BCDL@ 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.09 4- 3 78 0.07 TI: T QTY:2 = a=Joint Locations .......= ..... . 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 22 -29 TOP PIN 0- 4- 0 145 30 -57 BOT PIN 3- 3- 4 43 0 0 BOT R-ROLL PROVIDE UPLIFT CONNECTION PER SCMMULE: Support 1 57# Support 2 29# 3-4-8 1 2 6.00 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 24-8 4 3 145k 8.00" 70k 2.50 ( 0-9-s 3-4-8 _ 44# 2 0" le (RO-8-11) s�a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -3-4 LtMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //005W68 logo ofteENBROOK croweDO.PI-32766 Deshrn: Mmrir Aanlw.rfr wAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw kw is not erection bracing wind bracing. portal bracing or sbrdlar bracing which. is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prmmebns must be made to am -her lateral bracing atends and specified locations detemnbned by the budding designer. Additional bracing of the overall structure may be regraded.. (See HIB-91 of T P11. rrruss Plate Institute, TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191- one .- ra•rrr I- --.- 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 Dsf scale = 0.8988 Truss ID: T Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI - Code Desc: HCS' 11.28-01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: U ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the j - - �_* - ---=Joint Locations.=>......___><. This design isr«anInd>wmtarb"uegg BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 component and has been tamed on information SLIDERS: 2X4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 provided by the.1le t. The designer disclaims for damage as a result of Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. y bearing. ----Pgi7C. REACTIONS PER BEARING LOCATION----- faultyresponsibility faulty or Incorrect information, specifications Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer h - 15.0 ft, I - 1.00, Esp.Cat.-B, Kzt - 1.0 0- 4- 0 ill 31 -33 DOT PIN by the client and the correctness orattvracy PROVIDE UPLIFT CORECPION PER SCHEDULE: Bldg Type- L- 58.0ft, W- 2.Oft, Truss 1-11- 4 60 0 -30 BOT H-ROLL ar this information as a may relate to a spo- Support 1 33# in END zone, TCDL- 4.2psf, BCDL- 6.Opsf present and accepts no responsibility t b ric or exerficcises regard. to «excises no coship ithshipment Support 2 30# MAX LIVE LOAD DEFLECTION: TC... FORCE... CSI .. BC... PORCH... CSI latoon lion. harndling, stfpnnent and msta8atbn of L/999 1- 2 -24 0.09 4- 0 -137 0.02 trusses. This truss has been deigned as an Individual building component In accordance with L--0. 02" D- 0. 00" T--0. 02" 0- 3 31 0. 01 ANSI/TPI t-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the budding design by a Building T'- 0.02" Designer (registered sewed ct�or or proval by th errgtneer). wt-n reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION s building designer. the design loadings shown T- 0.02" most be checked to be sure that the data shown art to agreement with the local budding codes. RNID - 1.15 local chmatie records for wind or snow bads. pruiect specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression Chords (top or bottoms am contirru- 2-0-8 oussy braced by sheathing unless otherwise i specified. where bottom chords In tension are 2L not fully braced laterally by a property applied rigid ceilbng, they should be braced at a maximum spacing of I(y-W o.c Connector 0000 plate., 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 stag review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vers- fimtion. Any discrepancies are to be put in writing before cutting. or fabrication. Plates shad not be installed over knothole, brats or distorted gam. Members shall be cut for tight fitting wood to wood bearing, con- hector plates shall be located an both faces of the truss with nails fully Imbedded and stag be sym, about the joint unkss otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wide x 8"". Slots (holes) run paraM to the plat. length spectdkd. Double —is on web members shad meet at the centrow of the webs unless otherwise shown. Connector plate w au es minimum stub lowm ed the forshown ' Q-4-2 and may need to be browsese d for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant touted SX6 lumber unless otherwise shown. For additional Information on Quality Control refer to msir PI 1-1995 3.00 I 0-8-0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bracing'. HIB-91. Trusses are to 1-4-8 be handled with particular care during banding 4 3 and bundling, delivery and installation to avoid damage. Temporary and permanent bracing 111# 8.00" 60# 2.50" for holding trusses in a straight P"s' 0-9-5 lion. and for restating lateral(form shad be �e 2-0-8 designed and installed by others. Careful land- (Rt1-8-11) WV is essential and erection braebrg is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale = 1.2576 trussrequires � fequ temporary Mating du between WARNING: instate installation waxes m avow toppling and dommoing. The supervision of erection of tomes shag be under the control of Parsons Systems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING E Job: ng• Dwg' WO: CHEK3 Truss ID: U experienced in the Installation Prdessional advice shall be � if ,trusses. needed,Maronda Dsgnr: TLY Chk: I Date: 12-18-01 concentration of constructionCONTRACTOR. it ad, greater than the design loads beau not be applied to BRACING WARNING: 4005 MARON DA WAY TC live 16.0 psi DurFgc - Lbr: 1.25 trusses at any time. No bads other than the weight of the erectors shad be applied to SANFORD, FL. 32771 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 budding designer. Bracing TC Dead 7.0 psf DurFgc - Pit: 1.25 trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is far lateral support of truss in Provisions us members only to duce