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HomeMy WebLinkAbout122 Crown Colony Way 03-1289 COPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER1 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE d d SUBDIVISION v� PERMIT C _ -- u DATE PERMIT DESCRIPTION c PERMIT VALUATION SQUARE FOOTAGE n, i CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 122 CROWN COLONY WAY I for which permit 03-00001289 has heretofore been issued on 3 13/03 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 no-u_) s r 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 DATE BUILDING: Finaled Q ZONING: Inspected UTILITIES: Water Lines In �_--q -03 Meter Set Reclaimed Water ENGINEERING: Drainage q `k I Maintenance Bond PUBLIC Street Name Signs Storm Sewer Street Work WORKS: DESCRIPTION Subdivision Regulations Apply: Yes No APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street (24 - ►�5 Lights WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE Driveway FEES PAID DATE APPROVAL DATE AMOUNT 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 122 CROWN COLONY WAY for which permit 03-00001289 has heretofore been issued on 3/13/03 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 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-POLICE IMPACT - RESID 3/13/03 91.93 01-RADON GAS TAX FEE 3/13/03 10.33 01-ROAD IMPACT FEES 3/13/03 847.00 01-RECOVERY FD/CERT. PGM. 3/13/03 10.33 01-SCHOOL IMPACT FEE 3/13/03 1384.00 WD IMPACT:SINGLE FAMILY 3/13/03 650.00 SD IMPACT:SINGLE FAMILY 3/13/03 1700.00 AA R BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: q_ \ o. 03 PERMIT #:"61 - I � ADDRESS: CONTRACTOR: PHONE #: LA01- y`1 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. gineering ----Public Works __ Utilities Fire EDZoning D.Licensing JA CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: q1:6 PERMIT#: ADDRESS: CONTRACTOR: PHONE #: y01- y`1 S -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. engineering t& Fire Public Works Utilities Zoning 7Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITI S1',C7 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: q /1/n PERMIT #: o ADDRESS: 19 L.. CXowe--N CONTRACTOR: PHONE #: L1b1- `\'1 �,-, -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. Cleo- raw v?llieS f;iigineering DFire Public Works OZonin (*tilities G, �„/. / o icensing _ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVA CONDITIOIA J _ �,� CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT#:a v2g7 ADDRESS: I%.rL. CXC CONTRACTOR: PHONE #: yd1- L\`l'J 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. __ Engineering Public C�Utilitie D Fire DZoning _ DLicensing 6� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w CERTIFCATE OF OCCUPANCY �JD REQUEST FOR FINAL INSPECTION / 3 35573 **** SINGLE FAMILY RESIDENCE**** rio PERMIT#:" ADDRESS: (-xnwe-\ (-a �rW CONTRACTOR: MQ� PHONE #: yb1- y`) 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. Engineering :1 Fire D `� 3 Aublic Works �rner 5 DZoning Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 0 • p PERMIT #:b- ADDRESS: CONTRACTOR: PHONE #: L 01- y`1 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. =:Engineering DFire <77 c"?IIIIJ3 Public Works in Zoning Utilities Licensing . nJA CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. 0 This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... Applicant Name: - DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407-475.9115 r Project Location or Address: LOT 67 - 122 Crown Colony Way Panel: 3 Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... Bore and Jack.......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities ....... ❑ Sidewalk Installation........ ❑ Specific Description: ............................................................................................................................ Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) ................................................................................................ 0........................... It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right -of- ay. CALL TH B IC WORKS DEPT. 330.5681 T SCHEDULE APRE-POUR INSPECTION • APPLICANT SIGNATURE DATE: 3/5/2003 ............................................................................................................................ Reviewed: Public Works Utilities APPROVED: Engineering Date: Date: Date: FEE: 10 - 0-') COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANQRD ' STATEMENT NUMBER 103-75389 BUILDINKA P00MIPERMI (CITY) COUNTY NUMBER: UNIT ADDRESS.- : L��'� ----------_---------------------- TRAFFIC ZONE:JURISDICTIO�� _ SUBDIVISION: /�� �=`---------------------./ r� PLAT BOOK: PLAT BOOK PAGR: OWNER NAME: da______-------_---------_- APPLICANT NAME: ____-.________________________________________-_-_--------- ADDRESS: ^ ... .... .... __.... .... _------....... ....... -----... .... .... --- LAND USE CATEGORY: 001 - Single Family Detached House ^ TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction -------------------------------------------------------------------------------- FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE: DESC. UNIT OF UNITS | ------_-_------_----------------------------------------------------------------- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ~ ROADS ' -COLL�CTORS 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 $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: `' ^~'~` PRINT NAME)^^/1 , DATE, ... .... .... NOTE `Jn RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** " DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIG IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR ` EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474' PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DErARTMENT 30O NORTH PARK AVEHUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER,`AND SHOULD REFEREHCE T||[ STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP L[FT OF THE NOTICE. ' ***THISAYTATEMENT IS VALID ONLY IN CO�NJUNCTION WITH ISSUANCE OF A*** �**�a FAMILY BUILDING s CITY OF SANFOkD PERMIT APPLICATION - Permit No.: (�3" � a� Date: 03/O5/03 Job Address: 122 CROWN COLONY WAY Lot: 67 Parcel No.: 33-19-30-50S-0000-0670 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X � ��L,� • UCH Valuation of Work: $$7Z;7$%�-- Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage:--Z,*R (9oG('p Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SLTvE%IERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: _ CRC0584% Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: other t Title Holder (If han Owner): Address: Bonding Company: 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/05/03 Signature of OwrAgent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name ' 03/05/03 Signature o C ctor/Agent Date RUSSELL KEITH SL74N ERS Print Contractor/Agent's Name 03/05/03 03/05/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Qi r�o DEBBIE TIME ,. OTARY o MY Comm Exp. ?J5Jo5 meat ' No. CC 999378 wrwwy mown 110" I.D. Owner/Agent is X Personally Known to me or 9,DEBBIE TIMEMyCommExp?J5/05 No. CC 999378 Penonatly mown I 1 DUw I.D. Contractor/Agent is X Personally Known to me or Produced ID � � Produced ID APPLICATION APPROVED BY: � Special Conditions: A Date: 03/05/03 4's Gc,�. � -� CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number:_ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida (r, Address of Job: Electrical Contractor: DANIEL Ca. PUGLISI Residential: L/Non-Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appl' s Signature __----- 0001663 + State License Number f 1 V hEE h✓ /yam CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:j , 0� Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 122 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential ---- �---+ Non -Residential Work: Lot: 67 Panel: 3 nt By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number fps,......». 77, ty r• r'�• „R, CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: © �,__ r_d Wf Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida ---------------- 67 Panel: 3 -------ot: - Address of Job: 122 Crown Colony Way L Plumbing Contractor: __—_—WILLIAM T. SELF Residential: _ _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sigreure CFC057039 State License Number Laronda Homes ==j AN EASILY OBSERVABLE BETTER VALDEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • Fax: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA ❑ VOLUSIA COUNTY p CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at CROWN COLONY Lot 67 in 122 CROWN COLONY WAY. 1<1--7 RUSSELL UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10TH day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. pc Flo DEBBIE TIME �jt•(f� .�- OTARY - MY CommEltp' ZIPS NOTARY PUBLIC a PUBLIC No. CC 999378 Per%"Iy Wiown (10" 10, CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc MARYM* MURS1, Ct ERK I* C1RC1111 COURT 'i MIPp)t_E I)MfY BK 04734 FAG Iola CLERK'S 41 P003039pSe RECORDED 03/06/2003 12:57:46 PM RfCOROING FEES 6.00 RECORDED BY G Harford NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER; 33-19-30-5QS-0000-0670 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 67 122 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 NIA 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 (407) 644-2388 Persons within the State of Florida designated by owner upon Whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1*1 St., Sanford, FL 32771. Fax; 407-330-5062, Phone: (407) 322-9484 In addition to himself, Owner designates _ (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is spedfied.) RWSELL MMERS Maronda omes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6e day of _ , 2003. . 6 20 DEME TIME Ili tit'fANN1% My Comm Exp. ?/'iIDS �( OF CIRGt! ` C.001 3 'r No. CC 999378 M14a9.tit.E G PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT 67, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK - 6 I PAGES) 76. 77 * 78 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA LOT 72 LOT 71 - � N 500009'02'E 60.00' �y'fo� Q a 5. la 201 GRAr"Ic'!ME zO.Od LDN[. Q r KT IO 10, DU' LOT 68 - ao 00 O LOT 66 0 O MODEL: ui CNESAPEAQ K' (3-2) BLACK MNISNED I•LOOK ELEVATION- 4S.0)D In DRAINAGE TYPE: ' A ' iV Elc� • I A710 N 2 in z � lo,caz ID.DD' Ic.a CONCIRCR Dave 8 Al >kti ti 500009'02'E 60.00' FLO . SLAB ELEVATION N MUST Bt 1 f" ABOVE CWN _ CROWN COLONY W_ A1pF_ ADJAMNTMAD UNLOS -�- sooro"M OTHERWISE APPRO VM NOTM FLOOD CERnFlCAnON t. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SMACKS OF CROWN COLONY WAY BEING SOO10902 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTUREREAR. 2 �. HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: ' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X 7. SIDE STREET: ?O' 1. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO, 120289 OWO E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 199a THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 67 CONTAINS (SUBJECT TO CHANGE) 6,900 SQUARE FEET/O158 ACRES +/- THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS 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 AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA T1ONS/LEMWO. CR -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT -P.C.-POINT OF CURVATURE OR -OFFICIAL RECORDS P.C.C.-POINT OF' M/POUNO CURVATURE U.E.-UTN.ITY EASEMENT C-ARC LENGTH L.B.-LICENSED BUSINESS CH.8RG- BEARNVG Sd'11.E.-SIDEWALK& UTILITY EASEMENT O.U.&S.E.-DRAINAGE, UTILITY d• CENTERLINE A/C -AIR CONp1iONER PAD aDELTA CENTRAL ANG.E) D.11.E.-DR�VNA, d U*uITY EASEMENT SIDEWALK EASEMENT ALOT °r �` W.0.2003-2038 CAW FILE: CRONNC0l.67.DWG THIS SURVEY' NOl" VALID UNLESS CM80SSED REV_e7 ISION DAT TWTH TEE SIGNATURE AND FrA15E0 SEAL E CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: E77 Subdivision: CROWN COLONY Property Address: 122 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). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 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. 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. © 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. El h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FoLLow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. 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. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Wednesday, March 05, 2003 SIGNATURE: (By Owner or Authorized Agent) 4 AYt�NE INS. LM LAND SURVEYORS 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 630-9060 FAX: (407) 339-363e CERTIFICATE OF ELEVATION Address: 122 Crown Colony Way Legal Description: Lot 67, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 67, CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. C a v o n e Florida Surveyor & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9/ 12/2003 W.O. # 2003-12555 All ••1-• O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Impoftt Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO, Company NAIC Number 122 Crown colony way CITY STATE ZIP SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 67 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: [IGPS (Type): ( ##° - ##' - ##.##" or ##.#####0) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD MISURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNiTY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 112M94 STOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of Hooding) 12117C 0045 E 07195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings; ❑ Building Under Construction' ❑ Finished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(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 a sketch or photograph.) C3. Elevations — Zones A1A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1 A30, ARIAH, AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum INGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on tre FIRM? ❑ Yes ❑ No X a) Top of bottom fkxx (inducing basement or enclosure) o b) Top of next higher floc o c) Bottom of lowest horizontal structural merrther (V zones only) o d) Attached garage (top of slab) o e) Lowest elevation of machinery and/or equipment w 1° servicing the building (Describe in a Comments area) ft.(m) 22 X f) Lowest adjacent (finished) grade (LAG) �.�' s ft. m z' o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 05 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding irdommation from Section A For Insurance Company Use BUILDING STREET ADDRESS (IndudN Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, 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. El. 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 a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(on) ❑ 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 a4acent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery andlor equipment servicing 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 oommunitys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVES CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sedbns A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIGNAT, DATE TELEPHONE ,C /%fit'__ -AL_ . i ri/I/a�/! 3 407475,9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or oonmunityissued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS TITLE TELEPHONE DATE _. ft.(m) Datum: _. _ ft.(m) Datum: Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions k ' aM 1L r Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO6701 67 122 CROWN COLONY WAY ORLN-CRC CHEK3 LEFT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 126 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses arp decinnad fnr fan Asn^I—A 1%... IA.— Truss�IDRun Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 TEE1 -9-02 Roof Loads - VT 4-11-01 U-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V-9-02 A 10-9-02 W-9-02 B 10-9-02 W1 10-9-02 61 10-9-02-Zl Y 10-9-02 Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 Z1 10-9-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin 24.0" D 10 9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 J 1 10-9-02 J 3 10-9-02 K 10-9-02 Nor K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L 1 10-9-02 L2 10-9-02 L3 10-9-02 M 10-9-02 INV # DESC QNTY DATE: 2 2003 N 10-9-02 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 I SKH26R 2 Q 10-9-02 18361 sKH261_ 2 R 10-9-02 18363 Jus26 16 S 10-9-02 18370 1 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40-0 \� Icy i o a - z ;,� I � I� m— — 2 z — o — a -v COY T I Iv v jT I � i i I �I I+ I. i►�� ! ,� 1 j � I T 14, IS ; I SI i j j( Ht PRJ l HAM II I I Ic R j S �2j SKH26 HANGERS \ A - 4PLBY x. I o . (2) SKH2 HANGERS __j 12 — \ _ VOLUME CEILING E 4 - 12 — -—"---�— _ \ = 6• , F -= 6 wl __ G ILL -� ODD/SPACE I/ _ I F \ � — - cn ODP SPACE j d 12 E a g � 8'-Q/CEILING a I , I L_ Vy50A % I B1- 3PLY ERUFf28=�2`AARGEii- J3_�` x I + F/,HUH28.2 HANGER K ODD SPACE l' J1 III y I 1r•0' I ---I KCEILING CL I KNEEWALL K1 y i� J10CBILING,6�� \ J /KNEEWALL TO 11 0" -- 12 — Z4 I L _ - - _ -- / E"28.2 HANGER VOLUME CEILING K3 co — K5-STRUCTURAL SCISSOR GABLE I FIELD FRAME THJ26 HANG THJ26 HANGER H &Macom Z� / 1 16 ✓ I Io ^ I \ Z JOB NUMBER: CHEK3 CUSTOMER: REVERSED cal JOB NAME: CHESAPEAKE K DRAWN BY: OY DATE: 11-0-02 + r1 I j Z2 PITCH: 6112 & 4/12 O.H-4.: 1-0"8 13l4" _I BEARING : 8" LOADING: 33psf El> :v Iv zo•o s a 13 a FEB Z 5 2003 I HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ;s the responsiblllty of the nstallerfbuilder. bufldino contractor. licensed contractor actororerectlon contractor) to properly unload, store. handle install and ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised 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 orinstailer. 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 0 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. 7ORAGE27] '^TC°°^},r-s•rm•-^,..,�. !1 fl t Lrt Y 1c l., t �� J , c m,•I^'."^"°S°'`I^.. T�" NC, t.�, 'Y"� 't` � t"'n � r iy f, rrYr 'i .7. a lnly� i r�ri i� � Ir }%� i 1° � � Y a C �9 a .1 i 1 F � �;,� •.: �. Tag Line �Na'..i. mt�^ah»w�ri dta, a sa ar�rr*� GROUND' RiACkI G''6UI DrIff TERIOF a u! /�R.�( �� h �4L'NiilGhlhM� ;xap4 NM n 1 NI ACMa n„r c! , rx �D,B,���NG���ILD1`�G'��KXYEFtiOR 4' �dJ Typicalverlical / ettsohmenl nd Wsi Pisn r \ elf r Ground Brace Vertical* (GBV) Typical horizontal tie member with multiple stakes (HT) Prune of bran oup of trues* (EB) Frame 2 12 --� 4 or greater ,S\ 0. o s� 4�` OIrd\ ey .d Topchorde that are laterally braced call buckle togetherand cause collapse if there is no diago. nal bracing. Diagonal bracing ehould baeallad tothe underside of the top chard when purling areiattached to the topelde of the top chord. p�,IM • NI , 4 TOPS t? �TEfi ',L 9e'F id It"r t 3r T,1CibRD,i i CEa inn grdtf„ , iruss�eit LID to 32' 4 12 8' 20 7 5 Over 32' - 48' 4/12 6' y 0 7 Over 48' - 60' 4112 5' 6 1 4 Over 60' See a registered professional engineer ur - tvou9ias rlr-t.arcn st•+ - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace .tea lapped at least 2 Required trusses. 10° or Greater Attachment Required tAP�,TCFi'ED TRUSS a .�7 ..7Wrx'�. �'+, i ,j' N r ` N 1§7n\A� '�5'9�.`!Z•„•WP!L'i,`"" .I!•�n' tw 4•rGy.�" 41u' t .. 'uAif+'S.,•. X i� ,�: �: .O.tt:`.}h,7;i�"itrS ,i ti, .11 YI• l-w'li MINIMIJ IT P"C I N SFplFFEFt !TCERA���I�rtRACE rSaC" I( ' � J ; .>, ikl li ro" xwt t :".'SA 15Ft? :',SP,f HF i. Urp to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer Jr - uouglas Fir -Larch iF - Hem -Fir Continuous Top Chord Lateral Brace Required � l. 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. o• n'�ryo IV ero Q Top chordathat are laterally braced can buekie 4r QQ� togetherandcasino collapse lftheralanodiago• nalbrecing.Diagonal braoingshouldbenailed tothe underside of the top chord when pvrlins are attached to the topside of the top chord. �r SCISSORS ;TRUSS Frame 3 ! IJ`'{G� �rfi�� t i'rfe �e � ��' 1' 1 •i I ! 1'tY4A'&I ,; `pp h: G•!� TOP C did¢'' E CEdK 4V'IM! I 'CI �G,: SPAiP EAC CN^ ikCING(LBS)w� SF?DBg I�• i,ir;�aa "'4i7. T,.i on.,%hid°:SP u["ttusssj DFs-al SPF.HFri U to 24' 3/12 8 17 12 Over 24' - 42' 3/12 7' 1 p g Over 42' - 54' 3/12 6' g Over 54' See a registered professional engineer ur - uougias i-ir-Larch SP - Southern Pine 'HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle tooetherand cause collapse lethere iano diago. nnibracinp. Diapona(bracingshouldbenailed to the underside of the top chord when purllna are attachad to the topside of the top chord. MONO TRUSS!` 12 —13 or greater / r<6 :ail'd+t.. sJ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater ' Attachment Required •—/ tfNSTLATIC1N µT,OLERd1ClES pow qua ��th,r I T Lon) 1 '11 a It 1 � '� w, +tl�wi^te 1Kti I L�ln)! ' 200 4t„fijw Length Lon) Lesser of L/200 or 2" Lon) Les ser of L/200 or 2" Ia♦u ll.. Ir .�,d , . s. DESIGN INFORMATION Thls daslgn is fur an lDdt idrtal b W&V COMP-nent and Ins be= based on tafermanen Provided by the dfeot. lye designer diselaima any respOuj& ttY for damages as a result of f—fty — tocomet ty -M."o, spedDations and/or d-W- a" O Shed to the traass dr W.- by the dt.A and the or aecuaay. of this N-lon attm aS n may tht. to a spr e11k prq.et and accepts Do--p-05HAtir a m=bm no eoohol wah regard In fabd a- I*- h-0-s- atnpmesa Brad uafamtlon or kusies. This hn heal des►oW as an toll ldml t+a0dtag rnm—% Io ace-dance.ft AN91/'IPl I-1995 sad NDS-97 to be tneorpo�ted• a part o[ the busdmg A -Wm by a Huadtog �'Per hegbtettd atehaed; or Pmfeslonal MUWhtg deslgrter. for -PP—al. by me I.adhtga shown -sssl be ehedced Io be sure that the data shown anein apfeemcct with the local buddlag.odes. Tod Ot"a"" --a' fora`(-4 oraowr maa. Pf"-d 6PecaforU--sP-W aPPard loam. ME, shown, truss has not been desjVftd. for storage oroceupwn y toads. The design a..otaea. rOlyb"lon mc6 err! aontltna-, sPed0e4. Where bottom ebosds bl teaaloo are ot A* braced b I4 q�ehm�i bye braced at a� taaslmu- spamg d 10'-0' o.� ^_.,oneoer Phiem h.A be �tanuPamared fro- 20 gang. Got ed 653. Grade 40. ®Less etherwlse sbnwn, A FABRICATION NOTES PH- to kb-aljoa. we faLriotnr aha0 review 8 to I-115Y that tb8 dwwbsg b in tdhe a mo -Kh Lb. f+tat..t e. pism and to e far:wch rerl- A W are to be pot m Phtta n—mtt be h aka. lmots or dtstatted gram, Members ah.H b. cut far ngbt M-g mom to Wood beariarg, Con. tauv vrah 1—H be located on both faces of billy I- ded and sbaN be sym- about the Mint x-has atfshown. A Sa4 Plate Is 5- wide x C ioag. A th8 plate Is 6 wide a 9' Tmg. Slots (helesl roD paraUd to the plate l 7sglh aP`ak4, 0-019e -of. m web members shah Iota at the--nbow. f the webs unless othombeabawu. Cormedor Plate sire are-1°btma ataes based on the maces shown and msyneed to be traam<d for c tatn b_w. to ghe fa.1-red K es. (suss b twt r lardnLaat treated bribe,-Icsz othnwbe shown For addamual Info—tsom on g.a Cabal refer to ANSlfm 14995 PRECAUTIONARY NOTES All b—Ing to be fnil� m accord.. "lk tong aNh b-tailing a Hraciog•, 141"1. T... are be handtid vltb Putlnilar cue durhrg handing and deha.ry and toataaation to +soil for IdIR6 tn-- ana�igd .d P :ton and I—tesiabrg laml r..c a halt 6. 4-Va-d and laabned by olhers. Careful hand• Ung 1s tsse W clad aactimt bradng is ahnys nV,hm& t4toat M__Uomty adten for hxslaaUatidn tog bed Quaaes two avo li g 4�iw>d�b&e u-d— the O u i of pusana� elPecleactd as the kmbUatym of troascc Profs lat a) ad-11— ahaa be sought Nneeded. Concentration of coostxucmm Inds gtrater than the destp. loads shoo not be appned to busses at any Um- tlo toads other than the - woi6ht of the wectoss stay be aPPUed to tn> mrt6 after am fasleakw and br—1 g b compktaL MARONDA SYSTEMS MONO VALLEY VALLEY TRUE COMMON VALLEY SUPPORTING TRUSS VALLEY TRUSSES (TYP.) - COMMON OR GIRDER COMMON TRUSSES (TYP.) WO: VALLFY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. { 20 OR 416 5x6 DIAGONAL WEBS t x 3xfi OR REQUIRED WITH SPANS 214 GREATER THEN 26-0-0 316 114 0 0-4 214 3xfi 2x4 214 2x4 2x4 404 30 OR 3xfi i t 416 "R MAX. 6.0-0 O.C, (TYP) i 214 VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. i 2x4 OR 316 4x6 2x4 oR t 4x6 TI: VT QTY:1 (11 WHEN DIGAONAL WEB PRESENT USE 4X6PLATE (f) WHEN NO DIAGONAL WEB PRESENT USE ZX4 PLATE VALLEY MEMBERS AT t4d 24.O.C. (TYP) OR 2x4 2x4 2x4 3x6 _� VARIES 11 UP TOT 3x6 2x4 214 3e0 2x4 �MAX. 6-0-6 O.C. (TYP) M ELOWUS 48P x1 1 I� SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 43 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER, WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8` O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 909E OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'•tt EXCEPT AS SHOWN PIrATF.S . ARE TLZO GA TESTED PER ANSIfITI 1-1995 Cont. Support Maronda Systeins 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 FU (407) 321-3913 TOMAS PONCE P.E. LICENSE #MS0068 lsso GRFTN--. r-r.