buckling length. Provisiomust be BC Live 0.0 psi O.C.Spacing: 24.0" p gCg' is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designee Additional bracing the be BC Dead. IO.O f Design Criteria: TPI of overall swctme may required. (See HIS-91 of Mi. psf , LICENSE #0050068 (Truss Plate Institute. TPI, is bated at 583 D'Onofrio Drive. Madison. Wisconsin W191. Code Dese: feao GFIZENs"oott Crovteno.tt.32766 TOTAL 33.0 psf }/• l 0 . - 8 IN q - Manz Analysis JOB PATH: CAM-LOK1109SI.CHEK3 HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WE: DESIGN INFORMATION This design is for an Individual building component and has be= Based on information provided by the dlent. The designer diseiatrns any responsgAty for damages as a result of faulty or incorrect irdormation. spa agitations and/or dofgrs furnished to the truss designer by the eliart and the correctness or accuracy of this HJ«oration as 8 may relate to a spe- C41c project and accepts no responslbgty or exercises ro control ugh regard to (abtka- tlon. handling. shipment and installation of trusses. This truss has been designedas an individual budding amp oma in accordance with ANS(rM 1-1995 and ►3D5-97 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 sboam most be checked to be sure that the data shown arc In agreement with the local building. codes. Taal clsnatic recorris far whd or scow loads, pn4rct specifications or special applied loads. Unless shown. truss has notbeen designed for storage or occupancy bad. The design assumes campreslon chords )top or bottom) are oanthtu- onsly braced by sheathing un otherwise specified. When bottomchords in ter;km are, net fully braced 6teralty by a property applied rWd ceiling. they should be braced at a maximum spacing of tq-(r o.e Connector plates shallbe manufactured from 20 gauge hot dipped gaManbed sled meeting ASTM A 653. Grade 40. unless othh dse shown. FABRICATION NOTES Prior to fabnicatfort. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realme a continuing responsibility for such vert- ficatfoa. Any discrepancies are to be put 1n writing before cull" or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight 11111%wood to wood bearing. Con. nector plates shall be located on both.. faces of the Cron with na@s idly Imbedded and has be sym. about the John races otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots Qnc)W non parallel to the Plate length specified. Double cuts on web members shag out at the centrdd of the webs uairss otherwise shown. Connector plate sises are minkmmr sloes based on the forces shown and may need to be Increased for certain hand- ling and/or ermtfat stresses. This tress 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 tracing and erection recommendations an, to be followed In accordance with'Handlg Installing R Bmtlne. 1116-91. Trusses are to be handled with partleularaare during banding and handling, delivery and instaftalliew to awkl damage. Temporary and permanent buses ng for holding trusses in a straight and plumb pos- Wort and for restating 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 bracyt6 dud% imstaEid ion between horsesto a..id toppk g and domftwkr& The supervision of erection of trusses stall be under the control of persons e pafenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appbed to trusses at any tfam. No bads otter than the weight of the eteciors shall be applied to trusses until after all fastening and braclog Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDSt 2x6 SP #2 Shim or wedge if necessary to achieve full hearing. PROVIDE UPLIFT COON PER SCHEDULE: Support 1 24# Support 2 Is# MAX LIVE LOAD DEFLECTION- L/999 La, 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMH . 1.15 T 1 TI: V QTY:2 MULTIPLE LOADS -- This design is the a .. .=,=r= aaa—al al..=Joint Locationsa..,—e couposite result o€ ltiple loads. 1)fs0 0- 0 3) 0- 9- 0 All CUMPRESSION Chords are assumed to be 2) 0- 9- 0 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- Wind Case- ASCE 7-98, MWFRS/C&C, V•125 mph, X-Loc Vert Horiz Uplift Y-Loc Type h . 15.0 ft, I . 1.00, EV.Cat..B, Kzt . 1.0 0- 4- 0 63 8 -24 SOT PIN Bldg Type=Encl L= 58.0£t, W. 0.8ft, Truss 0- 5- 0 21 0 -18 HOT H-ROLL in END zone, TCDL. 4.2psf, BCDr..s 6.Opsf ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -7 0.01 4- 3 -18 0.01 0-9-0 L �1 6.00 0-10-10 1► ��l t, I I t •. 649 8.00" DIO (RO-8 11) lT- -(l �� EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 INa ORiiil1BROOK CT:OMDO.PL32768 Dcsig- Mmriz Analysis VYAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown or this drawing Is not erection bracing, wind bracing, portal bracing or sim112r bracing which Is a pad of the bulldingdesign and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provsiors must be made to anchor lateral tracing at ends and speegled locations determined by the building designer. Additional bracing of the overall structure may be required. )See HIB-91 of TPQ. ffruss Plate Institute. TPI. Is located at 583 D'Onohtm Drive. Madison. Wisconsin 537191. JOB PATH: C:17SBL011'UOBMC11EK3 scale = 2.0508 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: V Date: 12-18-01 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: TOTAL 33.0 psf :12.0- 1; HCI- 11.2&01 DESIGN INFORMATION Tab design s for an Individual building. component and has been based an faformation prw(ded by the client The designer disclaims any .esponsibWty for damages as . hesut of faulty w 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 spe- cific Mied and acogXs no respwtsibguy or exerese m oontroi :rah repud to r■brfo- tlbn, handling, shipment and Instaf atiwt of trusses. this truss has beendesigrcd as an Individual building component in accordance with ANSI/M I-19%and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect - prof ..Io al. engineer(. Whenreviewed for approval by the budding deslgxr• the design tmdntgC shown most be checked to be sure that the data shown arc in agreement with the local building codes. fool dlmatk records for rvbd or snwr loads. txoleet specifications or special applied loads. Unless shown. truss has not been deigned for storage or occupancy loads. the design assumes compression chords flop or botroml are conunu- ously braced by sheathing -mess dheuwlie spedBW. Where bottom chords In tension are not fully braced laterally by a property applied rigid edtbug, they should be braced at a mudmum spacing of I0`-W o.c Connector plates slam be manufactured from 20 gauge hot dipped goM ltmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication - the fabe—tor shall —lea, this drawing to verity that this drawing Is in conformance with the fabricator's plus and to realise a conl:mang nspomubdity for such vei- ftcatk— Any disc-pancies are to be put In writing before cutting or fabrotbn. Plates stall not be Installed over k nalholea. Imob - distorted palm Members shall be cut for tight Ruing woad to wood bearing. Cori hector Plates shall be located on bath faces of the truss with tags fully imbedded and stag be sym. about the Joint inks. otherwise shown. A 5x4 plate s 5" wide x 4' long. A 6X8 plate is 6' wide x Ir long_ Slots. Rholesl tun peraad to the plate length specified- Double cuts m web members sham meet at the censoid of the webs unless otherwise shown. C medor plate ate,, are mink -um stza based on the forces shown and may mad to be Increased for certain hand- ling and/or erection stresses. this truss is not to be fabrtoted with fire retardant treated Humber conks: otherwise shown- For additional Information on quality Control refer to ANSI,rM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'Hardiing Installing g BracbW. HIB-91. trusses are to be handled with particular care during banding and bundling; delivery and I stamatbn to avoid damage Temporary and permenent bracing for holding trusses in a straight and plumb pos- tbn and for ressttng lateral forces slam be designed and installed by others. Cuehd hand. ling is essential and erection bracing is always required. Normal precautionary action for ltu5ses -0— such tezmMM bracing during Installation between trusses to avoid toppling and domhnahng. The supervtaton of erection of trusses shall. he hider the mntrd of persons experienced in the Installation of traces. Professional adA- shag be sought If needed. Concentration of constructionbeds greater than the design lords shall not be applied to busses at any tine. No bads other than the weight of the erectors shall be applied to tr—es —All ester ad fastnung and bracing Ice completed JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, lWMIC&C, V-125 mph, h • 15.0 ft, I - 1.00, Exp.Cat.-B, %zt 1.0 Bldg Type.Encl L- 58.0ft, W. 9.9ft, Truss in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTIONS L/999 L--0.03" D. 0.00" Ta-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.05" RMB . 1.00 4-1-9 0-6-2 4 I WO: WE: MMTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER S(REDIILBs Support 1 116 Support 2 225 TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -370 0.38 5- 4 -503 0.50 2- 3 -55 0.33 TI: W QTY:2 a•••Joint Locations ......... --a... 1)sQ0- 0 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARINCr LOCATION----- X-Lon Vert Horiz Uplift Y-Loc Type 0- 5-11 214 102 -105 HOT PIN 9- 9- 0 417 0 -101 HOT H-ROLL 9-10 13 1 2 3 F4.24 —3X8 3X4 4-0-2 9-10-13 5 215# 11.31" 4 1-0-2 417# 2.50" (RO-11-10 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIYTPI 1-1995 scale = 0.5082 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IBM aREENBROOt CT.OVIEOO.Fl-32766 Design: mofr& Ai*sls YIIAKN[N(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 bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length Rovlsbrs must be made to anchor lateral bracing at ends and specgted locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. f russ Rate institute. TPI. s located at 583 D'Onofrio Drive. fdadson. Wisconsin 53719). JOB PATH: CATM4,OKUMCHEK3 Eng. Job: Dwg: Dww: TLY Chk: W ; Truss ID: W Date: 12-18-01 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live O.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI . Code Desc: TOTAL 33.0 psi I V' 12.0 .01- 8 3- 2; RCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: DESIGN INFORMATION j This destga is for an Indt M-1 burdlog mmpouurt and has been based on Information provided by the cikuL The deslgner dbciatme any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the tress designer by the clientand the correctness or accuracy of this mform"ti n as it may relate to a spe­ cg(c project and accepts no. responsibility or uerbes m control rvlh regard m fabrta- tion bandhug, shipment and Isstallaion or trusses. This truss has been deslgad as an mdivlduai building component in accordance war ANSI/TPI I-IN5 and NDS-97 to be incorporated as fart of the building design by a Building Designer (registered archuect or professional engueerl. When mwbewed for approvat by the buleding designer. the design loadt ngs shown must be checked to be sure that the data shown are in agreement with the local bulMtmg codes. {{ local climatic records for wind W snow loads, prejtd specifications or special applied loads. Unless sham. truss has not been designed for 1 storage or occupancy bads. The design assumes compression chards (top or bottoms are eontinu, ously braced by shathhng uniess otherwise specgkd. Muse bottom chords in tension are not fu8y braced laterally by a properly applied rigid ceding. they should be braced at a mmldmum spacing of i a-M o.c. Coruuctor plates shall be manufactured from 20 gauge hot dipped galvamred steel meeting AStM A 653. Grade 40. unless othe—tse shown. FABRICATION NOTES Prior to fabrication. the fabricator shaD review this drawing to verify that tho drawing B