----..--- TfYHKEV 1r4k1: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. i BRACING WARNING: 0—Ing shown on this drawing b Dot ctectbn bmctng.. wind hradog. Portal lxaclo widch is apart. of the building design and which must be considered by the taadlu des�� �� shown b for late"d suP(rmt Of thus members only to rectum bu I provI i�er: Hodng made to anxi.— I teml fuasiOg at ends and sptctr d locatlons dq r. p� h' � must be Addtbwl brachrg of the Overa6 strudtue ma be hug low dtAp". (Truss Pate hutitu Y wed free HtB-9) of nsI tr. TPI. k located at 583 D'Onofrb Drive, AtadtsOn. Nlsronstn 5971 "l Studs @ 6-0-0 o.c Eng. Joh: W A LEY ET Dwg: Truss ID: VT Dsgur: TLI Chh: Date: 4-1-1-01 TIC Live 16.0 psf DUfFac - Lbc 1. 55 TIC Dead 7.0 psf DurFac - P11: 1.25 BC Live 0.0 Is O.C- SPacing: 24.0" BC Dead 2.0 psf Design Crilefia: TPI 1,-.4— n---- rtrr IJLVl;KINQ� DESIGN INFORMATION This drsigl is for an inditvlual building eornfm t and bus been basal on Informatlm provided by U,e chenL The designer dlscl kus any rrspona.buty for d --g— oa ..esvit ar faulty or Interred. WortmUon. sprtakallans; d/ar dnngns fumhl,.d to uu mess deigner by the ellad and the mrredness or amtncy It nm er IN. IM +mourn o y eels. ra .ape el(h project and accepts oo resPonsibilftp or ue.ctre na cwnbof'""' regud to rabr -- lkm. 1 a diing. Aft—catand I.utai6uon of creases. Thfa arc.. tars b.—deslgr.ed as an lrtdi' l m building mmp.,t In aerdarme aflh ANS(rm I-Im and Nos-97 to be In..wnted u pan «the baflding d—k. icy•. Rutfdb,g Deoogner (reghtercd uehftea ,r )uofesbnul n,glnca)- when revlvn-ed f'or oPproval by the bonding designer. the design iadtnga ahoa- U.—t bG cyneehed to be Sure that the data Shawl are In agfenneed wUh lh. bof building roles. bol rsarr.tfe records for wind or snow loads. P-9- PecNotbrn or sp-bI applied loads. Urdcss sllown.. truss has not bdestgned for st"e or occupancy loads. The dmtgn assumes oo.+rprsaslan d.ocda (!op or 6-torn) are mntlntr cooly braced by sheambg unl ys u e rajse spedned. where boUom chonh In fenutan am not ftdi, brand W—fly by a lsop_kv epplicd IW -Ahng. thg should be bra d at a #n 'dmtrfa slating of IcyV a.._ Connator Plates shall be tnulubctered Iran 20 gauge 6A dlpPed galvunlaed steel meetb.g ASTM A 653. Grade 40. unless otherwhe shoain. FABRICATION NOTES Pnla to fabrialwn, the fabrltator sinaU merles U.e dnwb.g to Berry ' ,al u.ls dnofng h va ca.Karsnv+ce wnh a- fabriml. es plane and to null.. It e,n+unuu,g resp.ns braty f soeh reA- flatbn. Any db-cl arrJe are to be put to x.Rhg before Boling or [absicatbn. Ptatcs shag not be Instafled over knotholes, knnols or distorted grain, 1.irn.be,s shall be cut for tight f Ufng wood to .road bcarhng, Con- ructnr plate shall tx located rn both laces « Ute Ws rauh nulls fully Imbedded and shah be sy7n, about the joint unless *0h 4se shown. A 5x4 plate 1s 5- a4de It 4' long. A 6s5 plate b 6' ride . Ir bog slofs (hole) n.. P.-UrA to U. Plate 1a gth sP Lied. M.N. —to on . h rn.crnb— shall meet at the cc..trord of the webs aNev atlnrneise shown.. Crr+-_L_ plate 91res are minimum sf." se Ind on tit. forces sllamt and may need to be trtoeased for ccrtaar hand- III%and/or em0*" stresses. Till.a Is trtesnot to be fabd.ated avid. fie relar.lant treated hrmber minas aU,errrhe shaven. .der r addLLfortal HIP GIRDER bdarmstlon on AuaiRy Control .der to AMt/Tn 1-1995 [AARONDA 2x OF WO: H TI: HIP QTYA BLOCKING ADDED TO TOP CHORD STEP 'HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24110.C.. '0 BE NAILED TO TRUSSES w/ 12" ON CEN_ STAGGERED PRF-ENG'D TR TOP WALL OF BUILDING PRECAUTIONARY NOTES tta bracb.g and erection +eeonuncndauons are to be foIL—.d in .cord.— with -Ft.,9 r6 iru:talW.g A RraW,g", f1t8.91. Ttvasa are to b. handled mile PaNeu4r ore dn.tng bandkrg and vanawrg, deWosyana lnsf.Uauon to awld dmage- Tm+Pora., ar+d P<n...nent fuam+g \S\W/ ��� vvv T TIN TYPICAL� l���I1 V `i.J®� �� J(r BLOCKING fen boiling torso h+. atmlgtn and plumb par Won and f lat—I i. L,r-Jlti O N STEP ��� rohUng a atoll be dmigned and lnst.Ucd. by others. Csrdul band- Bng is essential and erection bracig L. Strays tequaed. Normal prlraull6mly aftil for tnMC3 mqulra such temporary bracing doting baraaafktn belreea trr.ssa to asold loppWtg arvtdmraaea+g. Tbesapa.bkmofviceuw.« ' ■�/"�RI G: READ ALL NOTES ON THIS SHEET. -Pcd.'',aa be ..Iola" .'I or «pes- aspcn.nead to U. Inslnlle «4 of pe- [�M!aronda Systems A COPY OF 1NIS DRAWING TO BE GIVEN TO Wig. Job: Dwg: HIPDETAI �• prafessltuaradrlec tr beaa1— nit. ERECTING CONTRACTOR- Truss ID. HIP td UlC.an t barb. , loads -lab n bads plied t than t..,Lin dsslnUnv(h.appliedlo b,,,ah t N I 4005 MARONDA WAY BRACING WARNING- Dsg-: TLY 'rC Chit: Date: 10-20700 ,tin. .tic ofh.r than we . wclght f tf mcloM.11Ir a) pled Iv lrnsses ,rid a{l.r all 1� lcnbN: -I Mactn g SANFORD. Fr_, 32771 Bncb+gshown on t. drawing h not. rrerhon braewr_ Mod bneinq. peanut bnrdngorsIndlu bra i g which b a Part of the beading design anrd ohlch moil be Live TC Dpad 16.0 psf !-n DurFac - Lbr-. 1.25 DurFac - � Pit: i Is ran..pktcd- (407) 321-0464 Fax (407} 321-3413 j I TOMAS PONCE P.E. mnmlderv} by Ux boUd'a+ des shown h for htm.l suPpxt of inns members Dory to red,— buckltn Im g tgn<r• Raving made M anrhos latent B gU,- Plaa-bb.0 must be g at rnds and specUled Ivcatlam BC Z.IYC psr (l.() PsC .25 O.C. Spacing: rr P 2Q-0 LICENSE10050068R detcnni,ed by tb. buading det;+.or. AddlUonal bracing of the Deena stmdur. mat• 1x r a o,, egrtied. (Sm HIl7-9)o(TPII. (1'tws Pt t< hnutute. TPI, h fooled at 533 O O Aladtson BC Dead l O.f1 psr Design Criteria: TPI lesb mltEEnnnooK tT.mVlEmd,f15p78a LCr.o Nrro Dnt t w.acansln 537M. Cf7d8 n�S,.C: n-i-- er rein 1.r rva< TOTAL 33.0 7sF rr 00 _558- 29 DESIGN INFORMATION Tftis 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 Mconect Information. specgkatbm 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 e- sp efBc project and accepts no responsibility or exercises no tontrol with rrgard to tabriea- t1on. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wtO ANSI/TPI I.19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineerl- 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 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 bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of Ia-0^ o.c. Connector plates sham 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 sham review this drawing to verify that this drawing is In conformance withthe fabrtratoes plans and to realize a continuing responsibility for such veri- fication- Any discrepancies are to be put In writing before cutting or fabrication. Plato shall not. be Installed over knotholes. knots or distorted grab. Members Shan be cut for tight fitting. wood to wood bearing. Con- nector plates shall be located on bothfaces 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 8x8 plate is 6` wide x 8" long Slots (holes) tun paraikl to the plate lengthapeci ied Double cub on well members shall meet at the centrold of the webs unless otherwise shown_ Connector plate size, are Minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information. on Qual ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendailona are M be followed In accordance with 'Handling Installing & Bracing. lil"I. Trusses are to be handled with particular care during banding and bundling. delivery and. Installation to avold damage. Temporary end permanent bracing for holding trusses In a straight and plumb pos. nion and for resbitng lateral tortes shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing Is always required. Normal premutionary action for trusses requires such temporary bracing during installation ktween trusses to avoid toppling and dominnhrg. The supervision of erection of tic es sham 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 tame. No bads other than the weight of the erectors shall be applied to trusses until after all fastening aridbracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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 w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&HC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION; T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tel 0.23" RMB - 1.15 G T 4-5-12 0-6-6 Face = 0-3-12 3 00 I 0.8 WO: CHEK3 MULTIPLE LOADS -- This design is the composite result of multiple loads. A-11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 111 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT C014NECTION PER SCHEDULE: Support 1 1621# Support 2 1621# ..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 0.16 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 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.16 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED 8X10 3X6 6X8 10X10 TI: A =_ =_-__=-=Joint Locations__ ____________ 1) 0- 0- 0 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) 15- 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- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -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 41- 0- 0 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. REACTIONS PER BEARixa LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 0- 4- 0 4660 0 -1621 BOT PIIN 39- 8- 0 4660 0 -1621 BOT H-ROLL, 8X10 Q T 0-6-6 4-2-6 TT� 1 L 3.00 Face = 0-3-12 4660# 8.00" 17 16 15 �4 13 -7U 11-0 4660# 8.001n (R00-01 4000 1F -0 0 EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANS1/TP1 1-1995 1475N (R0-10.10) WARMING scale = 0.1595 : READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. Dsgar: TLY Chit: Date: 10-09-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psi DUrFae - Ibr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing le not erection bracing, wild bracing, portal bracing or similar bracing which 1s a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DUrFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown IS for Lateral support of truss members only to reduce buckling length. Provisionsmust be made to anchor lateral bracing atends andspecified locations determined by the building designer. BC Live 0.0 psi O.C. Spacing: 24.0" LICENSE #0050068 loos VANNFSSA Additional bracing of the overall structure mee may be required- (SHIS-91 of TPI). (R15uss Plate Institute, TPI. located at 58.3 D'Onoldo Drive. Madison. Wisconsin 53719). BC Dead 10.0 psi DeS:�tn Criteria: TPt 77 A Code DesC: FLA DR.OVIEDOXI-3176r TOTAL 33.0 psf Dejign: Maine Analysis JOB PATH: C:V'fiE-LOKUOBSICHEK3 _ HCS: 08.20.02 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 - incorrect Informauon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cglc project and accepts no responsibility or exercises m control withregard to fatnica- lion, handling shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPi 1-1995 and 14DS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local bulldmg codes, local climatic records for wind or scow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage ar occupancy bads. The design assumes compression chords (top or bottoml are corntreu- ousty braced by sheathing unless otherwise specified. Where bottom chards In tension are not fully braced laterally by a property applied rod ceiling. they should be brand at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise showu- 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- Ilcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed aver knothaes. knots ar distorted. grain. Members shall be cut for tight (thing wood to wood bearm& Con- nector plates shalt be located on both faces of the truss with saris 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 6" long Slots fholesl run parallel to the plate length specified. Double cuts on web members shag meet at the centrold M the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may teed to be tncmased 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/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed. In accordance with -Handling installing @ Brachtg', HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and penns.ocnt tracing for holding trusses to a straight and plumb Poo - Won and for -is" lateral forces shag be designed and restaged by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hrstallatlDn between trusses to avoid toppling arW dominoing. The supervision of erection of trusses shall be under the control of persons experienced re the installation of busses. professional advice shall be sought If needed. Concentration of construction loadsgreater than the design loads shalt not be applied to trussc 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. JB: CHESAPEAKE K 3 L. TOP CHORDS: 2x6 SP #2 HOT 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/950 at JOINT # 4 L--0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB = 1.15 T 5-1-12 0-" WV: cHfK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace mist extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod Per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 B1d Type- Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.62 12-11 3664 0.76 2- 3 -5333 0.61 11-10 3665 0.64 3- 4 -5387 0.51 10- 9 5402 0.83 4- 5 -5372 0.61 9- 8 3664 0.65 5- 6 -4072 0.64 8- 7 3663 0.76 TI: B QTY:1 _ _ =__ == == -==Joint Locations=======__===_ =1) 0- 0- 0 51 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-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 61 -1004 BOT PIN 39- 8- 0 1366 0 -1026 DOT H-ROLL PROVIDE UPLIFT CONNWrION PER SCHEDULE. Support 1 1004# Support 2 1026# � 6.00 tP FAO 6X8 4X6 sv>In ,___ Face = 0-3-12 3.00 l 0-S 1366# 8.0011 1-0-0 (RO-10-10) I EXCEPT AS SHOWN PLATES Im-aronda. Systems 4005 MARONDA WAY SANFORD, Ff.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ,40050068 1005 VANNESSA DR(WIEDO.r 32766 Design: Matrix Analysis LO 40-0-0 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 TWAKMIM(t: 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 noterection 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. ProvLsbm must be made to anchor lateral bracing at. ends and spedged locations determitle by the building designer. Addltional bracing of the overall structure may be required. (.See HIB-91 of TP11. (Truss Plate Institute. TPL is located at 583 D"Onofrio Drive, Madison, Wlsc %tn 53719I. T 0-6-6 4-10-6 5X6 3.00 Face = 0-3-12 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 1 7 1366# 8.00" (RO-10-LO) scale = 0.1595 Truss ID: B Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01n Design Criteria: TPI Code Desc: FLA JOB PATH: C:1TEE-L0KU0BSICHEK3 HCS: 08.20-02 J8: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION Ibis design is for an Individual building compofeent and has been based on hdormatfon provided by the client -'the designer disclaim" any responsibility for damages as a result of faulty or Incorrect information, speclomUons 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- clfk project and accepts no responsibility or exercises no control with. regard to fabd-- u-, handling,shipmentand installation of trusses. This tress has been designed as an individual buUdi ng component to accordance with ANSI/TPI 1-1995 and NDS97 to be incorporated as part of the building design. by a Building Designer (registered architect or professional engbeerj. When, reviewed for approval by the bulWing designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cbmatk records for wind or snow loads. project specifications or special applied lads. Unless shown, teas 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 specified- Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped W&antwd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shalt review this drawing to verify that this dr"ring is in conformance withthe fabricator's plans and to realize a continuing responsibility for such ver- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Wen knotboles, (mots or distorted gam. Members shallbe cut for tight f Wog wood to wood bearing. Con- nector plates shall be locatedon both faces of the tress with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is5' wide x 4' bog. A 6x8 plate is 6" wide x fr brag Slots (holes) nun parallel to the plate Length specified. Double cuts on web nembm shall meet at the cemmid of the weld unless otherwise shown. Co..ect- pate bias are mmhnum sfzes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unl sss otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-t995 PRECAUTIONARY NOTES All bracing a l 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, &livery area installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- mon and for resisting lateralforces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always -Mked. Normal precautionary action for "[rases requites such temporary bracing during Installation between trusses to avoid toppling and do miming. The supervision of electionof tosses shall be under the control of persons experienced In the installation of trusses.. Prafasbnat advice strati be sought if needed. concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to tosses until after all fastening and bracing s completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 DOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/426 at JOINT #15 1=-1.09" D= 0.44" T=-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB = 1.15 WU: 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. 3-PLY TRUSSI fasten w/3"x 0.3.20" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 806# Support 2 765# .TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 �3-PLYS REQUIRED B 1 ATY:3 ===Joint Locations=====_==_==== 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS - ---------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 BOT PIN 39- 8- 0 2334 0 -765 BOT H-ROLL 1V 6 0000 -6.00 8X10 3X6 6X8 Lnxla wfl Face = 0-*IZ- 3 J� 12-2-0 --o{ as �tr LY rg 17 16 15 2657# 8.00" Cd �1-0-0 A S (12) 2X4 866# 40 EXCEPT AS SHOWN PLATES ARE TL20 GA D PER ANSUTPI 1-1995' 13941 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marar Analysis VVIkKi INU: 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. Pmvstom must be made to anchor lateral bating at ends and specified location determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9 I of TPIl. rF-W Plate 1nsttute. TPI. s located at 583 U(Jnofrro Drive. Madison. Wisconsin 53719). T 0-6-6 4-10-6 NLO t 3.00 Face = 0-3-12 -pN- 12I 2334# 8.001, _ (Ra1a1o) We = 0.1595 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 nsf Truss ID: 81 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C: (TEE LOKUOBS(CHEK3 HCS: 08.20.02 DESIGN INFORMATION This design Is for an bdivldtal building component and has been based on tnfomation Provided by the clieirt. The deslger discla6ns any responsibility for damages as a result of faulty m Incorrect bformauom specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnetion as It may relate to a spe- cdk Projectand accepts no responsibility or ezereis s no control with regard to fabrica- tion. handling, stdpment and installation of trusses. This truss has been designed as an tmdhNdual building component in accordance wttt ANSI/TPI 1-1995 and NDS-97 to be incorporated. as Part of the building design by a Building Designer (registered archlted or professional engocerl. When reviewed for approval by the building designer. the designloadings shown must be checkedto be sure that the data shown are In agreement with the local building codes,. local climatic records for wind or avow loads. ProJeet specifications or special applied bads. Unless shown. toss 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. When bottom chords in tension are not fully braced laterally by a properly applied rigid ceilm& they should be braced at a maximunn sparing of l0'-0" o.c. Connector plates shalt be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing W verify that this drawing is in conformance with the fabrkztoes plans and to realize a continuing reap marallity for such verl- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes,. knots or distorted grain. Members shall be cut for tight fitting wood to wood beartng. Con- nector Plates shall be located on both faces a the trlW with raft fully Imbedded and shallbe syra. about the joint nmkss otherwise shown. A 5x4 Plate Is 5• wife x 4- long. A 6x8 plate is 6- wide x e" long Slots (boles) nun Par M to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This trims is not to be fabricated with Ore retardant treated hanber unless otherwise shown. For additiond information on gua ity Control refer to ANSI/7Pl 1-19% PRECAUTIONARY NOTES Allbmctng and erection me-mmemdatbtn are to be followed in accordance with •Handling installing & Bracing'. HM-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 Klan. and for resisting lateral forces shall be - designed and installed by then. Careful hand- ling is essential and erection bracing. is always requbed. Normal PmeauUorazy action for trusses reyuhes such temporary bracing during hsb dboon between trusses to avoid toppling and dominoing. The supervision of erection of tosses ahall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any tone. No loads Other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed C:t1kbA1'1:AKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 NEW: 2x4 SP #3 2x4 SP #2 2,4 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/999 L=-0.421 D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 T Face = 0-_J—V--3 0b2-2-4 0-8 WO: CHEK3 WE Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge Of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". KndLod per ASCH 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft Ka 40.0 ft Truss in INT zone, TODL- 4.2 psf, BCDL= 6.0 psf LWact Resistant Cornering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C QTYA _ _ ---- =+Taint Locations ==- - =-===-=-- 1) OH=O- 0 5) 40- 0- 0 9) 10- 3-3.1 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION ----- %-Lac Vert Boriz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCCBEDULg= Support 1 1008# Support 2 1030# 6X8 sYd n ,_,.. 1366# 8.00" is 1-0-0 �LoJiA (12) 2X4 40-0-0 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 Design: Mash Analysis TIIKK1114044: 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 shndlar bracing which Is a part of the building design and which must be camtdered by the building designer. Bracing shown 1s for lateral support of truss members only to reduce buckling length. Provisions must be made W anchor lateral brzcing at ends and specified locations determined by the building designer. Additionalbracing of the overall structure may be required- (See HlB-9l of TPI). Ross Plate imulute, TPI. is located at 583 D'Onoftto Drive, Madison.. Wisconsin 5371R. JOB PATH: C:lT66G0KV0BS1C116K3 5X6 3.00 Face = 0-3-12 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 T 1 6 1366N 8.0fI0_1, 1 (RO-10-10) scale = 0.1595 Truss ID: C Date: 10-09-02 DurFac -Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Indormatlon. providedby the client The designer dbd hits 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 inforintlon as it may relate to a spe- CID. protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, sh4-at and hutafinzi n of trusses. This truss has been designed as an individual building cornponent in accordance wftl ANSI/7Pf 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered archftedor professional engneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to he sure that the datashown are In agreement with the local building codes. local clbnatic records for wind or snow loads, prgect speelfcatfurs 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 cantitu- ausly braced by sheathing unless otherwise spaNfed- Where bad= chords In tension are Trot fully braced IateraAy by a properly applied rigid celhng, they shoukd be braced at a maxlmmn spacing of I(Y-T O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATIONNOTES Prior to fabrlmtion. the fabricator shad review this drawing to verify that this drawing is In conformarxe with the fabricator's plans and to realize a continuing responsibility for such verl- ftation. Any discrepancies are to be put in writing before cutting or fabrication Platesshall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beanng. Con- nector plates shall be located on both faces of the truss with nark rutty tmbedded andshall be sym about the Joint unless ollerwse shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long Slots [holes) run parallel to the plate length. specified. Double cuts on web members shall meetatthe centrold of the webs unless otherwise shown. Connector plate sizes are adnf rum sizes based on the forces shown and rosy need to be Increased for certain hand- ling and/or erection stresses. This thus Is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional hdonn ation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AA bracing and erectionrecommendations are to be followed Inaccordance with "Handling Installing dr Bracing', HI13-91. Trusses are to be handled with particular are during barnding and bund8ng. delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Afnn and for mats" lateral forces shall be designed and Installed by others. Careful hand- ling Is essenttal and erection bracing Is always requbed. Norrnal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domhnotng. The supervision of erection of trusses stall be under the control of persons experienced In the installation of tresses. Professional advice shalt be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to busses at any tire. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAK- K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT C13ORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 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/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEPLECTIONi T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 6 WO: ChtK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCH 7-98, C&C, V- 125mph, H= 15"0 ft, I= 1.00, Rxp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: CI ATY:1 ===_==- === -Joint Locations__________ ___ 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 Bar PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT COMWTION PER SCHEDULE: Support 1 1008# Support 2 1030# 6X8 Rxl o - Face = 0.3_`IZ3 01V-2-0 - 0-8-0 13669 8.0011 1-0-0 CdA ES (12) 2X4 40-0-0 EXCEPT AS ST;OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #'0050068 1005 VANNESSA MOVIEDOTI_37766 Design. Mmrix Andfysis VVAKIVING. 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. (anal bracing or shn8ar bracing which k a pant of the building design and which be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HID-9 t of TPI). Muss Plate Institute, TPI- Is located at 583 UOnofrlo Drive, Madison. Wisconsin 537191. -6 0000 5X6 3"00 Face = 0-3-12 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live - 16.0 psf TC Dead 7.9 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 mf T I 6 1366# 8.001, I (R0.10-10) scale ee 0.1595 Truss ID: C1 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE-LOKU08SICHEK3 HCS: 08.20.02 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 damagea as a result of faulty or incorrect tnfomation. specifications and/or designs furnished to the trusts 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 or exewes Ina ccnAol oval regard to fabrta- tbn,. handling. shipment and installation of trusses. This truss has beendesigned as an individual budding componentin 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 protessional engureed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the foal budding codes. local climatic records for wind or snow loads.. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 10.0" o.c. Connector plates shad 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 shad review this drawing to verify that this drawing is in conformance with the fabriator s plans and to readze a continuing responsibility for such vert. fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes,. kenos or distorted. gran. Members shad be cut for tight filling wood to wood tearing. Con. nector plates shad be bated on both faces of the truss with nags 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 9" long. Slots (holes) run parallel to the plate length sp-I led. Double Nis on web members strati meet at the centrold of the web. unless otherwise shown. Connector plate sizes am minimum sties based On the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on QuaRy' Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handiing Installing A Bracing', HIB-91. Trusses arc to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Won and for resisting Lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses -pares such temporary bracing dating installation between trusses to avoid toppling and. dominong. The supeniswn of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice strati be sought If needed. Concentration of construction loads greater than the design loads shaft not be applied to trusses at any it... No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: C; iESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BUT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.210 RMB - 1.15 T 6 0000 WO: CHEK3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= thlcl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering anti/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 6X8 8X10 6YR Face 0 �1-0-0 1366# 8.00" lit CdNA S (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 (1-4aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 011,MEDOXI-327Gri Design: Matrix 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 parof the budding design and which must be considered by the budding designer- Bracing shown is for lateral support of truss members only to reduce buckling length.. Provislons must be made to anchor lateral bracing at ends and specified lccatlors determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. ('Truss Plate institute, TPI, is located at 583 D'toofrio Drive. Madison. Wisamsn 537191. JOB PATH: CATE6-LOKVOSSICHEK3 D ATY:2 _======= -====,Toint Locations=====--==-=-- = 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ____MAX, REACTIONS PER BEARING LOCATION--_-_ X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL -6�00 5X6 6-2-6 0-6-6 TT� I h 3.00 Face = 0-3-12 1366# 8.00" (RO-10-10) scale = 0.1595 Eng. Jab: Dwg: Truss ID: D Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbc 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: FLAV:0 TOTAL 33.0 psf _ RCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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 b9ormation. specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this information as R may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabria- tion, handling, abipment and installation of trusses. This truss has been designed as an. Individual building component In accordance wR! ANSIrM 1-1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architector professlemal englneerl. When mvtiewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local c1Inatic records [or wind or snow loads. project specifications or special applied bads. Uniess shown, truss has not been designed for storage or occupancy loads. The design assume, compression. chords (Lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o. c. Connector plates, shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown, FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is In ."donnaree with the tabrkstofs plan and to realize a continuing responsibility for such veri. Bation. Any discrepancies are to be put in westing 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 hearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6xB plate a 6" wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cots on web members shall meet at the centrold of the webs unless otherwLu shown. Connector plate strew are minimum stun based on the forces shown and may need to be Increased for certain hand- ling andlor erection stresses. This truss is not. to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconmrendattons are to be followed In accordance with'HandMg installing & Bracing'. HIB-9I. 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 Rion and for resisting lateral faces shad be designed and installed by others. Careful hand- ing Is essential and erection bracing is always requied. Normal preautlonary actionfor tresses re"res such temporary bracing during Installation. between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tntsses. Professional advice shall be sought 9 needed. Concentration of constrmcuonbads greater than the design bads shad not be applied to tresses at any time. No bads other than the weight of the erectors shall be applied to russes tuntil alter all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNEC!'ION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION., L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" EMS - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the caEposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C14C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC...PORCE... CSI 1- 2 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 9TY:2 __- m==,Joint Locations=======__=_=_ 1) 0 0 0 6) 33- 1- 2 11) 20- 0- 0__ 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL 12.8-0 148-0 12-8-0 1 2 4 6 6 0000 _ 00 6X8 3X4 6xs Face = 0-*'T- 12-m 0-8-0 f � �xa T 6-10-6 0-&6 f 3•00 Face = 0-3-12 0-80 1 12-3-11 14-0-10 12-3-11 1 1366# 8.00" 13 1 11 1 9 8i 1-0-0 1366# 8.0011 40-0-0 11-0-0 CC�l1�) A (12) 2X4 ("(-RO-10-10) EXCEPT AS silo WN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 �-- Maron a SyStemS WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 3211 Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which B a part of the building design and which must be considered by the building designer. (407) 321-0064 Fax (407) 321-3913 Bracing shown is for lateral support of truss membersonly to reduce buckhng length Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). LICENSE, #0050068 (Russ Plate Instttute. TPI. Is located at 583 D'Onof to Dive, Madison, Wisconsin 53719). 1005 VANNFSSA DR0V1eV0.FL32768 Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSICHEK3 Eng. Job: Dwg: Truss ID: E Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf RCS: 08.20.02 J11: C:HESAPEAKE K 3 AC: 104 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the cllnt. The designer disclaims any respomlbWty for damages as a result of faulty or Incorrect Information, specglea.tions and/or designs furnished to the Wss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific prgect and accepts no responsibli ty or exeroise rw control wah rc�rd to (abnca- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 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 checkedto be surc that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botoml are continu- ously bracedby sheathing unless otherwise apeclned- Where bottom chords in ternston arc not fully braced laterally by a properly applied rigid ceflb*4 they should be braced at a maximum spacing of 10,0- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gatvartized 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 f brkuum's plain and to realize a continuing responsibility for such vert- nration. Any discrepancies are to be put In writing before cutting or fabnmUon. Plates shall not be installed over knots knotholes. knoor distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the inns with mlls fully kubedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long,, A W plate is 6' wide x 9- long. Slots (holes[ run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stm, are minimum sties based on the forces shown and may need to be Increased for certain hand- ling andlo, erection stresses. This tnnus 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 Aft bracing and erection -comet nd.0 na are to be followed in accordance with 'Handling installing @ Bracing. 1105-91. Trusses are to be handled with parUcufar care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary bracing during Installation between trusses to avoid toppling and domitrotng The supervision of erection of trusses shaft be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed Concentration of construction Inds 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 unto after all fastening and. bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 D.L. WO: 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCBEDLILE: Support 1 987# Support 2 1026# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 WE: MULTIPLE LOADS -- This design is the cougosite result of multiple loads. All C01PRESSr0N Chords are assigned to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125inph, H- 15.0 ft, Ie, 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in I19T zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.53 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 6X8 3X4 "A Face = 0--*-r -- 12-23 00 s{ 0-8-0 1 1 1366N 8.001, -- �� l,t 1 C�-0-0A S (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE, #0050068 Design: Matrix Analysis VVAKNI14(ii 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 partof the budding designand which must be considered t shownry One building designer. Brarmg . is For lateral of truss members only [o reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by fire buiklbng designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPT). frruss Plate Imututc. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). TI: F ==.joint Locations ..... ===__'_ 1)= 0- 0- 0 6) 32- 5- 2 11) 20-___0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-1.1 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 3365 103 -987 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL -6 L 3.00 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 sxs Face = 0-3-12 1 8 1366# 8.001,id _ (RO-10-10) scale = 0.1595 Truss ID: F Date: 10-09-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PA771: C-l1EF-L0K1J0BSICHFK3 HCS: 08.20.02 JB: CHESAPEAKE K s AC: 10# UPLIFT DESIGN INFORMATION Tics deslgt is for an individual budding component and has been based on information Provided by the client. The designer disclakns any responsibility for damages as a result of faulty m incorrect information- specliMaUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as ¢ may relate to a spe- cfflc project and scsepts no responsibility or exercises no control with regard to fabrtm- lion, handing, shipment and Installation d trusses. This truss has been designed as an bnd8ddual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. Project speckkatfoss 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 unless otherwise apecltkd. Where bottom chords to tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximums spacing of Ity-o" O.C. Connector plates shall tw manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fatxrcatm shall review this drawing to verily that this drawing is in conformance with the fabriostoes plans andto realize a continuing responsibility for such veri- flcatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be installed over knotholes, lints or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con- necter plates shall be Muted on both faces of the truss a with lb fully imbedded and shall be syn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" Mug. A 6x8 piste is 6 wide x 8" long. Slots thdesl run parallel to the plate length specified- Double cuts on web members shag meet at the centrold of the webs unless otherwise shown, Connector plate sties are minimum she' based on the forces ahown. and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown- For additional In$ormatmn on 8uality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and election 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 andinstallation to avoid damage. Temporary and pertinent brcing for holding trusses in a straight and plumb pos- Rion and for resisting lateralforces shall be designed and Installed by others. Careful hand - king is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during ltlstalhtfon between trusses to avoid toppling and douilming. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads grater than the design loads shall not be applied to trusses at any tt— No bads 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 CHORDSt 2x6 , SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D--0.29" T--0.57" MAX HORIZONTAL TOTAL WAD DEFLECTION: T- 0.42" MM HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20' RMB = 1.15 Q WO: WE: TI: t-i MULTIPLE LOADS -- This design is the ====as=x:—=u==JOint Locations=====_=_ lA11COMsite result of PRESSION Chords are lassumed to be ____ continuously braced unless noted otherwise. 2) 8- 3) IS- 4- 4 0- 0 6) 40- 0-10 10) 15- 4- 8 - 40- 0- WndLod per ASCE 7-98, C&C, V= 125wh, H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt= 4) 25- 0- 0 .7) 0 11) 8- 6- 8 8) 31- 5- 8 12) 0- 0- 0 1.0 Bid Type= Encl L= 580 ft W= 40.0 ft Truss ----MA%. REACTIONS PER BEARING LOCATION ----- in TNT zone, TCDL- 4:2 psf, BCDL- 6.0 psf %-Loe 0- 4- 0 Vert 1365 Horiz Uplift Y-Loc Type 114 Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 -984 HOT PIN 0 -1027 BOT H-ROLL TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4030 0.58 12-11 3623 0.79 2- 3 -3449 0.49 11-10 3645 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.49 9- 8 3645 0.66 5- 6 -4029 0.60 8- 7 3622 0.79 6X8 6X8 Face = 0-.Ikf2-- 12-2-03 0 o{ 0-8 t c 11 TO 1366# 8.00" 1-0-0 CC@W'4"A S (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 NAKtntnW: READ ALL NOTES ON THIS SHEET. Maronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY 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 budding design and which must be considered by the building designef. (407) 321-00614 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Prov6som must beBraclog made to anchor lateral bracing at ends and specified IoCatlor45 determined by the building designer. LICENSE #0050068 Additional bracing of the welall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI- Is located at 583 D'Onotrio Drive. Madison. Wisconsin 537191. 1005 VANNESSA DP-OVIEOU.7 32766 Design: Mafru Analysis JOB PATH.' C:ITULOKUOBSICHEK3 -6 0000 5A6 I 3.00 Face = 0-3-12 Eng. Job: Dwg: Dspr: TLY CIA: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DO I 7 1366# 8.00" (RO-10-10) scale = 0.1595 Truss ID: G Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 : CHESAPEAKE K 3 AC: 10# UPLIF i::i,. 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 Information, specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this tntormatton as it may relate to a spe- cific project and accepts no responsdodlty or everdses m rnrntroi with regard to fabaica- tbn. handling, shipment and tnstaltatlon of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Build" Designer (registered architect or professional engineer}. When re imed. for approval by the budding designer, the design loadings shown most be checked to be sue that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, taus 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 specdW- Where bottom chords in tension are not body braced latetaily by a prop" applied rigid telling, they should be braced at a maximum spacing. of 10'-0- o.c. Connector plates shaft be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATIONNOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing B in conformance with the fabricator's plans and to j realize a continuing responsibility for such veri- Ocatbn. Any discrepancies are to be put In wring before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shaltbe located on both faces of the truss with nails fully Imbedded andshall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holed run parallel to the plate length speci ted.. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum stocs based on the forces shown and may need to be increased for certain hand- dng and/or erection stresses. This truss is not to be tabncated with fire retardant treated lumber unless otherwise shown. For additional Information on gualty Control r re to ANSI/TPr 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. 1-1I13-91. Trusses are to be handled with Particular care during banding andbundlln& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a sbalght and plumb pos- Blon. and for resisting fated forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracr g is always required- Normal Precautionary action for '.: trusses MT11sm suchtemporary bracing dud" installation between trusses to avoll topphng and dormnamg. The Supervision of erection of trusses shall be under the control of persons experienc d m the Im A.H.Uon of trusses. Professional advice shall be sought if needed. Concentration of constructionbads greater than the design bads shall not be applied to trusses at any Urn, No loads other than the weight of the erectors shall be applied to imsses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 hlx%od per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAR HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-66-6 I 6 0000 WO: CHEK3 1NE• MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# -.TC... FORCE ... CSI 1- 2 -2360 0.50 2- 3 -2294 0.34 3- 4 -2069 0.49 4- 5 -2288 0.35 5- 6 -2352 0.51 BC ... FORCE ... CSI 10- 9 2048 0.55 9- 8 2049 0.47 8- 7 2040 0.55 5X10 6X8 TI: H ATY:I - =___--- =_====-Joint Locations- nmea=a==e:a:: 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 From PLF Tp--- TC Vert L+D -46 -1- 1- 9 -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 21- 1- 9 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 LES Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1377 0 -559 BOT PIN 19- 8- 0 1371 0 -559 HOT H-ROLL 2X4 2X4 4-0-6 P LA 0-G-6 5X6 8X10 3X8 5X6 20-0-0 10 1378# 8.00" 9 8 7 1372# 8.001' (R1-1-7) I 20-0-0 1 1-1_9 EXCEPT AS S11OWN PLATES ARE TL20 GA TEST�PEANZSVMI 1-1995 430# WARlei scale = 0.3010 : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr 1.25 SANFORD, Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 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 sho-rn is for lateral TC Dead 7.0 psf DurFac - Pit: 1.25 TOMAS PONCE P.E. support of truss members only to reduce buckling length. Pcovisians must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oveall. structure BC Live BC 0.0 psf O.C. Spacing: 24.0" I Design Criteria:s TPI LICENSE #0050068 1005 VANNESSA tHt may be required. tree HIB-9l d TPII, (Russ Plate Institute, TPI, is located at 583 DYMofrto Drive. Madison. Wisconsin 537191. Dead 10.0 psf . Co Cad DeSC: FLA .OMEDOYL32766 TOTAL 33.0 psf - 4- Design: Mary Analysis JOB PATH: CJTEE-LOKUOBS{CHF.K3 HCS: 08,20.02 DESIGN INFORMATION This design B for an Individual bulldhtg component and has been based on information provided by the client. The designer di--r-'--s any responsibility for damages as a result of faulty or Incorrect Information.. specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this information as it may relate to a spe- cilk p-ject and accepts no responsibility or exerrlses no control with regard to fabrics- tfon. handling, shipment and installation of trusses. This thus has been designed as an individual building component to accordance witt ANSI/TPI 1-1995 and. NDS-97 to be Incorporated - part of the building design by a Building Designer Ireggstetedarchitect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, k car climatic records for wind or snow loads, pralect 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 bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properiy applied rigid oeWng, they should be bmcod at a maximum spacing of 10'-(r o.c Connector Plates shall be manufactured Goo 20 gauge hot dipped galvanized steel meeting ASTM A 653. Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in mnfonnaoce with the fabricator's plans and to reafaze a continuing responsibility for such vert- 8catbn. Any dtsctepancses are to be put in writing before cutting or fabrication. Plates shall not be Installedover knotholes. knots or distorted grain. Members skull be cut for tight forting wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss withnams fully hnbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5" 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 $hall meetat the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sires based on the forces shown and my need to be increased for cettain hand - Ong and/or erection stresses.. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional lnformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with *Handling Instali{ng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and hnsfallation to avoid damage. Temporary and permanent bracing for holding trusses In a. straight and plumb pos- Itlon and for resisting lateral force shalt be designed and Wtalled by others. Careful hand- ling is esaentlal and erection bracing is allays required. Not -al precautionary action for louses requhes such temporary bratdflg during Imfallatbn between tnuses to avoid toppling and dondiming. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the ertdors shall be applied to trusses until after all fastening and bracing 1s completed. JB: CHESAPEAKE K 3 AC: 10# ii L' IFT D L. WO: TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" 14AX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 5-3-15 0-6-6 6.00 We: MULTIPLE LOADS -- This design is the comPOsite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 ft, I- 1.00, EV.Cat. B, Kzt= 1.0us Bld Type- Encl L. 58.0 ft W= 20.0 ft Trs in na zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -973 0.33 2- 3 -791 0.28 3- 4 -667 0.19 4- 5 -787 0.28 5- 6 -972 0.36 ..BC ... FORCE ... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 4X8 4X6 vno Jab 712# 8.00" 1-1-9 (R1-1-7) -1 20-0-0 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 1005 VANNFSSA OROVIEDOX1.32766 Design: Matrix Analysis WAKNIN(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 erecllon bracing- wind la bracing, portal bracing or similar bracing which a part of the building design and which must be considered by the butkUng designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of MI. ffYuss Plate institute, TPI. is located at 583 D'OnoGto Drive, Madison, Wisconsin 53719). JOB PATH: C:I7EELOKUOBSICHEK3 TI: I Qly:1 ==-_==========Joint Locations=====-________: 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 ----MAX- REACTIONS PER BEARING LACATION----- X-Loc Vert Horiz Uplift Y-Loa Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT R-ROLL 6�00 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 0-6-6 I 5X6 f- 1 l 660k 8.001r scale = 0.3171 Truss ID: i Date: 10-09-02 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA V--09.05.02- 7a95_ 11 RCS: 08.20.02 JB: CHESAPEAKE K 3 A%--. 10#UPLIFT D.L. DESIGN INFORMATION 7bts design is for an individual building component and has been based on information provided by the client The designer dbcialms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/- designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- efk project and accepts no msponstblhty, or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been deslgned as an fndividual building component to accordance with ANS(/7Pi 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtri—i. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the datashown are In agreement with the local building codes. local climatic records for wind or snow bads. Protect specifications or special applied bads. Unless shown. tlt ss has not been designed for storage or occupancy bads. The design assumes compression chords (top or twttian) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galy intzed steel meeting AST?A A 653. Grade 40. in otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is to conformance with the fabricators plans and to realize a c(Mlnuing responsibility for such verl- flcatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shallnot be Installedover knotholes. knots or distorted gale. Membets stag be cut for tight fitting wood to wood bearing. Con- nector pates shall 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. Slots (hoks) run parallel to the plate kn0h specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- Wng and/or erection stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/PI 1-1995 PRECAUTIONARY NOTES Alf bracing and erection recorrun ndalions arc to be followed in accordance with -Handling InstaOkrg. h Bradnir. HIS-91. 7Yusse_s 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- Illon and for restating lateral forces shall be designed and Installed by others. Careful hand. hug Is essential and erection bracing is always required Normal Precautionary action for trusses requires such temporary bracing during installationbetween trusses to avoid toppling and dominofng. 7be supervision of erection of tnrsses stall be under the —trot of persons experienced in the installation of trusses. Professional advice scull be sought If needed. Concentration of construction loads greater than the design loads shah notbe applied to trusses at any time. No toads other than the weight of the erectors shah be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ts 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-9-15 0-66-6 —L - I-Q WE: MULTIPLE LOADS -- This design is the ccrrposite result of multiple loans. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WhdLod per ASCE 7-98, C&C, V= 125aph, H= 15.0 ft, I- 1.00, Eipi.Cat. B, Kzt= 1.0 Bld Type Encl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -963 0.31 8- 7 816 0.40 2- 3 -753 0.26 7- 6 816 0.40 3- 4 -753 0.27 4- 5 -963 0.35 4X6 712# 8.0011 r 1-1-9 (Rl20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 WAR G: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY FL. 32771 BracSANFdRD. Bracingh is ah� on this drawing to not erectlon bracing. wind bracklg, portal bracing o stmfiar bracing par of the buddh g design and which. must be rnnsidered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown 1s for lateral support of truss merrduers only to reduce btwkltng length. Provisions must tw made to anchor lateral bracing atends and specified batons determined by the building designer. LICFNSE #0050068 Additional bracing of the overall structure may be required. fSee H113-91 of TPfi. (Truss Plate Institute. TM. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEMY1.32766 Design: Matrit Andysis !OS PATH: C.'ITEE-L0KU0851CHEK3 TI: J =_ ==Joint LOCations=====___=__=___ 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- o 81 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 0- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H-ROLL i i 712rY 8.001'11-9 1 (R1-1-7) scale = 0.3010 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 Truss ID: J Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.: 08.20.02 C-tESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an IndlvMuat building m coponent and has been based on information provided by the client The designer dnw.btma arty responsibility for damages ns a result of faulty or incorrect infmmatim spectfkations 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 ape- c@k prq-t and accepts no responstbWty or exercises no control with regard to fabrica- tion. handling, shlpment andinstallation of trusses. This truss has been designed as an individual building component in accordance with ANSIITPI 1-1995 and NDS-97 to be Wcorporated as part of the building. design by a Building Designer (registered architect or professional engineer). when reviewed for ppro-1 by the budding designer, the design loadings shown most be checkedto be sure that the data shown are in agreement with thelocal building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords Itop or bottoml are continu. ously braced by sheathing unless otherwise spe JBed. Where bottom chords in tension arc not fully braced laterally by a properly applied rtg1d ceiling. . they should be braced at a maximum spacing of 1(Y-0- O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibllity for such veri- fication Any discrepancies are to be put in wrHtng before cuing or fabrlaliom Plates shaltnot be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- j nedor plates shall be located on both faces of the truss with nails fully imbedded and stall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A tix8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Incased for certain hand- ling ad/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unlesserwise shown. For additional information onoth)tuanty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection recommendations are to be followed in accordance with -Handling Ing-Di ng a Bracing'. HIB-91. Trusses are to be handledwith particular are during banding and bonding, delivery and Installation to avoid ':. damage. Temporary and pemanent bracing for holding trusses Ina straight and plumb pos- Itlon and for restating lateral form shall be designed and mutated by others. Careful hand- ling b essential and erection bracing Is always :. requhed. Normal pre autbnary action for trusses mqukes 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 bads greater than the designbads sball not be applied to trusses at any tune. No loads other thanthe weight of the erectors shall be applied to trusses until after all fastening andbracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-9-15 WE: MULTIPLE LOADS -- This design is the coulposite result of nultiple loads. All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL_ 4.2 pef, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 4X6 6X8 70011 8.0011 1-1-9 (11 -7)� 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Andjysts 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 [raring, portal tracing 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. Prrnlsions 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 requhed. (See fit➢-91 of TPI). rrruss Plate Institute. TN. is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191, JOB PATH: C:ITSH-L0KV08S)CiILK3 TI: J 1 ATY:4 ==_______=====Joint Location=;= ==_=__====_ 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 Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BoT H-ROLL 00 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 osf 5-6-6 0-9-10 1 3X4 T_ 6 636# 3.50" scale = 0.3254 Truss ID: J 1 Date: 10-09-02 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 7827- 1: HCS: 08.X.02 JB: CHESAPEAKE K 3 A( DESIGN INFORMATION This deslgi is for an Individual building cmrponent and has been based on information Provided by the client- The designer disclaims any reaponsfbWty 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 and accepts no responsibWty or exercises no control with. regard to fabrica. tion. handling,. shipment and Installation of trusses. This truss has been designed as an Individual budding component is accordance watt ANSI/TPI 1-I995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registeredarchitect or professional engineed. When reviewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the Meal building codes, local climatic records for wind or snow loads, project speci fications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression re chords (top or bottom) acontinu- ous., 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 IO'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped O&Mnimil steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- j fkation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall he cut for light fitting wood to wood bearing. Con- nector plates stall be located on both faces of the truss with nadir fully imbeddedand shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent -id of the webs unless otherwise shown. Connector plate suns are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This buss 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 & Bracing, HIB-91. Trusses are to be handied with parUcular care during handling 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 Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dommolng. The supervision of erection of trusses shall be under the control of persons experienced In the batallatlon 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 unit[ after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 10# UPLIFT D.L. VVO; PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: 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 4-5-15 0-6-6 I 6 0000 3.00 1 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. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft w= 19.5 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -1753 0.40 2- 3 -1578 0.35 3- 4 -1383 0.36 4- 5 -1383 0.36 ..BC ... FORCE ... CSI 9- 8 1553 0.34 8- 7 1454 0.37 7- 6 113 0.13 J3 QTY:1 --==-==--=====Joint Locations== _=====-_ _ 1) 0- 0- 0 4) 13- 4-12 7) 13- 6 10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 19- 8- 4 645 0 -382 Top H-ROLL 0- 4- 0 701 168 -515 HOT PIN 4X8 3X6 0 6-11-12 1 9 702# 8.00° (Rl-1-n I 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 '—'—'--'WARNING.- READ ALL NOTES ON THIS SHEET. Maronda SWSte1n A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. MAR, 4005 MARONDA WAY BRACING WARNING: S6 FL. 3277I (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or stnri1ar bracing which is a put of the bWlding design and which must be consideredby the building designer. Bracing shown is for lateral support truss TOMAS PONCE P.E. of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spslfied locations determined by the building designer. Additional LICENSE 1/0050068 1005 bracing of the overall structure may be required. (See HIS-91 of TPO. Chess Plate Institute, TPI, is located at 583 D'Onohio Drive. Madison. Wisconsin 537191. VANNFSSA DR.0VIEUO.FL32766 Design: Matrix Analysis JOB PATH: C:17EE-L0KV0B51C1JEK3 Eng. Job: Dwg: Dsg-: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 038 6-4-s5�# 1.501r 0-38 scale = 0.3209 Truss ID: J3 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. Tf .4l E WE. 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. 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- clffc project and accepts no responsibility or exercises no control with regard to fabrica- tion- handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance watt ANSItM 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When re k..d for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown an In agreement with the local budding codes. local climatic records for wind or snow loads. projectspectflcattptts m special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottmml are continu-ously braced by sheathing unless otherwise specified.. Where bottom chords in tenston are not fully braced laterally by a properly applied rigd ceding. they should be braced at a maximum spacing of 10'-(r o.c. Connector plats 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 shad 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- fkatfon. Any discrepancies are to be put in writing before cutting or fabrication - Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood tearing. Con- nector plates shag be located on both faces of the truss with nalls fully Imbedded and shad be sym- about the joint unless otherwise shown. A 5x4 plate 1s 5" wile x 4" long. A 6x8 plate is 6' wile x 8" long. Slots (told rum parallel to the plate Iength specified. Double cuts on web members shad meM at the cenlrold of the webs unhss otherwt- shown. Connector plate slims are minimum sins based on. the forces shown and may need to be messed for certain hand. Ibtg 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 rcfer to ANSVIPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations air to be followed in accordance with "Handling instalhkrg & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and kutadaUon to avoid damage. Temporary and permanent bracing for holding t- In a straight and plumb pos- Rion and for restating lateral forces shall be designed and Installed by others. Careful hand. ling b-.,it.[ and erectlon bracing is always required. Normal precautionary action for trusses requires such temporary bmcft4 during Installation between trusses to avoid toppling and dondnohng. The supervision of erection of trusses shall be under the control of persons experienced Inthe luslaRatlon of trusses. Professional advice shall be sought 9 needed. Concentration of construction bads grater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the emeton shall be applied to trusses until after air fastening and bracing is completed- TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless (toted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-5-15 0-6-6 I 11: 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. WndLod per ASCE 7-98, C&C, V= 125uph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L= 58.0 ft W. 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Iagact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC... FORCE ... CSI 1- 2 -37 0.15 13-12 7 0.20 2- 3 296 0.30 12-11 4 0.11 3- 4 1196 0.44 11-10 -323 0.13 4- 5 511 0.29 10- 9 -430 0.19 5- 6 235 0.15 9- 8 -174 0.10 8- 7 -170 0.12 TI: K QTY:3 =_=_ _= _e:= Joint Locations===== _ _ _ ====_ 1)a 0 0- 0 6) 20 8- 0 11) 8- 0- 0 2) 4 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 185 173 -64 BOT PIIN 11- 6- 4 1282 0 -1076 BOT H-ROLL 13-4 0 11 7-" 11 1 2 14 5 6 6 0000 _ 3.4-8 10.80 I 4X6 0-6-6 i 4-2-6 � n 8-0-0 34-0 94-0 13 12 11 1 y g 7 185# 8.00" 1283# 3.50" 1-1-9 CANT: 940-0 20-8-0 (�1-1-9 COSME 1ftATES 4 2X4 ("-- EXCEPT AS SHOWN �LATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2803 Maronda Systems n 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNlSSA DROVIEDOYI-32766 Design: Mmrit Analysis rUAKNIMU: 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 tine budding design and which must beconsidered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prmislous must be made to anchor lateral bracing at ends and specitled locations determined by tine budding designer. Additional bracing of the overall structure may be required.. (See HIB-91 of 1W. rrnnss Plate Institute, TPI, is located at 583 D'Onohio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKUOBSICHEK3 Eng. Job: Dwg: Dsgur: TLY Chk: WO: CHEK3 Truss ID: K Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 313.0 Psi •0 02- - 1l HCi 08.20:02 K 3 AC: 10# UPLIFT D.L. WO: CHEK3 K1 ATY: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dtarEahns arty responsibility for damages as a. result of faulty or incorrect Information.. specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this information as Itmay relate to a spe- cdk project and accepts no responsibility or exeuct- no control with. regard to fabrtca- non. handling. shipment and installation of trtasses. This truss has been designed as an Individual building component In accordance with ANS11-M 1-19% and NDS-97 to be Incorporated as part of the building design by a Buffing Designer (registered architect or professional engineer). When hevlewed for app ov d by the building d-fgner, the design loadings shown mustbe checked to be sure that the data shown are to agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximumspacing of 10-U' o.c. Connector plates shall be manufactured Eton 20 gauge hot dipped galvanized steel m-ting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabitcaton, 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- Bcatfon. Any discrepancies sre to be put in writing before cutting or fabrlcatimt. Plates shall not be installed over knotholes, knots or distorted gran. Members shaft be cut for tight tilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls folly Imbedded and shag be sym, aboutthe joint unless otherwise shown. A 5x4 plate is 5' wide x 4" tong. A 6x8 plate is 6' wide x 8" long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the me kd of the webs unless otherwise shown. Connector plate sizes are mtnhnum sizes based on the forces shown and may need to be increased for certain hand- Wg and/or erection stresses. This truss is not to be fabricated with f1m retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed In accordance with -Handling installing 6 Bradt`'. 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 stratgrtt and plumb pos- ition and for resisting lateralforces shag be designedand installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses regales such temporary bracing during installation between trusses to avoid toppling and dominotng The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought 9 needed. Concentration of construction loads greater than the design loads shallnot be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to t- until after all fastening and bracing is completes. TOP CHORDS- 2x4 SP #2 BOT 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 CO?IIMMON PER SCHEDULE: Support 1 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 6-5-15 0-6-6 EM 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any sulmittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. WtidLod per ASCE 7-98, CBC, V= 125mph, H. 15.0 ft, I= 1.00, Eap.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 20.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Iuutpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 BC ... FORCE ... CSI 11-10 -18 0.22 10- 9 -350 0.17 9- 8 -256 0.16 8- 7 -260 0.23 __ ___ ======Joint 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 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 181 -56 BOT PIN 11- 6- 4 1282 0 -1.127 BOT H-ROTS, Ilk11-4-0 4-0-0 5-4-0 1 2 31 6 6.00 3-4-8 10.80 I 4X6 4X8 6.00 0-6-6 1 1 T 3-2-6 I- n k 34-0 94-0 11 10 g 7 186# 8.00" 1282# 3.50" CAN9-0-0 1-1-9 20-" ��_1-_1_-9_. COSI(�I�ATE (4) 2X4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2922 Maronda Systems WAKNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Jab: Dwg: Dsgnr: TLY Chk: Truss ID: K1 Date: 10-09-02 4005 MARONDA WAY TC live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 321-0064 Fax 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 deslgner. Bracing shown is for lateral TC Dead 7.0 psf BC Live Durfac - Pit: 1.25 O.C. Spacing: 24.0n (407) (407) 321-3913 supportof truss members wily to reduce buckling length. Puovislons must be 0.0 psf TOMAS PONCE P.E. Additin�bracingofthe-allstrnctx� naybemq'm locations (SKeHIgq ofby PI). bulkifngdesigner. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrko Drive, Madison. Wisconsin 537191. Cade Desc: FLA 1005 VANNE53A DROViED0.1`1-32766 I TOTAL 33.0 psf V' 0 .0 . 2- 3 - 1 Design: Matrix Analysis JOB PATH: C:11EE-LOKVORMCHEK3 HCS: 0920.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on information provided by the cdenL 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 8 may relate to a ape- till, project and accepts no responsibility or exerWea 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 ANSIfM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding ! Designer (registered architect or professional 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 agrevnent with the local building codes. 1 local climatic records for wind or snow loads. I 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 unless otherwise specified. Where bottom chords; In tension arc not fully braced laterally by a property applied rigidceding, they should be braced at a maximum spacing of I0'-0" o.c. Connector plates shad be manufactured from. 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator" plans and to realize a continuing responsibility for such verl- dcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain.. Members shall be cut for tight fiftmg wood to wood bearing 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 5- wile x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (toles) run parallel to the plate length speckled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sbus are minimum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss io 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 & Bracing'. HIB-91. Trusses -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- mon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essentlal and erection bracing is always requbed. Normal precautionary action for busses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. 