in conforrmance with the fabricator's plans and to reeltre a continuing respasibtl8y for such vert- fkatkaL Any dtscreparuJa are to be put in writing before cuttkig or fabrication. Plates shall not be installed over knotholes. kinds or distorted gain Members shall be cm for tight Stung wood to wood bearing. Con- nector plates shag be located on both face of the truss with mars fully Imbedded and shall be sym. about the joint unless otherwise sham.. A 5.4 plate is 5' wide x 4" long. A 6.8 plate is B' wide x 8- kahg. Slots (holml run parallel to the plate length specgkd. Double cuts on web members stu1l meet at the r entmldof the webs unless otherwise shown. Connector plate sins are minimum stew based on the forces shown. and may need to be Increasedfor certain hand- ling and/or erection stresses. This truss Band to be fabricated with floe retardant treated lumber unless othusvbe shoarr, For addxk-d Irbrmatbn 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 Bracipe. HIS-91. 7y sses are to be handled with particular cue during banding and Mundllag, debm y and Installation to avoid damage. Temporary and permanent bracing for batdbng Moses in a straight and pkanb pas - Hbn and for resisting bteral forces shaft be designed and Installed by others. Careful band - brig B essential and election bracing is always tequhr& Normal premutiotary action (w Moses require such temporatp bradrag during ktsialhtlon between busses to" M toppling and dunft.M.& The supervsMn of erection of tosses Wag be tinder the control of persons experienced in the Installation of trusses, pmlk5slom11 advise shall be sought If needed. Concentration d construction. loads greater than the design bads shallnot be applied to trusses at any lane. No loads other than the weight. ofthe erectors shall be applied to trusses until after all fastening and bracing B completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L.-0.05" D. 0.02" T.-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T• 0.00" 14AX HDRIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMS . 1.00 2-3-9 0-6-2 WE: Analysis based on Sillplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSIOdN Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V•125 mph, h . 15.0 ft, I . 1.00, EV-Cat..B, Rzt . 1.0 Bldg Type•Part L. 58.0ft, W 4.7ft, Truss in INi zone, TCDL. 4.2pef, BCDL. 6.0psf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 37, Support 2 209 TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 10 0.14 4- 3 2 0.14 3- 0 0 0.08 TI: W1 QTY:1 ---------- —Joint Locations ............... 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 --MAX. REAGTIOtNS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 6-13 294 22 -168 TOP PIN 0- 2- 8 67 29 -107 BOT PIN 4- 7- 2 93 0 -187 BOT H-ROLL 4-8-9 1 2 r424 "' 2X4 68# 4.95" L 1-0-2 (RO-11-10) .re EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-OW Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 t8800REENBROON CT.OWEDD.FL62766 Design: Marie Analysis 2-2-2 Attach with (4) 10d Toe -Nails Attach with (3) 10d Toe -Nails 294A 2.83CANT: 0-0-7 4-8-9 93# 2. " Over 3 Supports CIL: a13 scale = 0.9135 wAiKrllNci: 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. wend bracing, portal bractng m sung bracing which is a put of the building design and which must be considered by the buff mg deslgner. Bracing shown B for lateral support of tr c; members only to reduce budding kngth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building design,. Additional bracing of the overall structure may be requbed- (Sce HIB-9l of TPB. Muss Plate Institute. TPI. Is bated at 593 DYhno(rio Drive. Madam.. Wisconsin 5V I% JOB PAIN: C:UEE-L0KU0BSICHEX3 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: W1 Date: 12-18-01 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: TOTAL 33.0 psf V- 0 . - 8 - HCS: 11.28-01 JB: CHESAPEAKE K 3 AC: WO: WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Wiarmatbn. provided by the chent. The designer disclaim any responsibility for damages as a result of faulty - incorrect Information. specifkatbns 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- cific project and accepts no responsibility - aoecclsea no control with regard to fabslca- tion, handlingshipment and installation of trusses. This truss has been designed as an individual building component in a¢mffince with ANSI/TPI I.19% 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 loadings shown must be checked to besure that the data shown are In agreement with the local building code. local cibnalhc 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 assumes compression chords (top or bottorn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a Property applied rigid ceWng. they should be braced at a maximum spacing of M-W o.a Connector plates shall be manufactured from 20 gauge hot dipped gafvarilzed steel meeting ASrM A 653, Grade 40. micas otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in oocdornance with the fabricator's plans and to realize a continuing responsibility roe such ven- ucation. 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 sot for tight fit" wood to wood bearing. Con- nector plates shall be located on both facer of the toss with nabs fully imbedded and shall be sym. about the joint unless od—Ase shown. A 5x4 plate is 5" wide x 4- kmg. A 6x8 plate is 6' wide x it long. Slots (hales( 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 sizes are minimum sizes based on the forces shown and may needto be increased for certain hand- Wng 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 Ali bracing and erection recornmendetiurs are to be followed. In accordance with -Handling installing & Bracing". HI13-91. 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 plumb pos- ition andfor resisting lateral forces shall be designee( and installed by others. Careful hand- ling s essential and erection bracing is always required. Normal precautionary action for tnism Dequim such ttxtapwaty bracing duding tmtallatim between trusses to avoid toppling and darnlnobrg The supervision of erection of trusses shall be under the control of persons i experienced in the installationof trusses. Professional advice shaft be sought If needed. Concentration of construction loads greater than the design loads sha0 not be applied to trusses at any ttrne. No loads other than the weight of the erect rs shag be applied to usses buntil after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/576 at Mid -panel # 1 Ls-0.15" D--0.15" T.-0.29" 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 ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCS 7-98, MWFRS/CSC, V.1.25 mph, h - 15.0 ft, I = 1.00, Sxp.Cat.-B, Kzt - 1.0 Bldg Type- La 58.Oft, Ww 7.Oft, Truss in END zone, TCDL- 4.2ps€, BCDL= 6.Opsf TC...FORCE ... CSZ .BC ... FORCE...CSI 1- 2 -71 0.43 4- 3 0 0.33 TI: Y QTY:4 g== -Joint Locations======:w=arse:w:= . 1)0- 2s 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEAR M LOCATION----- X-Loc Vert Horiz uplift Y-Loc 6-10-12 150 45 -63 TOP PIIN 0- 4- 0 264 59 -85 BOT PIN 6-10-12 82 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 85# Support 2 63# 7-0-0 Ilk 1 2 6.00 Attach with (2) 10d Toe -Nails I�f 4-1-13 4-0-6 0-6-6 Attach with (2) 5X6 10d Toe -Nails 1 1 74)-0 11 4 3 264# 8.00" 151# 2.50" 0-9-5-5 n (RO-8-11) I 7-0 0 83l/ 2�.50 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1"5 Over 3 Supports C/L: 6-10-12 scale = 0.5061 (Maronda Systems) 4005 MARONDA WAY SANFORD, FI.. 32771 (407) 321-OW Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREESSROOK Cr.OVIEDO.FL32768 n.,;—. u.r.:. I,...J...;. YYAKN1N(r: 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, postal bracing or sanflar bracing which is a part of the building design and which must be considered by the building desl®er. 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 desyper. Additional bracing of the overall sWctune nay be required. fSee HIB-91 of In. fnuss Plate lastitute. TPI. Is located at 563 D'0nofrb Drive, Madison, Wisconsin 53719). 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 Truss ID: Y Date: 12-18-01 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 I I JB: CHESPEAKE K 3 AC: WO: CHEK3 WE: TI: Z ATY:4 DESIGN INFORMATION This design is for an individual budding component and has been basedon tnfommtisn provided by the client.. The designer disclaim 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 Infatuation as K may relate to a spe- .dk project and accepts no responsibility or exercises no control with regard to fabrfca- tlon. handibig, shipment and installation of tresses. This truss has been designed as an Individual building component in accordance with ANSI/TPi I-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional en(9nced. When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are in ageemrnt with the kxal building codes. local dmntic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes cooprtason chords (top or bottom) are contlnu- ously braced by sheathing. unless otherwise specified. Where bottom chards in terason are not fully braced laterally by a property applied rigid cedin& they should be Ward at a maximum spacing of I ll -W mc. Connector plates shallbe m n fadured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fab rkator shallreview this d-wfg to verily that this drawing is in confomm�ce with the fabricators plans and to realize a continuing responsibility for such verb Beaton. Any discrepancies are to be put It, .r" before cutting - fabrication. Plates shall not be bista➢ed over kiothobes, knob or distorted grain. Members shall be cut for tight fitting wood to wood bmdm& Con- nector plates shaft be located on both fain of the truss with nabs fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is S wide x 4" long. A 6x8 plate is 6' wile x 8" Long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centroki of the webs unless otherwise shown. Connector plate sizes are minhnum sizes based on the Tomes shower and may need to be Increased for certain hand - dog and/- erection ststsses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional bdorinatkn. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bnldng and erection remnunetdatbns are to be followed to accordance with "Handling Installing A Bracing'. Hid-91. Trusses are to be handled with particular rare during banding and bundling. delivery and Insfa➢atbn to avoid datruge. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and insta➢edby othem. Careful hand- HK Is essential and erection bracing is always required. Norval precautionary action for trusses rewires such temporary bracing during Installation between tenses to avoid toppling and dombofng The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professlo al advice shall be sought B needed. Concentration of construction loads greater than the design bads shall net 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 WEDGES: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L.-0.04" D.-0.04" T.-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 3-2-9 044 i Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Cbords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V.125 mph, h - 15.0 ft, I . 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type. L. 58.Oft, W. 5.1ft, Truss in END zone, TCDL. 4.2psf, BCDL. 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.23 4- 3 0 0.18 f=_ =Joint Locations ............... 