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 wdght of the erectors shall be applied to trusses until after all fastening and bracing '.... Is completed. Jts: 1I.;tIt5ANtAKt K 3 AC: iU# UP1.0 D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125uph, B15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bid Type- Encl L. 58.0 ft W. 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02 D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.00 5-5-15 0-6-6 WO: CHEK3 WE: (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. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -806 0.28 13-12 683 0.15 2- 3 -609 0.26 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 20- 6- 4 546 0 -35 120# 9-4-0 8-0-0 3A-0 1 2 4 6 6.00 5X6 2X4 4X8 Ti: K2 ATY:1 _ ====Joint Locations=====_=___===__ 17 0- 0- 0 6) 20- 8- 0 11) il- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT B-ROLL 6 BOT H-ROLL 0-6-6 T 3-0-0 I- T 2-2-6 I n 13-0-0 I 7-8-0 I13 616# 8.00" 1-1-9 i2 11 1 2435# 4.00 g 7 546E " 3.50 (RI-1-7) 20-8-0 11-1-9 T AS agw#2-10-0 EXCEPT AS SHOWN PLATES ARF, TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 79iY (' R1-1-n scale = 0.2922 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Lmaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K2 CONTRACTOR. Dsgur: TLY Cnk: Date: 10-09-02 4005 MARON DA WAY BRACING WARNING: 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 part of the building design and which must be considered by the building designer. Bra dTrB TC Dead 7.0 psf DurFae - Pit: 1.25 (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 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 tl,e overall structure maybe required. (see HlB-9l of TPn. BC Dead 10.0 psf,,t Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI, Is located at 583 D'Onof io Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005VANNESSADP-OVIEDO.FL32766 0 TOTAL 33.0 Psf V:09 5.02- 32- 1 Design: Manx Analysis JOB PATH: C:ITEE-LOKUOBSICHEK3 11CS: 09,20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This destgn is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information.specifications and/or designs furnished W the truss designer by the client and the correctness or accuracy of this information as itmay relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrla- tion. handling, shipment and Installation of trusses. Thla truss has been designed as an individual building component in accordance with ANSI/'1PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown. must be checked to be sure that the data shown are In. agreement with the local building codes. local cltrrullc records for wInd or snow bads. project specifications or special applied Toads. Unless shown. Truss has not been designed for storage - occupancy loads. The design assumes compression chords (top or botiaml ate contimu- ousiy braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unhss 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 atfon. Any discrepancies ant 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- valor plates shall be located on both faces of the truss with nads fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wick x 4- king. A 6x8 plate is 6' wide x 8' long. Siots (holes) run parallel to the plate length. specified. Double cuts an web members shag meet at the centroldof the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increasedfor certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber urd— otherwise shown. For additional Information on Quality Control refer to ANSVM 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installft 3 Bracing. 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 stralght and plumb pos- Wort and for reslsung lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for busses requires such tempotrry bracing during Installation between trusses to avoid toppling and dormtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the iruta ration of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the deslgn bads shalt not be applied to trusses at any lime. No bads other than the weight of the erectors shag be applied to trusses unit) after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE. - support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 4-5-15 0-6-6 I WN MULTIPLE 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. WndLod per ASCE 7-98, CEC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 58.0 ft W= 13.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 926 0.36 7- 0 -747 0.16 2- 3 -766 0.39 0- 6 -962 0.21 3- 4 0 0.32 6- 5 -587 0.27 K3 QTY:1 ===_ ===_=====Joint Locations=====__=___=___ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BUT PIN 12-10- 0 422 0 -408 BOT H-ROTS, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 206# 7-" 5-8-0 1 2 4 6 0000 4X8 IYJ - JX4 3.00 --1 13.00 4-2-6 0-8-0 —� tszi 0_4_0 1 6-0-0�- 7 11 r 487# 8.00" 5 �® 1-1-9 . 423# 4.00" (RI-1-7)-I- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPr 1-1995 scale = 0.4674 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050%8 1005 VANNESSA DROVIEDOSL32766 Design: Matrix Analysis WAKN1r4U: 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 noterection bracing, wind bracing. portal bracing or stmtlar 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 required. (,See HIB_91 of TP11. (Truss Plate Institute. Tdn. Is located at 583 D'Onofrio Drive, Madison Wisconsin 53719). JOB PATH: C:l7EE-LOKU08SICHEK3 Eng. Job: Dwg: Dsgnr: TLY Chit: WO: CHEK3 Truss ID: K3 Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 ptsf _ - 3,e HCS: 08.20-02 JB: CiESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: 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 Inoarrect Information. specifiratbns and/or designs fumtshed to the truss designer by the client and the comxtness or accuracy of this Information as it may relate to a spe. cffk protect and accepts no responstbll:ty or exercises no control with regard to labrica- non, handling, shipment and uutallatfon of trusses. This truss has been designed as an individual building component in accordance wdtf ANSI/TPI 1-1995 and NDS97 to be Incorporated as part of the building design by a Building Designer (mustered architect or professional "need. When reviewed for approval by the Wilding 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 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 bottom! are continu- ously braced by sheathing unless otherwise specified. Where bottom chords hi tension are not fully braced laterally by a properly applied rigld ce111ng.,. they shouldbe braced at a maximum spacing of la-0" O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMU A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES Prior to fabrication. the fabrfcatm shall review this drawing to verify that this drawing is in conformantt with the fabrlmtor's plans and to realize a continuing responsibility for such veri- fleation. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be installed over knotholes. knots m distorted grain. Members shall be cut for tight fitting wood to wool hearing. Con- nector plates shall be located on both faces of the truss wtthnags 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" wile x 8- long. Slats (hots) cam parallel to the plate length specified. Double cuts on web members shall meet at the centrold of Nice webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be Increased for certain hand- Ifng 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 A➢bracing and erection recommendations are to be followed in accordance wth'Handling Installing & Bracing`. HIB-91. Trusses are to be handled with particular care during banding and bundling deb and installation to avoid damage. Temporary and pemnnent bracing for holding trusses in a straight and plumb pos- ➢ion and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shag not be applied to trusses atany tune. No loads other than rile weight of the erectors shall be applied to [ruses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, RV.Cat. B, Rzt= 1.0 Bld Type- Encl Le, 58.0 ft W- 13.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 0-6-6 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 543# Support 2 590# .-TC ... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 -836 0.43 6- 0 -606 0.15 2- 3 888 0.44 0- 5 725 0.18 5- 0 725 0.18 0- 4 -590 0.15 TI: K5 QTY:1 __ -==__=====Joint Locations=====__====.a:== 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Lou 0- 4- 0 492 49 -543 BOT PIN 13- 0- 0 491 0 -590 BOT H-ROLL 6 6-8-0 1 3 6.00 4X6 )o 3-10-0 - H is 3-10-0 3.00 3.00 0-6-6 4 ad 0-8 1 1 I 6-0-0 6-0-0 6 492# 8.00" 4' 1_1_9 492# 8.00" 134-0 1-1-1-9 GABLE STUAtI (16) 2X4 (RI-1-n l EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ®Z-0-0 o.c. scale = 0.4296 ■ Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D&MMI)OXE-92766 r11AKN1N(t: 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 wtudr is a part of the bcdlding d—ign and which crust be considered by tie building designer. Bracing shown is for lateral support of truss members anly to reduce buckling length. Provisions must be made to anchor lateral tracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required_ (See HIB-91 of TPI). rr-S, Plate Insmute. Tin. is located at 583 D'Onofrio Drove, Madison. Wisconsin 537191. TOTAL 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 33.0 psf Tnass ID: K5 Date: 10-09-02 DufFac - Pit: 1.25 O.C. Spacing: 24.On Design Criteria: TPI Code Desc: FLA Design: Match Analysis JOB PATH: C:IIEEWWOBSICHEX3 HCS: 08.20.02 DESIGN INFORMATION jThis design is for an Individual building component and has been based on infamration provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications arod/or d-fgns furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- i cffic projectand accepts no responsibility or exerrlses na control with regard. to faArira- tion. handling. shtpmem and installation of I tresses. This truss has been designed as an. individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer {registeredarchitect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local ellinatic records for wind or snow loads, pn4cet speclocallons or special applied loads. Unkss shown, truss has not. been designed for .image or occupancy loads. The design assumes compression. chards (top or bottom) arc 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 nrardmeun spacing of la-aw 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 fabricato's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies an: to be put In writing before cutting or fabrication, plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight losing wood to wood bearing. Con- plat- shall be located on both faces of the toss with nals 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. Skits dholesl run parallel to the plate length specified. Double cuts on web members shelf meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minknmn 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 lthmmatfou on Quality Control refer to ANSf/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling trutaleig A 8-chhC. HIB-91. Trusses are to be handled with particular cane during banding and bundling. deft—y and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poe, lion and for resisting lateral fortes shall be designed and installed by other Careful hand- ling Is essential and erection bracing Is always requlrcd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dom(notng. The supervision of erection of susses shall be under the control of persons experienced In the installation of trusses - Professional advice shalt be sought if needed. Concentration of construction bads greater than the design bads shelf not be applied in trusses atany time. No bads other than the weight of the erectors shall be applied to les trusses until aall fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L ATY:2 TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ® =___ =__ === = =====joint Locations======__==== HOT CHORDS. 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1)- 0- 0 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 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 nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace aalst extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 WndLod per ASCE 7-98, C&C, V- 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location Ha 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CROCK ION PER SCH]MDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -127 9- 2-14 in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Support 2 591# TC Vert L+D -202 12- 0- 1 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : BC Vert L+D -21 2- 0- 5 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -53 5- 7-10 L=-0.24" D- 0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX HORIZONTAL LIVE LOAD DEFLECTION: 1 2- 3 1694 1.00 - 4 -203 0.30 35# 87# X-(.oc Vert 13Jf /y. ) 546 HorizI Uplift Y-Loc ype Oj p�, TOP H-ROLLT T= 0.07" Z 366 262` -5G3 HOT PIN RMB - 1.00 L 13-1-14 1 2 3 3.33 4-5-10 0-6-1 I 0-66-6 4 T 1-7-12 1 2-6-5 1.68 I 11-9-1 6 5 367# 9.56" 4 1-10-9 547# 2.50" (R1-10-7) 12-6-10 �0-8-0 EXCEPT AS SHOWN PLATES ARE TI 0 GA 21# 5 TESTED PER ANSI/TPI i-1 5 64# (Ras-s) scale = 0.4437 Marunda Systems WAKNIING2 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Cot: Truss ID: L Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, F1.. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing ar aknitar bracing which s a fart of the building design and which must be nnsldered by the building designer. Bracing TC Dealt 7.0 f DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must ix BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified location determined by the building designer. Additionalra bcing of the overall structure may be r q lmd. (.Sees HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 rirss plate Institute. TPI. is located at 583 D`Onotile Drive. Madison. Wisconsin 537191, Code Dese: FLA 1005 VANNFSSA D1tOviEDO.FL.32766 I TOTAL 33.0 Psf - 8 _ Design: Minix Analysis JOB PATH: C:ITEE-L0KU0BSICHEK3 BCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L. WE: DESIGN INFORMATION 77ris design Is for an Individual building component and has been based on Information provided by the client. The designer disciairm any responsibility for damages as a result of faulty or '"cored Information. specdkaUo n 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- cgk project and accepts no responstbdtty or exercises no control with regard to fabrica- Bon, handhrg, shipment and innstailera— of trusses. This truss has beendesigned as an individual building component In accordance with ANSWI'PI 1-19% and. NDS-97 to be incorporated as part of the building destgn by a Building Designer (registered architect or prdessional engineer). When reviewed for approval by the. building designer, the design loadings shown must be checked to he sure that the data shown are inagreement withthe localbuilding codes. la®I ¢llmaUc records for wind rn 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 bottom] are continu- ously braced by sheathing unless otherwise specgkd. Where bottom chords In tenabn ate not fully braced laterally by a properly applied rigid ceiling. they should be braced at a ma.Vmum sparing of i(Y-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is in conformnance with the fabr c toe. plans and to realize a continuing responsibility for such vert- fi attion. Any discrepandes are to be put in writing before cutting or fabrkation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing, Con- . nector plates shall be located on both faces of the truss with nails fully imbedded and shall be "In- 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 cut% on web members shaft meet at the centrotd of the webs unless otherwise shown. Connector plate Sires ate minimum slur 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 mfomration on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing". HIB-91. Trusses are to be handedwith 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 rrsisttng lateral forces shall be designed and Installed by others. Careful hannd- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during bntallatbn between trusses to avoid toppling and dornmotng. 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 leads shall not be applied to trusses at any true. No loads other than the weight of the erectors shall be applied to tnrss. es until after all fastening and bracing is competed. 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COr4PRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry Ill 4" span framed to BC one face Oe 9" span framed to TC opposite face WndLod per ASCE 7-98, C4C, V. 1253mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 8.9 ft Truss in ENO zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CST 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 I" - 1.00 2-PLYS REQUIRED 3-0-0 Ti: L1 Locations===========__== 1) =0- 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 Pram PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L4-D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOC'ATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 HOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8XI0 dYft sxo 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSt/TPi 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAN"ESSA DROVIEDOX1.32766 Design Matrix Analysis 3-0-0 I 4 866# 3.50" scale = 0.7000 VTRkKJN1N4j: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Li CONTRACTOR. Dsgnr: TLY I Chk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFac 7 Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, ports.[ tracing or srndar bracing which is a part of the budding design and which most be considered by the budding desig designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is for lateral support of truss members only to reduce buckling length. Pmvlalons must be BC Live 0.0 psi O.C. S 24.0" Spacing: P g: 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-9I of TPq. BC Dead 10.0 psf 'Design Criteria: TPI (fnuss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V• 9 _ _ JOB PA771: C:(TUELOKU0nC11EK3 17CS: 08.20.02 DESIGN INFORMATION' This deign is for an tndtvktual budding component and has been based onkdomtation. provided by the corset The designer drs.dar...- arry msponsdodtty, for damages i s a result of faulty or incorrect infomrat(on. specifications and/or designs furnished to the truss designer by the client and the correctness or aavracy of this brformatlon as It may relate to a spe- cific project and accepts no responsdi8tty or exercises no, control with regard to fabrlca- ton, handling. shipment end installation of trusses. This truss has been designed e an Individual building component in accordance will ANSI/TPI 1-19% and NDS197 to be incorporated as part of the building design by a Building Designer (registered ambnecl 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 inagreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been deigned for storage or occur= loads. The design assumes compression chards (top or bottom( are matiru- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid adling, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shad) be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherivtse shown. FABRICATION NOTES Prior to fabrication. the fabrkator shall review this drawing to verify that this drawing is In conformance with the fabricator's plus and to realize a continuing msponslbWty for such ved- ficatlon.. Any discrepancies are to be put in writing before coifing or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Memben shall be cut for tight fitttrrg wood to wood bearing. Con- nector plates shall be located on both faces of the tns. with tuft fully imbedded and shad be sym. about the joint in otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x6 plate Is 6* wide x 8- king. Slots (holes) run parallel to the plate length specified.. Double cuts on web member shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and nay need to be increased for certain hand- ling and/or emcuon stresses. This truss Is not to be fabricated withfire retardant treated lumber unless otherwise shown.. For additional Information on Quality Control refer to ANSI/TPI L-1995 PRECAUTIONARY NOTES Ad bracing and erection mcemmendi&Uo are to be followed in accordance with -handling fmstading & Bradrig'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tr sites W a. straight and phrmb pos. Mon and for resisting steal foray shall be designed and inataded by others. Careful hand- ling is essential and erectionbracing is always requited. Norval precautonary action for trusses requires such temporary bracing during utsta lation. between trusses to avoid toppling and dominorng. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Prvfessfoml advice shad be sought if needed. Concentration of construction loads greater than the design Foads shall not be applied to tresses at any tore. No leads other than the weight of the erectors shad be apph d to trusses until after all fastening and bracing is co rnpleted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: _ TI: L2 QTY:2 70P CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to =___ ___= =====Joint Locations-==>:__ ___=_=___ HOT CHORDS: 2x4 SP #2 l�l either edge of web(s) shown. Bracing MUST be 1) 0-0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal embraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 a gmerets OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ T07AL DESIGN LOADS - --- BEAR. BLK: 2x8 SP #2 Brace rmrst extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LES Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 l+lndLod per ASCB T-98, C&C, V= 125mph, bearing- TC Vert L+D -48 3- 9- 1 HE 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -70 6- 1-15 Bld Type= Encl L= 58.0 ft Win 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L/577 at JOINT # 5 BC Vert L+D -44 6- 1-15 L=-0.25" D= 0.00" T=-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T. 0.06" MAX01O6 HORIZONTAL LIVE LOAD DEFLECTI 31# " 2- 3 -TO6 0.92 5- 167 0.47 i 7011 ---MAX. REACT DER BEARING LOCATIOdr----- _X-Loc Ver z Uplift Y-Loc Type Tie ` "i'3 0-10 71ggg 0 -591 TOP H-ROLL RMB - 1.00 13-1-14 0- 4-13 678 263 -609 PIN 1 2 3 F 3.33 4-5-10 0-6-1 I 1-00 1.68 2-6-10 I 11-6-10 6 5 678# 9.56" 4 1-10-9 1 719# 2.50" 11}6-10 L 0-8-0(R1-10-7) 6;y 19;Y t 441y 60N 76J7 EXCEPT AS SHOWN PLATES ARE TIL0 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4437 Marondd Sl/SteMS WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SA NFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sinflar bracing which s a part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss inemben only to reduce buckbng length provisions must be TOMAS PONCE P.E. made to uuhor lateral bracing at ends and speclued locatons determined by the building designer. Additlonai bracing of the overall structure may be required. (See HIS-91 of TPd. LICENSE #0050068 (Truss Plate Institute. TPI. s located at 583 D'Onofro Drive, Wilson, Wisconsin 537191. 1005 vANNE86A DILOMEDO.FL32766 Design: Mmriz Analysis JOB PATH: C.1TEE-L0XU0BS1CHEX3 Eng. Job: Dwg: Dsgar: TLY Ctd-: W Truss ID: L2 Date: 10-09-02 TC Live 16.0 psf DUrFac - Lbr•. 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf - V 9 7431 Res- 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 DESIGN INFORMATION I This design Is for an Individual budding i component and has been based on information provided by the client. The designer disdalms any responsibility for damages as a result of faulty or incorrect lnformation. 