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 33 -46 TOP PIN 0- 4- 0 203 43 -71 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SOULS: Support 1 71# Support 2 46# 5-1-8 L Ilk 1 2 6 0000 "All 3-1-2 5-1-8 4 3 203# 8.00" 110# 2.50" Le 0-9-5 5-1-8 61# 2 t50" 1(RO-8-11) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN4: 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 most be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling kngth_ Provisions must be made to anchor lateralbracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1163-91 of TP➢. muss Innate Institute. M. is located at 583 D•Ornafrio Drive. Madison. Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6539 Dwg: Dsgnr: TLY Chi;: Truss ID: Z Date: 12-18-01 TC Live 16.0 psr 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: TOTAL 33.0 psf V:12.03.01- 8362- 46 mestga. Martz miarysts JUH PAM: CJ7E£,L0KL10B51C77F.A-3 HCS: 11.18.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: ZI ATY:4 DESIGN INFORMATION This design Is lot an individual building component and has been based on information provided by the client. The destine dfxalms any responsronay for damages as a mutt of faulty or Incorrect i dommtion. spec fintlons 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 project and accepts no responsthlllty or excrcfaes no control wnh regard to fabrica- ton, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wwat ANS1/TP1 1-1995 and NDS-97 to be incorporated. as part of the building design by a Building Designer (registered uuchited 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. focal climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy Wads. The design assumes cornpressdon chords (top or bottom) are continu- ously braced by sheattdng unless otherwise specgkd. Where bottom chards in tension are not fully braced l terasy by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10--W Connector plates stall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASfM 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 conformamx with the fabrlmtoes plans and to realize a continuing responsibility for such Vert- fimtim. Any dtscreparxks are to be put in writing before cutUng or fabrtalion. Pates stall not be installed. war Imothoks. knots or distorted grain. Members shall be eut for tight ftttkng. wood to wood. bearing. Con- neetor plats shall be located on both fain of the truss with nails fully imbedded and shalt be sym. about the fount unless otherwise shown. A Sx4 plate Is 5- wide x 4- long, A 6x8 plate is 6 wide x 8' tong. Slots (holes) nun parallel to the plate length apectlled, Double euta on web members shag meet at the centrdd of the webs unless otherwise shown. Connector plate sizes ace minimum sizes based on the forces shown and may need to be increased for certain h ond- 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 ANSVTPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection recommendations are to be followed in aecordan cx with. -Handling installing 14 Bracing'. HI8-91. Trusses are to be handled with particular are during banding and bundling. deirvery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful had - ling is essential and erection btacing is always required. Norval precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and demkwk% The supervision of erection of trusses shall be under the C trul of persons vcperlenced in the Installation of trusses. Professions advice shall be sought if needed. Concentration of mristmction Wads 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 alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 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. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D. 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTIONQ: 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 ceaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/CBC, V-125 mph, h - 15.0 ft, I . 1.00, Exp.Cat..B, Xzt • 1.0 Bldg Type- L. 58.Oft, W. 3.1ft, Truss in END zone, TCDL- 4.2psf, BCDL. 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.15 4- 3 0 0.13 =_ ...==.. Joint Locations ............. 1)==- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION- ---- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 20 -28 TOP PIN 0- 4- 0 137 26 -55 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL PROVIDE UPLIFT CDNNEClION PER SCiEWULE: Support 1 55# Support 2 28# 3-1-8L 6.00 3-1-8 4 3 138# 8.00" 67# 2.50" le 0-9-5 1e 3-1-8 37# 2 0" (110-8-11) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPl 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIMG: 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 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 requited. (See HIB-9I of TPIJ_ flTuss Plate Institute. TPI, is bated at 583 D'Onofdo Drive, Madison, Wisconsin 53719).. Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.94% Dwg: Truss ID: Z1 Dsgnr: TLY Chat: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI, Code Desc: TOTAL 33.0 uesign: Moira Anadysrs JUS PATH: CA7EE-L0KU08SICHEK3 RCS: 11.29-01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: Z2 ATY:4 DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 Analysis based on Sinpli€led Analog Model. _== - _ ====Joint Locations==_______._. ms== This design is for an individual budding BUT CHORDS: 2X4 SP #2 MULTIPLE LOADS -- This design is the 1)0==2- 0 3) 1- 1- 8 component andhas been based on lnformaium WEDGES: 2X4 SP #2 composite result of multiple. loads. 2) 1- 1- 8 4) 0- 2- 0 providedbythe client The designer dlsclalms anyy damage as a result or This truss is designed to bear on multiple All COMPRESSION Chorus are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- or incorrect!« tauity « incorrect bdormation, spedficattorulull supports. Interior bear locations should continuous) braced unless noted otherwise. Y X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer be marked on truss. Shim or wedge if Wind Case- ASCE 7-98, M4FRS/C&C, V=125 mph, 1- 0- 4 24 6 -10 TOP PIN by the client and the correctness «accuracy necessary to achieve full bearing. h 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 0- 4- 0 72 8 -40 BOT PIN Of this information as a may relate to a spe- MAX LIVE LOAD DEFLECTION: Bldg Type. L= 58 .oft, W. 1. lft, Truss 1- 0- 4 12 0 0 BOT H-ROLL cdic project and accepts no responsibility or no control with regard to fabric`- L/999 in END zone, TCDL- 4.2 f6. sf p8, BCDL- Op PROVIDE UPLIFT CONNECTION PER SCHEDULE:exarctses tion, handling. shipment and installation of L- 0. 00" D- 0. 00" T= 0. 00" Support 1 40# ttvsses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE ... CSI Support 2 10# individual budding component In accordance with T= 0. 00" 1- 2 10 0.02 4- 3 0 0.01 ANSI/TPI I AM and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Budding T- 0. 00" Designer (registered architect or professional. engbreerl- When reviewed for approval by the RMB - 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 climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing udess otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied raged ceding, they should be braced at a ma imum spacing of l(yo' o.c. Connector 6.00 plates shaft be manufactured from 2.6 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (1) Grade 40, unless otherwise shown- lOd Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put m writing before cutting or fabrication. Plates shag not be installed over knotholes,. knots or distorted grain Members shag be cut for tight wood wood bearbmg Con- 1-2-9 1-1-2 aa rem« plates drag be located on bosh [aces or the truss with nags fully imbedded and shall be sym. about the fond unless otherwise shown. A 5x4 pate or Y wide x 4' long. A 6x8 plate or 6' wide x. 8' long. Slots (holes) run Parallel to the platelength et Double cuts web a members shall meett aat tm t the trdd of the webs he unless otherwise shown. Connector plate sixes are outrun sizes based ore the form shown and may need to be increased for certain hand- Attach with (1) ling and/or erection stases. This truss is not SX6 lOd Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TS 1-19M PRECAUTIONARY NOTES AN bracing and erection mcomr erndations are to be followed in accordance with 'Handling installing A Bracbig". H1B-91. Trusses are to be handle; with particular care during banding 4 3 and bundling. delivery and installation to avoid damage. Temporary and permanent bracing 73# 8.00" 25k 2.50'r 25# for holding tresses in a rcel fa and. plumb pos- Rion and for resorting lateral shag be 2.50 f e 0-9-5 a la 1-1-8 f 1 y offarces designed and irbragea by others Careful hand- (l:o-s-11) C/L' 1-VJ-4 WW a essential and erection bracing b al"ryn EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Over 3 Supports = 1.7334 required- Normal precautionary action for scale trusses mitiftes eexhusses oa avoid Installation between trusses to avoid and donw,ohng The supernsbn of erection of busses shag be under the control of persons 1( =Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING E lob: ng• Dwg: . Truss ID: Z2 experienced in the a shall v wed._ CONTRACTOR. Dsgnr: TLY Chk: Date: 12-18-01 Concentration of construction loads grater than the design bads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.o pee DurFac - Lbr: 1.25 tresses at time. No leads other than the weight of the any shall be applied to SANFORD, FL. 32771 Srscing la shown of he drawing design tot erectionwhich by the h must, end bnactr4rlered portal the bracing or sinner bracing Bracing designer. cueing TC Dead 7.0 psf Dutfae - Pit: 1.25 trusses until after all fastening and bracing 407 321-0064 Fax 407 321-3913 ( ) ( ) shown is b� lateral support russ meemben only to reduce . P-vt buckling length. Pnovtst«n must. be BC Live 0.0 psf O.C. Spacing: 24A" p 9 is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined t building design, Additional bracing the be BC Dead 10.0 psf Design Criteria: TPI of overall structure may required. (see HIB-91 LICENSE #0050068 (rrrss Pate institute, TPi, is located at 5W D'onarto Drive. Madison. Wisconsin 53719). Code Desc: _ 1e90ottelattnt00rtcr.(MFD0.rt_32788 I I TOTAL 33.0 psf 2 3 - 48 Uutgn: Mmrn Anoljy= 10B PATH: C.17EE-LOKUOAACHEK3 HCS: 11.29.01 L I I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: Z3 ATY:3 DESIGN INFORMATION This design is for an Individual building eamfwrIent and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Informadom specifications and/or designs furnished to the truss designer by the client and the coerectneas or accuracy of this Wiormatbn — it may relate to a spe- citic project and accepts tm responsRamty - 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 ANSInn I-IM and NUS-97 to be bcarporated as part of the building design by a Building Designer tregistered architect or professional engneer). when reviewed for approval by the bull" designer. the design loadings shown must be checked to be sure that the data shown are in agreement withthe 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 lends. The designassumes compression chords (top or bottom) are continu. ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of l0'-0- mr. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel orecting 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 reahze a continuing responsibility for such ver- fration. Any discrepancy are to be put to writing before cutting or fabrication. plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting :rood to wood bearing Con- nector plates shall be located on both faces of the truss with naffs fully Imbedded and sham be sym. aboutthe joint unless otherwise showm. A 5x4 plate is 5" wide x 4" king. A 6x8 plate is fi wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web member stall meet at the centrotd of the webs unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling anndior 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/'M 1-1995 PRECAUTIONARY NOTES Am bracing and erection recommendations are to be followed In accordance with 'Handling lost." a Braetng'. HIS-9 1. Trusses are to be handled with particular ate durtng 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 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 bandng during i statlauon between tnrsso to avoid "piing and dominotnt The supervision of etecuon of trusses shag be under the control of persons wTedenced In the Installation of trusses. Professional advice sham be sought if needed. Concentration of construction loads greater than the design loads shagnot be applied to trusses at any tare. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing. Is mnrpkted_ TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 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. MAX LIVE LORD DEFLECTION: L/999 L=-0.01" D=-0.011 Tw-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. All COMPRESSION Cards are assumed to be continuously braced unless noted otherwise. Wind Case- ASCH 7-98, MWFRS/C&C, V=125 mph, h w 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type. L- 58.Oft, W- 3.3ft, Truss in END zone, TCDL= 4.2psf, BCDL- 6.Opsf TC...FORCE...CSI .BC ... FORCE...CSI 1- 2 -33 0.10 4- 3 0 0.08 ___•__====Joint Locations===............ 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 22 -32 TOP PIN 0- 1-12 160 29 -98 HOT PIN 3- 2-12 51 0 -20 BOT H-ROLL PROVIDE UPLIFT CONNWnON PER SCHEDULE: Support 1 98# Support 2 32# Support 3 20# t _ 34-0 L 1 2 6 0000 2-2-6 3-4-0 4 3 161# 3.50" 72# 2.50" !® 1-1-9 BL 3-4-0 52# 2 50" ( EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3'2-12 YVAKKINV: READ ALL NOTES ON THIS SHEET. Eng. Job: aron �a SysteMS LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY CU: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Braang shown om Oils drawing is not erection bracing, wind bracing. portal bracing or stmnar bracing which is a pan of the building design and which must be wasidered by the building designer. Bracing TC Dead 7.0 psf (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 TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See NIB-9I of I'M BC Dead 0d 10 . psf LICENSE #0050068 V*russ Plate institute, TPt, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 537191, 189E GREENBROOK Cr OVIEDO,FL32766 TOTAL 33.0 psf Attach With (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9424 Truss ID: Z3 Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0m Design Criteria: TP" Code Desc: - e..- ...—. --�•- n,u. .,.acc-r,vnuvmJtt,nr,A3 NCS: 11.28.01 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 Incurred information, speciBations and/or des" furnished to the thus designer by the client and the correctness or accuracy of this Infa maron as it may relate to a spe- cific project and accepts no responsibility or exerdses no control with regard to Fabrka- tton. handing, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer!. Mien reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the dale shown are In agreement with..the local budding codes. bat climatic records for wind or snow bads. project specincatbns or special applied bads. Unless sho%,m truss has not been designed for storage or occupancy bads. The design assurnes compression chords (top or bottonrl are conUnu- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of la-0" o.o. Connector plates shad 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 with the fabricator's plans and to realize a continuing responsibility for such vert- Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates she not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bmrtn& Con- nector plates shall be located on both faces of the truss with nags fully imbedded and stall be sym. about the joint unless otherwise shown. A 50 plate is 5- wide x 4' long A 6x8 plate is W wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centmil 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 unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance with'hiandling Installing & Bractne. 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 forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always requi xt. Normal precautionary action for trusses requbes 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 construction 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. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WAS- 2x4 SP #2 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. 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 DEFLECTICkl: T- 0.00" RMB - 1.15 WO: CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the callposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise: Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt . 1.0 Bldg Type- L- 58.Oft, W. l.lft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf TC... FORCE ... C75I .BC ... FORCE ... CSI 1- 2 10 0.02 4- 3 0 0.01 TI: Z4 QTY:2 - - - -- - s..Joint Locations ............... al) 0 2-0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 7 -11 TOP PIN 0- 1-12 72 8 -48 BOT PIN 1- 0- 4 17 0 -6 BUT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 48# Support 2 ll# Support 3 6# _ � 1 1-1-8 I, 2� 1-1-8 L 'I 4 31 73# 3.50" 25# 2.50" (� 0-9-5 1-1-8 18# 2,5 " j (RO-8-11) CIL. 1 -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 18900REENBROOK Cr.OVIEDOXI-32766 WAKMIN(a: 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 budding design and which must be considered by the building designer. Bracing shower is for lateral support of tries 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 c-ra8 structure may be required. (See HIB-91 of TPII. rrrues Plate Institute. TPr. is located at 583 D'Onofrb Drive. Madison, Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7334 Eng. Job: WO: CHEK3 — Dwg: Truss ID: Z4 Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI. Code Desc: TOTAL 33.0 Dsf v- 1 3 n 1 n i_ n aAz. cr HCS- 11.28.01