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- c9k project andaccepts no responsibility or exercises no controltr with regard to faim- jlion- handling, shipment and Installation of trusses. This truss has been designed as an j individual building component In accordance wttk ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building. Designer (registered architect or professional engineer(. When reviewed for approval by the building designer, the design loadings shown 1 most be checked to be sure that the data shown are in agreement with the kcal building codes. local climatic records for wind or snow bads. project specill attoru or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- 1 ously braced by sheathtng unless atb.,wt c specified. where bottom chords In tension am not fully braced laterally by a property applied rigid ceding, they shouldbe traced at a. maxkmum spacing of [Or-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's planes and to realm, a continuing. responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication_ Mica shag not be installed over knotholes knots or distorted gam. Members shag be cut ',.. for tight fittingwood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about thejomt unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" 'P wide x 8" long. Slots (holes? run parallel to '.. the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate slz are minimum sizes based on the forces shown and may need to be increased for certainhand- Ong and/or erection stresses. This truss is not to be fabricated. with fire retardant treated. bomber unless otherwise shown. For additional Inim motion on guahty Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InstaWng & Bracing'. 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- LLlon and for resisting lateral forces skull be designed and installed by others. Careful hand- ling is essential and erection tracing is always required. Normal precautko ry action for trusses requires such temporary bra" during installation between trusses to avoid toppling and dominotng The supervision of erection of trusses slug be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design bads shagnot be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to trusses until alter 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" we - 1.00 I 1 8XIO MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face On 0" span framed to TC opposite face KndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W. 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 2-PLYS REQUIRED =__=__ _=c:==Joint Locations=====_____===== 1) 0 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 PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARINt3 LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT H-ROLL This truss has not been designed for ROOF POKING. Building designer must provide adeq—te drainage to prevent pondfng. (0.25 in. ft. min. slope to brain). Truss must be marked to prevent UPSIDE DOWN erection. 4XR 3X6 5X6 3-0-0 NPN 2-4-0 rT- 6-6-8 16 1394# 3.50" 5 4 13944f 3.50" 141 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 MdrOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: L3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which la a part of the budding design and which most be considered by the budding designer. Bracing shown is for lateral. truss TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) (407) 32I-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Pr -trio— 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 M13-91 ofTPU. BC Dead psf 10.0 psf Desl n Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. ,.Ill Code Desc: FLA loos VANNESSA DfLOVIEDO.Ft.32766 I TOTAL 33.0 psf V 0 55- 5 Design: Maras Analysis JOB PAIN: CAT££-LOWOBSICH£X3 His: 09.2002 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- c fin project and accepts no rc.ponstb9ity or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building co-ponent In accordance wmh ANBd/7PI I-I995 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 budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, kxadclimatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage m occupancy loads. The design assumes co"npnssiwn chords Prop or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-0` o.e Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, undess otherwise shoasu. FABRICATIONNOTES Prior to fabrication, the fabricator shall review (his drawing to verify that this drawing is in cortfornance with the (abrfce e. plans and to realize a corillnufng responsibility for such verf- fication- Any discrepancies are to be put In wr" before cutting or fabrication. Plates shallnot be installed over knotholes, knots or distorted gain. Members shall be cut for tight (Itting wood to wood. tearing. Can - nectar plates shall be located on both fan of the truss with calls 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 6" king. Slots tholes) run parallel to the pule length specmted. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmi num 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 fabrlcatal with fist retardant treated lumber unless otherwbe shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-9l. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed andinstalled by others. Cardul hand- Whg Is essential and erection bracing Is always required. Normal precautionary action for (ensiles requires such temporary bracing during installation between trusses to avoid toppling and donhnohtg. 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 atany tbne. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing As completed. JB: t-HESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCB 7-98, CSC, V- 125mph, H. 15.0 ft, I- 1.00, EV.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 10.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 CHEK3 WE: TI: M QTY:12 Analysis based on Simplified Analog Model. ____==_=== =Joint Locations==.a---_--__-_ MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 448# Support 1 243# Support 2 518# .TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 il-0-o 1 2 3 4 000() 2-6-5 2.00 0-8-0 , 0-3-8 10-0-8 6 5 4 433# 8.00" tw}a 358# 2.50" 0--33--8— 10-" �) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (' RO-2-15) scale = 0.4694 Marondd SySteMS 4005 MARONDA WAY MAR, riHKN1N4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Chk: I6.0 psf Truss ID: M Date: 10-09-02 DurFac - Lbr. 1.25 $5 FL. 3A Bracing shownonon this drawing is not erection bracing, wind bracing. portal bracing or similar bracing is part of the budding design and which most be considered by the building designer. Bracing TC Dead 7.0 psi DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Isfar lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to arnchor literal bracirng at ends and specified locations determined by the building designer. Addlllonal bracing a the overall swdure Wray be required. (,See MB-91 of TPI). BC Dead 10.0 f Ps Design Criteria: TPi LICENSE #0050068 rrruss Plate Institute. TPI, Is located at 583 D'Onofr(o Drive, Madison, Wbconsin 53719). Code Dese: FLA tool wANNFSSA Dltoms00.rt.327% I TOTAL 33.0 psf a V: 05. 2- 7 _ Design: Manx Analysis JOB PATH: C:ITEE-LOKV0"CHEK3 HCS: (18.20.02 JB: CHESAP€AKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION Tuts 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 tneorrect Information,specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as if may relate to a spe- cffk project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and Installation of trusses. This truss has been deslgried as an individual building, component In accordance wilt ANSI/TP1 14995 and NDG-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 budding designerthe design loadings shown must be checked to be sure that the data shown are in agxement with the local huddling codes, Iota( clunatic records for wind or snow bads. project apecliimtkrns or special applied loads. Unless sbown, truss has not been designed for age storor occupancy loads. The design assumes compression chords (top or bottom) ase corttinu- 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 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped @dvanteed steel meeting ASTM. A 653. Grade 40, unless otherwise at.. FABRICATION NOTES Prior to fabriaUen, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabtkatoes plants and to realize a continuing responsibility for such verf- Acation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots" distorted grain. Members shall be cut for tight fitting wood to wood tearing Con- neclor plates shall be located on both faces of the truss with nails rutty Imbedded and shad. be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A firs plate Is 6- wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad coed at the centro4d. of the webs unless otherwise shown. Connector piste sizes are ndntmum at= based on the ford 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 All bracing and erection recommendatbrn are to be followed In accordance with "Handling installing & Bradne. HIB-91. Trusses. are to be handled with particular care during banding and bundling, delivery and krstallatbn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- lWnand for misUng lateral fora shall be designed and Installed by others. Careful hand- Ung is essential and erection ["acing is always required.. Normal precautionary action for hisses requires such temporary bracing during installation between trusses to avold toppling and dominoing. 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 loads stall no be applied to trusses at any time. No loads other than the welt. of the erectors shad 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 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W- 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 419# Support 2 520# "-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 N QTY:2 _==_ ___=====Joint Locations= =======___ 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0 0 2) 5- 1- 8 4) 10- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert H,oriz Uplift Y-Loc Type 0- 4- 0 417 264 -419 BOT PIN 10- 1-12 331 0 -520 BOT H-ROLL PROVIDE HORIZONTAL C(*RMCTION PER SCHEDULE s Support 1 264# 10-3-0 1 2 3 2-4-4 1-7-3 1 2.00 I 0-8-0 M 9-7-0 5 4 418# 8.00" 1-7-2 I 332R 2.50" (R1-7-0) 1 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNPSSA DR.OVIrDO.rL32766 Design: Marra Analysis r11F1KIV1i4(G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is no erection bracing, wind bracing, portal bracing m similar bracing which Is a part of the budding design and which most be considered by the building designer. Bracing shown[ Is for lateral support. of truss members only to reduce buckling length. Provisions trust be made to anchor lateral bracing at ends and specified locations determined by the budding designer. AddlUonal bracing of the overall structure may be required. (See HIB-91 of TFU (rross Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKUO"CHEK3 scale = 0.4971 Eng. Job: CHEK3 Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr" 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V _ < HCS: 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT CHEK3 WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the chcnt. The designer disclaims any responsibility for damages as a result of faulty or incunea 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- c flc project and accepts no responsibility or exercises no control with regard to fabrics. tion. handling. shipment and Installation of trusses. ibis buss has been designed - an individual building component In accordance with ANSI/TPI 1-19M and NDS-97 to be incorporated as part of the building design by a Building Desigur (registered architect or professional en0-1.. Where reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data. shown are In agreement with the local building codes.. local chma.tk records for wind or snow bads, project specifications m specml applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are cammu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigld ceding. they should be traced at a maxlmm n spacing of Iff-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantmd 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 conforrmance with the fabricator's plows and to realize a continuing responsibWq for such. verl- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearurg. 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 5.4 plate b 5- wide x 4- long. A 6.8 plate Is 6- wide x 8' long. Slots fhobsi run parallel to the plate length specified. Double cuts on web members shag meet at the centrvid of the webs unless otherwise shown. Connector plate sizes ate mtntmrmr sins based on the forces shown and may need to be increased 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 Indonnation on Quality Control ref to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing anderection mcommmdaliors are to be followed In accordance with ^Handling Installing dd Bracing'. HIB-91. Trusses am to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding t- in a straight and pi-b pos- Rion and for resisting lateral forces shag be designed and installed by others. Careful hand- . ling 6 -it.] and erection bearing is always required- Normal precautlona y action for inissea M"res such temporary bracing during Installation between Musses to avoid toppling and dmmirwh4 The supervision of election of trusses shag be under the control of persons experienced In the installation of buses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design leads shag not be applied to trusses at any time. No loads dither than the weightof the emetos shall 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 WndLod per ASCE 7-98, C&C, V- 125nph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft We: 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 420# Support 2 446# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 O QTY:2 _ ===== _ =====____ Joint Locations==______ 1) 0- 0-=0 31 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 --MAX. REACTIONS PER BEARING IAC.ATION----- X-L0c Vert Horiz Uplift Y-Loc Type 0- 4- 0 319 257 -420 BOT PIN 7- 1-12 232 0 -446 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 257# 7-3-0 1 2 3 Q 2.00 I 0-8-0 I I 5 I 319# 8.0011 1-7-2 (R1-7-0) �e EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Lmaronda %virstems) ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMNPSSA OROVIEDO.r132766 Design: Matrix Analysis 7-3-0 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 bmchrg 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 Provisions must be made to anchor lateral bracing at ends and specified to atkms determined by the budding deshgrter. Additloml bracing of the overall structure may be required. ('See HIS-9I of Tpt). fflvss Plate institute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH: C.'ITEE-LOKUMICHEK3 233# 2.50" scale = 0.6513 Eng. Job: Dwg: Truss ID: O Dsgur: TLY Cork: Date: 10-09-02 TC Live 16.0 psf DurFac - ME 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 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 5 - 8 - HCS: 08-20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This designis for an Ind(vldual budding component and has been based on Information provided by the event. 'Dire designer disclaims any responsibility for damages as a result of faulty - incorrect tnformtatfon. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cgic protect and accepts no responsibility or exercises no control with regard to fabAca- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer- When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local climalfe records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or botte nj arc continu- ously braced by sheathing unless otherwise specified. Where bottomchords in tension are notfully bracedlaterally by a property applied rtgld telling, they should be braced at a max1mum spacing of 10'4r o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanlzed steel meeting AS1M A 653. Grade 40. unless olherwlse shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to reallee a continuing responsibility for such vert- fimtim Any discrepancies are to be put M writing before cutting or fabrication. Plates shall not be installed over knotholes. (mots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the in— with naffs fully Imbedded and shall be sym.. about thetoint unless otherwise shown. A. 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 8- wile x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web mambas shall meet at the centr lei of the webs unless otherwise shown_ Connector plate sirs 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 trJomratfon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations ate to be followed in accordance with -Handling Installing & Bracf W. HIB-91. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoM damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mon and for resisting lateral forces shall be designed and. Installed by others. Careful hand- Ifng is essental and erection bracing is always. required. Normal precautionary action for trusses requires such temporary bradhg during installationbetween trusses to avoid toppling and doninoing. The supemislon of erection of tresses shalt be under the control of persons experienced in the installation of trusses. professional advice shall be sought if traded. Concentration of construction bads greater than the design bads shall no be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: 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 2-2-11 0-6-6 0-8-0 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. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P ATY:2 == Joint Locations ==an==seen=_n 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 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I= 1.00, KV.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W. 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 11 1 2 - 4 2129r 8.00" 1-7-2 (R1-7-0) 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 Design: Matrix Analysis 2.00 I 87# 2.50" — 4-3-0 54# C/L: :11-120" Over 3 Supports scale = 0.9442 WAKF411M V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgiir: TLY Chk: I Truss ID: P Date: 10-09-02 TC Live 16.0 psf DufFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building deslgn and which must be considered by the budding designer. Bracing s .shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" g: made to anchor Lateral bracing at ends and specified locations determined by the building designer. Addltfooal bracing of the overall structure may be requhcd (See 1118-91 of TPII. 6(` Dead 10.0 f ps Design. Criteria: TPI uss (bPlate institute, M. is located at 583 D'Onofrto Drive, Madison. Wtscrosin 53719). ..1.. Cade Desc: FLA TOTAL 33.0 psf .0 0 - - 41 JOB PATH: CA7EE-L0KU0BSICHEK3 HCS. 082002 JB: CHESAPEAKE K j AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an indNldual 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 Ieon"ct Womatbn, ns specYkallo and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- .. cltk prgect and accepts no responsibility or ermmh;es no control with regard to fabrim- trun, handitng shipment and installation of lrusse. This truss has been designed as an individual building coruponent in accordance with ANS IM 1-1995 and NOS-97 to be incorporated as part of the building deslgn by a Building Designer Iregistered architect or profesforaf enghwerl. 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 lies) building codes, local clitatk records for wind or snow loads. prgect specs irallons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes c*mpresslon 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 10'-0• o.c. Connector plate shallbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, tie fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to maifine a continuing responsibility for such verb fication Any discrepancies are to be put in writing before cutting m fabrication. Plater stall notbe installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con - rector plates stall be located on both faro of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 plate is 5- wide x 4- long A 6x8 plate is 6- wide x 8- tong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meetat the centrold of the wets --unless otherwise shown. Connector plate sizes are armtrnum alms 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 ANSIfM 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be (allowedinaccordance with -Handling InstaWng & 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 for holding trusses In a straight and plumb pos- nfon and for misting lateral force shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and daotkrobtg. The supervbbn 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 than the design ads shall not be applied to trusses at any time.. No loads other than the weight of the erect*" shall be applied to trusses until after all 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 bear PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# 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 composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 N =___ _ _====-JOint LOCatiODB======__====_=_ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 HOT PIN 1- 7- 0 47 0 -125 HOT H-ROLL 1-8-4 1 2 F-4.00 _ 2-00J 0-8-0 Plate Height 14 = 0-2-1 3 1138# 8.00" 48# 2.50" I 1-5-4 (R1-7--7-0) 1. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 WARN I GS READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. Dsgur: TLY CINk: Date: 10-09-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is noterection baring, wind bracing, portal booing or sintliir bracing TC Dead 7.0 psf DUrFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is fro' lateral support of taus members only to reduce buckling length. PrmisNms must he BC BC Live 0.0 psf Design Criteria: TPIO'.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. BCC Dead TOMAS PONCE P.E. Additional bracing of the overall structure may he required- (See HIB-91 of TPI). d 10.0 PSI` "/CS9 LICENSE #0050068 rl-rues" Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA. DROVIEDO.ri72766 I TOTAL 33.0 psf 9. 0 - 9- 4' Design: Marls Analysis JOB PATH: C.lTEE-LOKVOBMCffEKJ RCS: 08.20.02 JB: CHESAPEAKE K 3 AC: I0# Ur__ FT D.L. DESIGN INFORMATION This design Is for an Individual budding component and has been based on mfo[nmtbn providedby the client The designer disclaims any responsibility for damages as a result of faulty incorrect trdearamion, speclAcaUans and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformation as A may relate to a spe- cdBe project and accepts ne responsibility or exercises no control with regard to fabrca.- tbr, handling. shipment andinstallation of trusses. This truss has been designed as an Individual building component In accordance will ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the building design by a Budding Destgner (registered architect m professional engineer). When reviewed for approval by the budding designer, the design Iaadtnga shown must be checked to be sure that the data shown are In agreement withthe local building codes, local climatic records for wind or sorrow loads, project specifications or special applied loads. Unless shown, tress has not beendesignedfor storage m occupancy loads. The design assumes compression chords (top or bottom) are cvnUnu- ously braced by sheathing unless otherwise specSted- 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'-0' 0­ Connector plates shall be manufactured from 20 gauge hot dipped gahamred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that lib drawing is in conformance with Use fabricator's plats avid to realize a continuing respunsdbWty for such veri- fleatfon. Any dscrepancks are to be put In writing before cutting or fabrl®tlon. Plates shall not be installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located one 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- long slots (hole.) run parallel to the plate length specified. Double cuts on web members shall meetat the centred of the webs unless otherwise shown. Connector plate sfzes are minimum sues based on the forces shown and may need to be. increased for certain hand - Ong and/or erection stresses. 71iIs truss is not to be fabricated with the retardant treated lumber unless otherwise shown. Fox additional Information on Quality Control refer to ANS[/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendation are, to be followed In accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled withpamticuiar care during bending and bundlkrg, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential anderection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobng The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses atany time. No bads other then the weight of the erectors shall be applied to trusses 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. PROVIDE UPLIFT CONNECTION PER SCMEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L--0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.020 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 3-10-3 0-6-6 i 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. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 235# TC... FORCE ... CSI .BC ... FORC9... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R QTY:2 ====Joint Locations==— ==_ _ =====_= 1) =0- 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- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 £t, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 6,0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 2-2-8 1-4-2 I 3.00 I 0-8-0 1 5-4-8 4 3 248N 8.00" 127# 2.50" 608 76# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports -114 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DKOViEDOXL32766 Design: Matrix Analysis 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 erectionbracing, wind bracing. portal bracing or stmllar 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 tm " members only W reducebuckling length.. Pensions must be made to anchor lateral bracing at ends and sPaclfied locations determined by the building designer. Additional bracing of the overall structure may be requked. (See HIB-91. of TP11.. (Truss Plate Institute, TPI. Lc located at 583 D'Onofrb Drive. Madison. WlscarsN 53719). JOB PATH: CATEE-LOKVOBSICHEK9 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: R Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA "CS.' 08.X).02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 DESIGN INFORMATION This design Is for an Individual building component and has been based on i feimt.n providedby the ch—L 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 Information as It may relate to a spe- c8bc project and accepts no responsibility or exenYaes no mnlrot wfOn regard to fabrica- tion, handling, shipment and Installation of trusses, This truss has been designed as an Individual building component in accordance with ANV/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltact or professional engineers. When reviewed for approval by the building designer. the design loadings shown. must be clucked to be sure that the datashown are In agreement with the local building codes, beat rJlnrattc recrords for wired a snow toads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionare no fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximumspacing of 10'-T o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanized steel meeting AS'fM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shallreview this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any dtscrepancfes are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots m distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on loth 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 a 8" long. Slots Moles) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroll of the webs unless otherwise shown. Connector plate sin are minimum sizes based on the forces shown and may need to be Increased for certain hand- Wrg 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 I4995 PRECAUTIONARY NOTES All bracing and erection reco.nnewdauous are to be followed in accorderue with. -Handling Installing Q Bractng". H18-91. TSusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for folding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- 1mg Is esseratal anderect.. bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Musses to avoid toppling and domkioing, The supervision of erection of trusses shall be under the control of persons experienced In the Installatiori of busses - Professional advice shall be sought 9 heeded. Concentration of construction bads greater than the designbads 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, PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support --2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01' no = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LORDS -- This design is the composite result of multiple loads. All ClOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction --TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 ATY:2 =========Joint Locations=====__ _=_=_== 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 HOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, H- 15"0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Eric L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 d 3.00 a8-o 4-0-8 4 3 205# 8.00" 98At 2.50" 1-1-9 � e e 4-8-8 60# 50" (R1 1 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports C/L. 74 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROViEDO.M32706 Design: Mdfrit Analysis v1lAKVI14V: 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 stmtlar 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. Provisions n.rst 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 Hill-9l of TPII. (mess Plate institute, TPI, is located at 583 D'Onof c Drive. Madison. Wisconsin 537191. JOB PATH: CA7'EE,L0KlJ0BSICHEK3 Job: Dwg: Dsgur: TLY Chit: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: S Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: -IJ# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaim i any respomlbnity for damages as a. result of faulty or brcoreet information, specifications and/or designs furnished to the truss designer by the client and the correct— - accuracy of this information as K may relate to a spe- I cific prgcet and accepts no responsibility or i exercises no eurttrol with regard to fob"-. ' tion, handling, shipment and installation of trusses. This truss has been designed as an individual building. component in accocdaacc wntl ANSI/TPI I- 1995 and NDS-97 to be incorporated as partof the building design by a Building Designer (registered architect or professional engWc-). When reviewed for approval by the building designer, the designkradtnp 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. prged speclfloati— or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specKied- Where bottom chords to tension are not fully braced laterally by a properly applied rigid aWrrg, they should be braced at a maximum spacing of l(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot '., dipped gahanved steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to valfy that this drawing is in conformance with the fabricator's plans and to malfu a continuing responslbWty for such vert- fimtJon. Any discrepancies are to be put in writing before cutting ar fabrication. Plates shaft not be installed wer knotholes, knots or distorted grabs. Members shall be cut for tight fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nafs fully imbeddedand shall be symc. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x6 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members %ban meet at the antroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shower and Wray need to be increased for certain hand- . ling aid/or erection stresses. -Ms truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional ;ref rmauon on Quality Control rd- to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection reconmendatiom are to be followed in accordance with 'Handling installing & Bracing'. HIS-91. Trusses arc to be handled with particular care during bandhig and bundlLM delivery and bstallation to avoid damage. Temporary and permanent bracing (or 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 bracing during Installation between trusses to avoid toppling and dombwbtg The supervision of election of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction toads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.001 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RIB - 1.15 2-6-3 1 0-6-6 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. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T IQTY:2 =_- ----===a,'Toint 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 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 2-8-8 4 3 161# 8.00" 70# I 1-1-9 3-4-8 �e n 2 50" (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/WI 1-1995 Over 3 Supports C/L: -34 scale = 0.8355 WARNING: READ ALL NOTES ON THIS SHEET. Erg. Job: MarOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: T CONTRACTOR. BRACING WARNING: Dsgur: TLv Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on the drawing is not eredlon bracing, wind bracing. portal bracing or similar bracing which is a part of the bundtng design and wMch must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Pmvi ima must be BC Live 0.0 psf O.C. Spacing: 24.0" PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structum may be required. (See HIB-91 of TPn. BC Dead 10.0 p sf Design Criteria: TPI LICENSE #0050068 L. is (Truss Plate Institute. TP1—ted at 583 D'Ono(rfo Drive. Madison. Wisconsin 53719). ,.f� Code Dese: FLA 1005 VANNF.S5A DP-OVI£DO.Ft32766 TOTAL 33.0 psf V:0 0 R Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSICHEK3 HCS: 0&20.02 DESIGN INFORMATION This design is for an Individual budding component and has been bused on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or hxx;rrect information. specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cffic project and accepts no responsibility or exercises no control with regard to fain - Uon... handling. shipment and Installation of trusses. This trrras has beendesigned as an individual building component in accordance with ANSI/TPt 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional erigheed. When reviewed for approval by the building designer. the design loadings shown must be checkedto 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 loads. The design assumes compression chords (top or boUoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid cefl[ng, they should be braced at a maximum spacing of W4)" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaWudred steel meeting ASTM A 653. Grade 40. unless otherwise shows FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In o—formance with the fabricators plans and to realize a continuing responsibility for such vert- 0mtlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots - distortedgrain. Members shall be cut for tight filling wood to wood bearing. Con- rrector plates dull. be located on both faces of the truss, with nags fully Imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4' long. A 6x8 plate is 6' wide x it long. Sots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrold of the webs unless oherwtsc shown.. Connector plate sizes are mmlmwn sizes based on the forces shown and may need to be Increased for certain ha id- 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 Ali bracing and erection reconunendatlons are to be followed In accordance with "Handling installing & Bracing', HIS-9 1. Trusses are to be handled with particular rare during banding and bundling, debvery and mstalfa0on to avoid damage. Temporary and permanent bmdng for holding trusses In a straight and plumb pas. ttlon and for restating lateral forces shag be designed and Installed by others. Careful hand- hng is essenttal anderection bracing is always required. Normal precautionary —W. for trusses requites such temporary brachlg dtatng Installation between busses to avoid toppling and domrnobng. The supervfslon of erection of trusses shag be under the control of persons experienced inthe installation of busses - Professional advice shag be sought if needed.. Concentration of consbu U n loads grater than the design loads shag not be applied to trusses at any time. No bads other than the welght of the erect— shalt be appliedto trusses until after all fastening and bracing is completed. JB: CHES ,,'CAKE K 3 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 DOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB a 1.15 Irv: 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzta 1.0 Bld Type. Encl L. 58.0 ft ➢r= 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 TI: U ATY:2 =___ =__=====Joint LOCati=S========_ ===== 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 HOT H-ROLL -- _ 2-0-8 �1 zl 3.00 I 0-8-0 1 1-4-8 4 3 127# 8.00" 60# 2.50" (RI-1-7)2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLgTj 1-1"5 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Jl0050068 1005 VANNESSA DR.OVIEDOXI-32768 Design: Marrir Analysis WAKNIN42 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 buclling 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 TMI. (Truss Plate institute. TPI, 1s located at 583 D'Onofrio Drive. Madison. Wtsmnshn 537 t91. JOB PAIN: CIIEE4,0KU0BSI4CHEK3 scale = 1.1370 EHg. Job: WO: CHM Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 10-09-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: q 5 RCS: 08.20.02 DESIGN INFORMATION This design. Is for an Individual building component and has been based. on Information provided by the client. The designer dbcialms any responsibility for damages as a result of faulty or incorrect information. specifications and./or deslgnn furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a. spe- cgk project and accepts no responsibility or exerelses no control with regard to fabrica- Uon. handling. shipment and installation of trusses. This truss has been designedw an individual building component in accordance with ANSI/TPI 1-I995 and NOS-97 to be incorporated as part of the building designby a Building Designer (registered architect or professional engbreeri. When revic-ed for approval by the building designer, the design loadmits shown most be checked to be sure that the data shown are in agreement with the local building codes. local climatic retards for wind or snow loads, project speclikaUons or special applied loads. Urde shown, tens 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 specified. When, bottom chords in tension am not fully braced laterally by a property applied rigid. ceiling, they should be braced at a maxi nun spacing of iCr-V 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 fabrlcatot's plans and to realize a continuing responsibility for such vert- ficauon. Any discrepancies are to be put in writing before cutting or falod—time. Plates shaft not be installed over knothohes. knots or distorted grain, Members shall be cut for tight fitting woad to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully bnbedded and shall be sym. about the Joint undess otherwise shown_ A 5x4 plate is 5" wide x 4" long. A W plate is 6- wide x 8" long. Slots (holesl ram parand to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stres ate mfntmum sins 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 Ste retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recornmendaUons 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 hwtalistfon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb p-- Ition and for msist.ing lateral forces; shall be designed and tnstatted by others. Careful hand- ling Is ossentl d and erection bracing In always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dom inoing. The supervision of erection or trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Cmrcentmoon of construction loads greater than the design loads shaft not be applied to trusses at any time. No bads other than the f weight of the erectors shall he applied to trusses until after all fastening and bracing le completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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 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 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the con"ite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WulLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W. 0.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 t= 1-1-9 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 I005 VANNESSA OP-OVIEDOXI-32766 TI: V QTY:2 = _ == _ _ == ===Joint Locations=====_________= 1)= 0- 2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 111# Support 2 77# 0-9-0 I. 1 6 000i1 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 0-9-0 L 4 3 654f 7.50" 8# 1.50" 4 L: 0-5- Over 3 Supports 1nAKNING: 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 trussmembers only to reduce buckling length. Provtsionns must. be made to anchor lateral bracing at ends and specified locatlons deteribied by the huddling designer. Additional bracing of the overall strueture may be required. (See 111"1 of TPI). (Truss Plate Institute. TPI, Islocated at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.7484 Truss ID: V Date: 10-09-02 Durfac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Anaiyus JOB PATH: C: iTEE-L0K1IOBSICHEK3 HCS: 0810.02 JB: CHESAPEAKE K 3 AC: I G# UPLIFT D.L. CHEK3 WE: TI: W QTY:2 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 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- ctfie protect and accepts no responsibility or exercises no control. with regard to fabrica- tion. handlln& shipment and installation of trusses. This buss has been designed as an Individual budding component In accordance watt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer tregistered architect or professional engimed. When reviewed for approval by the Wilding destgner. the deslgn 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 bads. project specifications or special applied bads. Unless shown, thus has not beendesigned for storage or occupancy bads. The design assumes compression chords (top or bottemi are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigld ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM 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- fkatlon. Any dlscrepancks are to be put in writing before cutting or fabrication. Plata shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woof to wood bearing. Con- nector plates shall be located on both fain of the truss with nags fully imbedded and shallbe sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6.8 plate is 6' wide x tr long. Slots (holes) run parallel to the plate lengib specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown Connector plate sizes are minimum sizes based onthe forts shown and may need to be increasedfor certain hand. ling acid/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional infonmarlou on. Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed. In accordance with 'Handling instading & Bracing'. HIBA 1. Trusses are to be handled withparticular care during banding and bundling. delivery and trutallationto avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful harud- Ung is essential and ere Won bracing b always requited. Normal precautionary action for trusses requires such temporary bracing during instagatbn between trusses to "old 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 bads greater than the design bads shall not be appliedto trusses at any time. No loads other than the weight of the erectors sha11 be applied to trusses until after all fastening and bracing is mmpkted. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, Is: 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T'- 0.02" RIM = 1.00 0-6-2 MULTIPLE LOADS -- This design is the couposite 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 CONNE=ION PER SCREDULS: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 ===_=====aa:--joint Locations======_====:ar== 1) 0- 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 BEAIUM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 HOT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 9-10-13 1 2 3 4.24 3X8 4-0-2 M 9-10-13 5 4 215# 11.31" 417# 2.50" �" (R l-6-0) 9-10 I3 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE NOO50068 1005 VANNESSA DROVIEDO.FL32796 Design: Maru Analysis WAKMN4: 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 sim.Ilar 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. Prrn1stois must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memo structure maybe requited. (See HFB-9l d TPII. frruss Plate Institute. TPI. Is loatrd at 583 D'Onohio Drive, Madison, Wisconsin. 537 191. !OR PAIN: C.lTEBL0KV08SICNEK3 scale = 0.4873 Dwg: Dsgnr: TLY Chk: Truss ID: W Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psr Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V:09 - 7 5- 5: HCs: 08.20.02 I DESIGN INFORMATION TLb design is for an Individual building component and has been based on Infintnatlon provided by the client. The designer disdains any responsibility for damages as a rush of 1 faulty or incorrect Information, specificatwns andjor design fum)shed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spo- Y clffc project and accepts no responsibility or exenXs�s no oonnoi rah regard. to fabrfa- tbn, handling, shipment and Installation of Y trusses. This truss has been designed as an Individual budding component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated I as partof 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 y. are Inagreement with the local building codes. local climatic records for wand m snow bads, project spear mUons or special applied bads. Unless shown. truss has not been d-igned for storage or occupancy bads. The design assume compression. chords (top or bottom) are confkm- ously braced by sheathing urdess otherwise specified.. Where bottom chords In tension are scoot fully braced laterally by a p W-* applied rigid ceiling, they shouldbe braced at a maximum spacing of IO'-(- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Graff 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrlcator shall review this drawing to verify that this drawing is In conformance with the fabri atoes plans and to realizes a continuing respormibil ty for such wil- B[atior. Any discrepancies are to be put in wonting before cutting or fabrication. Plates shall not. be installed over knotholes. knots - cis cd grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nalls fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long A 6x8 plate is W wide x 6' long, Slots (hob) run parallel to the plate length specified. Double cuts on web members shall meet at the centruid 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- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown- For additional information on Quality Control refer to ANSI/TPl I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations endations are to be followed In accordance with 'Handling lmtalling A Bracing', HIS-9 1. Trusses are to be handled with particular rare during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- atonand for resisting lateral forces shall be designed and installed by others. Careful hand- ling ia essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall. be under the control of persons experienced in the Installation of trussed. Professional advice shall be sought If needed. Concentration of construction bads greater than the design toads stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing Is completed. K 3 AC: 10# UPLIFT D.L. 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. PROVIDE UPLIFT CONNECTION PER SCEaKDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 WO: 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. Field Connection at Support 1 must be able transfer 52 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Part L= 58.0 €t W- 4.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf TC...FORCE...CSI--BC... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: WI ATY: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. REACTIONS PER BRARIM LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 1 2 2 _ 28i# 4.95" L 1-6-2 (R1-6 0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-(X)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ;#0050068 1005 wANNESSA DRAT IEDO.Ft-5276a Design- Manx Analysis 2-2-2 it 120# 2.83" 4-8-9 240# Tool�ANT: 0-0-7 Over 3 SupportsC/L: 413 VVRkKr41r44: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thisdrawing is not erection bracing, wind bracing, portal bracing or similar bracing whfclm is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of loss members only to reduce buckling length. Pmvtsiom must be made to anchor lateral bracing at ends and specakd. locations determined by the budding designer. Additional bracing of the overaff structure may be required. (See f11B-9) of TPq. rfnuss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin. 537191. JOB PATH: C115E-L0K110881CHEK3 TOTAL 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 33.0 Dsf Connection by ethers. Attach with (4) 10d Toe -Nails scale = 0.8481 Truss ID: W 1 Date: 10-09-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS- 08.1U.02 AC: 10# UPLIFT D [', * WE: DESIGN INFORMATION This design is for an individual building component and has bem based on information provided by the client. The designer dlsclxlms any responsibility for damages as a result of faulty m Incorrect information. specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe. clfk project and accepts no responsibility or exercises no oomtrol with regard to fabria- Bon. handling, shipment and installation of trusses. This truss has been desired as an tru"ual building component in accordance will ANSI/TPI h-1995 and NDS-97 to be Incorporated as part of the bulbing designby a Building Designer (registered ambitect or professional engineer!. When revlewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown am In agreement with the local building codes. local cgmattc records for wind or snow loads. pralat specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceding. they should be braced at a. maximum spacing of 10'-0* o- Connector plates shall be manufactured from 20 gauge hot dipped gslvarnzcd 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 mnfonnance with the fabricator's plans and to realize a continuing responstbWty for such veri- 0athon. Any discrepancles are to be put in writing before cutting or fabricatbm_ Plata shall not be Installed over knotholes,. knots or distorted gain. Members shall be M for light fitting wood to wood bearing. Car. nectar plates shall be located on both face of the truss with calls 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 9- long.. Slots (holes) ram parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sirs based on the forces shown and may need to be increasedfor certain hand- ling and/or erection stresses. Tuns 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-I9% PRECAUTIONARY NOTES All bracing and erection are to be followed In accordance with 'Hand(Ing Installing to Bracing'. Hl"1. 7lusses are to be handled with particular care during banding and bumdhM delivery and Installation to avoid damage. Temporuy and permanent bracing for holding trusses In a straight and plumb pos- Won and far nnisting lateral fortis shag be designed and Installed by others. Careful hand- ling is essentialand erection bracing is always required. Normal precautionary action for trusses rem uim such temporary bracing during Installation between trusses to avoid toppling and douthwing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Prdessbnal advke shag be sought If needed. Concentration of construction bads greater than the design Ions scrag not be applied to trusses at any time. No loads other than the welilbt of the erectors shall be applied to tnnsses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D 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. PROVIDE HORIZONTAL CONNECTION PER SCfE9DULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-15 0-6-6 i fin 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. Field Connection at Support 1 mist be able transfer 172 pounds of horizontal reaction WndLod per ASCH 7-98, C&C, V- 325uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 €t W= 7.0 ft Truss in IlTf zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/Or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 Y QTY: _ =_ =_ = ===Taint Locations= _============ 1) 0- 2s 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOMTION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 HOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 356# Support 3 52# 7-0-0 1 2 6 0000 74)-0 4 3 281# 8.001, 151# 2.50" L 1-1-9 A- 7-0-0 821f A.50" ( (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.f132766 Desigm Matrix Andysis Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tntss ID: Y CONTRACTOR. Dsgur= TLY Chk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DufFac - Lbr 1.25 Bracing shown on this drawing is not erection bmctng wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DSpacing: ufFae - Pit: 1.25 which is a part of the building design and which most be ui considered by the bldhrg dcs(gner. Bracing shown Is far lateral support of truss members only to reduce buckling length.. Provisions must are BC Live 0.0 p O.C.t,lsf p g: 24.0" 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 TPg. BC Dead 1U.0 psf Design Criteria: TPI frruss Plate Institute. TPI. is bated at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Code Desc: FLA TOTAL 33.0 psf I V• _ - 5 JOB PATH: C: dTEE-LOKUOBSICHFK3 Rcs, 0S.20.02 JB: CHESPEAKE K 3 AC: 10# UPLliT D.L. CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based oninformation 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 taus designer by the client and the correctness or accuracy of this Information as It may relate to a. spe- cHk project and accepts rm responsibility or exercises no control with regardto fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance will ANSI/TPI 1-1995 and UDS-97 to be incorporated as part of the building design by a Budding Designer 1mg1stered atchNed or professional engineed. When reviewed for approval by the building designer. the designloadings shown. must be checked to be sure that the data shown are In agreement with the local building codes. local chmati: records for wind or snow bads, 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 conUnu- ously braced by sheathing unless otherwise specMed m Where bottochords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced. at a m o. maximuspacing of Io-W c. Connector Plates shag be manufactured from 20 gauge hot dipped galvantud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtralor shall review this drawing to veNy that this drawing is in conformance with the fabrtcatofs plans and to realize a continuing responsibility for such vert. ficatlorr. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with calls fully Imbeddedand shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate B 6" wide x 8" long. Skits (hokxl run parallel to the plate length speafe& Double .is on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mtnhaum sines based on the forces shown and may need to be increased for certain hand- hng and/or erection stresses. This truss is not. to be fabricated with fire retardant Umted lumber unless otherwise oho n. For addttlorW Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection tscoannemhtions are to be followed in accordance with-Handftng Installing h Bracing',. HIB-91. Trusses ate to be handhd 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- Itbn and for restating lateral forces shall be designed and Installed by othets. Careful hand- bag Is essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of muses. Professional advice shall be sougint if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any tmre. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing . 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/635 at Mid -panel # 1 L=-0.10- D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTIONi T= 0.00" RMB = 1.15 3-4-11 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CONPRESSION Chords are assuaged to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 5.1 ft Truss in INT zone, TC37L= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 __e:= __== z;=Joint Locations== ===_==_=== 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONc18MCN PER SCALE: Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6 0000 3-1-2 F] 4 219# 8.001, 1101r 2.50" L 1-1-9 5-1-8 61# 50n j" (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 -- V1IRKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maron a System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: TC Live 16.0 psf 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erector 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 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. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be acquired.. (See HIB-91 of TPf1. BC Dead 10.0 psi LICENSE #0050068 (Russ Plate Institute.. TPI. is located at 583 D'Onofrb Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-32766 TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: C:ITEE-IARVOBSICNEX3 Attach with (4) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.6197 Truss ID: Z Date: 10-09-02 Durfac - Pit. 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Iformatbn provided by the client. The designer disclaims any responsibility for damages as a resnnit of Faulty or Incorrect lnforma lom 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. cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handlin& shipment and installation of trusses. This truss has been designed as an Individual bu8ding component in accordance with ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer lregistered architect or professional engineer). When reviewedfor approval by the building designer.the design loadings shown most be checked to be sure that the data shown arc In agreement with the local building codes. kcal cWnatic records for wind or snow loads, project specifications or special applied lords. Unkss shown. truss has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are conthiu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fumy braced laterally by a properly applied rigid ceding, they should be braced at a. maximumspacing of 19-0' O.C. Connector plates shall be manufactured. from. 20 gauge hot dipped galvanhxd steel meeting ASTM A 653. Grade 40. unless otherwise shown.. iLI t*� Prior to fabrication. the fabricator shag revlew this drawing to verify that this drawing Is In conformance with the labricator's phns and to realize a continuing responsibility for such ven- ' fication. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall. not be installed over knotboles, knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shaft be looted on both faces of the thus with nags fully imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x W long. Skits (holes) nor Parallel to :the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless othervdse 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 taus is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPt 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing, HIB-91. Toasts are to be handled with particular care during banding and bundling, delivery and Iutallatloa to avoid damage- Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting hieral forces shalt be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during installation between trusses to avoid toppling and dmfnoing. The supervision of erection of trusses shall be under the control of persons experiem�d in the tnstamation of trusses. Professional advice shall be sought if needed. Cmrcentmuon of construction loads greater than the design kinds shall not be applied to trusses at any tine. No bads other than the weight of the erectors sham be applied to trusses until after all fastening and bracing is completed:. JB: (.ncSAPEAKE K 3 AC: 10# UPLIFT D.L. 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 DEP19MIONi: L/999 L-0.01" D= 0.00" T=-0.01" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: CHEK3 LM$ Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All C NPRFSSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCS 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Eltp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 58.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 IT: Z 1 ATY-4 ======Joint Locations=======__==___= 1) 0- 2- 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 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNSCTION PER SCHEDULES Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 r 6 0d 2-1-2 EM:9 3-1-8 r " 4 154# 8.00" 67# 2.50" 1-1-9 37# 2 " ® 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chks 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing fir similar bmeing which Is a partof the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of thus members only to reduce buckling knglh Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified to aUons deterudned by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPII. BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D"Ouofrio Drive, Madison, Wisconsin 53719). 1005 VAMESSA DKOVIED0.1"L32766 TOTAL 33.0 psf Design: Mara Analysis JOB PATH: CA1EE4_0KV0BS1CHEK3 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z1 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA (/cs: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: ATY:4 DESIGN INFORMATION 'this design is for anbdividual bulldtng component and has been based on Information providedby the client. The designer discialms I resP.—t ty for damages — 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 I may relate to a spe- euc project and accepts no responsibility or exerdses ro —tr"I With regard to fabrica- tion. handing. shipment andinstallation of trusses. This truss has been designed as an individual building component In. accordance With ANSI/TPI 1-1995 and NDS-97 to be incorpomted as part of the building designby a Building Designer (registered architect or professional engneerl. When reviewed for approval by the building designerthe design badtnp shown must be checked to be sure that the data shown are In ageemrnt with the local building codes. local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed. for storage or o¢upancy loads. The design assumes compression chords (top or bottom) are conunu- ousiy 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 ata maximum spacing of 10'4r o.c. Connector plates shag be manufactured from 20 gauge hot dipped pplvanlzed steel meeting ASFM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabri at on. the fabricator shall review this drawing to vergy that this drawing is to confotrman- with the fabricators plans andto realize a continuing responsibility for such veA- fbatrwn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed wen knotholes. knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con- nector pl.4- shall be tinted on both faces of the truss with nails fully imbedded and shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8" long. Sits (hoks) run par lkl to the plate Length specMed. Double cuts onweb members shall meet at the centroid of the webs unless otherwise ahown. Connector plate sizes are minimum sizes based on the forces shown andmay need to be increased for certain hand- ' hug and/or erection stresses. This truss is not to be fabrtnted with fire retardant treated lumber unless otherwise shown. for additional Information on Quality Control rd- to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection nroommendatfons are to be followed In accordance with "Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bumrWg, deifvery and Installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- Ilion and for restating lateral foron shall be designed and Installed by others. Careful hand- fing is essential and erection bracing is always required. Normal precautionary action for trusses requiem such temporary brndng dutrb* installation between trusses to avoid toppling and dombnobig. The supervision of erection of trusses shall be miler the control of persons experienced in the Installation of trusses. Professional advke shall be sought If needed. Concentration of construction loads greater than the designbads shall not be applied to trusses at any tine. No ksds other than the weight of the erectors shall be applied to trrusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 SOT 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: Tea 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction NndLod per ASCE 7-98, C&C, Vic 125aph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0 Bld Typeas Encl L= 58.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORC6...CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 a==­7oint Locations=a1)�s=======re_O- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loci Vert Horiz Uplift Y-Loci Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 SOT H-ROLL PROVIDE UPLIFT CONNID TION PER SC2aMULE: Support 1 165# Support 2 65# Support 3 7# L 1-1-8 L I 1 - 2 6.00 1-1-8 4 3 89# 8.00" 25# 2.50" 1-1-9 13 1-1-8 (Riot-7) C/L: 1 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 1005 VANN£55A OP.OVIEDOXI-32766 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 andwhich must be mmsldered 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 location determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9 f of TPI). {Ness Plate Institute, TPI. is located at 583 D'OnofAn Drtve, Madison, Wisconsin 537 191. Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss iD: Z2 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mar ix Aitalysfs JOB PATH: C: (TEF LOKUOBS(CHEK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer discWms 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- ci0c project and accepts m responsiblKy or exercises m control with regard to fabcica- tkn. handling. shipment and Installation of I-. This truss has been designed as an individual budding component in accordance wilt ANSt/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a. Budding Designer (registered architect or professional engineer). When revkw d 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 codes. '.. kcal ciimatic records for wind or snow loads. protectspecifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoms are eontinu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not rutty braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-(r o.e. Connector Plates shallbe manufactured from 20 gauge hot dipped galvartiud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Print to fabrication. the fabricator shall review this drawing to verify that this drawing is In confomwrce with the fabricator's plans and to reakre a cmrttnutng eespmssdlltty for such ved- Malkn. Arty discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light (Itting woodto wood bearing. Con- nector plats shall be located on loth faces of the tntss with nails fully Imbeddedand shall be sym. about the Joint unless otherwise shower. A 50 plate Is 5' wide x V long. A 6x8 plate is 6" wide x a- long. Slots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown Corrector plate sizes aro mmhn mu. stars based on the forces shown and may need to be increased for certainba id- ling and/or erection stresses. This truss is not to be fabricated with fire retardant tinted lumber unless othmvtse shown. For additional kdormatlon on Quality Control refer to ANSI/TPI I-199s PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing & Dracbng`. HIB-91. Trusses arc to be handled with particular care during banding and bmuflmg� delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- gion and for restating Lateral forces shall be designed and Installed by others. Careful tand- 11ng Is essential and erection bracing is always requhsd. Normal precautionary action for tnism requites such temporary bracing during Installationbetween trusses to avoid toppling and domhroing. The supervision of erection of trusses sban be under the control of persons experienced In the installation of trusses. Professional advice span be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses atany time. No leads other than the weight of the erectors shall. be ppled to trusses until after all fastening and bracing is completed. 18: CHESAPEAKE K 3 AC: 10# UFuri D.L. TOP CHORDS: 2x4 SP #2 BOT CARDS: 2x4 SP #2 WRIX3;S: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Slum or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00' T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTIONi T. 0.00" RMB - 1.15 2-5-15 0-6-6 WO: 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. Field Connection at Support 1 trust be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C3C, V= 125mph, H- 15.0 ft, 1- 1.00, Eip.Cat. B, Szt= 1.0 Bld Type- Part L- 58.0 ft W- 3.3 €t Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 :3 _ = _ = = Joint Locat7.ODs==srsr====a=o==a 1)s 0- =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 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CJOW49CTION PER LE: Support 1 330# Support 2 190# Support 3 55# Ilk i 3-4-0 L 1 - 2 6 000(1 2-2-6 3-4 0 r 1 / 9 4 3 1661�s' 3.50" 72# 2.50" (Rill 7) 1 3-4-0 63# 211 CIL: 1-PLATES EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsg' : TLY TC Live 4005 MARONDA WAY $ANFORU, I-1.. 32771 Bracing shown on this drawing Is not eredlon bracing, wind bracing, portal bracing or signer bracing n which is part of the budding desi¢ft and which must be considered by the building designer. Dranmek TC Dead. (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 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locatlons determinedby the building designer. Additional. bracing of the overall structure may be required. (See HIB-91 of TPI,. BC Dead LICENSE #0050068 ((buss Plate Institute. TPI. is located at 583 D'ondrlo Drive, Madison. Wisconsin 53719). loos VANNFSSA DMOVIEDOXL32766 TOTAL Design: Mara Analysis JOB PATH: C:ITEE4,0KU011SICHEK3 Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 asf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Truss ID: Z3 Date: 10-09-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an hWWuA building component and has been based on Information provided by the client The designer disclai is any responsibility for damages as a mutt of faulty or Incorrect: information, specifications and/or design furnished to the tress designer by the client and the correctness or accuracy of this hdomwtian as it may relate to a spe- cdic project and accepts no responsibility, or exercises no control with regard to fabrtm- tion. handling. shipment and Installation of tresses. nib truas has been designed as sn Individual building component in accordance watt ANSI/TPI 1-1995 and NDS97 to be Incorporated as part of the building design by a Building Designer (registered 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 with the local building. codes. local climatic records for wind m snow loads. project specifications or special applied loads. Unless shown. truss has not been deslgncd for storage or occupancy toads. The designassrmes compression chords -top or bottom) are contlou- ously braced by sheathing unless otherwise specHkd, Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a mandmum sparing of 10'-0' o.c. Connector ptates shall be manufactured from 20 gorge hot dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review -lilt drawing to verify that this drawing Is In conformance wMh the fabrlcaWs plans and to realize a continuing responsibility for such ver- fiealka. Any discrepancies are to be put In writing before cutting or fabrication. inlates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for light fitting ng wood to wood bearing. Con- rector plates shall be located on both faces of the truss with nails fully Imbedded and shall be symabout the joint unless otherwise shown. A 5x4 plate is 5- wide x V long A 6x8 plate is 6- wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroW of the webs unless otherwise shown. Connector plate st=. are minimwn sires 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 retardanttoted lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Pi 1-1995 PRECAUTIONARY NOTES Ail bracing and erection remrmneadations are to be folks ed to accordance with -Handling Installing d Bracing', H1B-91. Trusses are to be handled with particular care during banding and busMhng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trus. - in a straight and plumb pos- R1un and for muting lateral forces shall be designed and Installed by others. Careful hand. Ifng is essential and erection bracing Is always required. Normal precautionary action for inisses requlm suchtemporary bracing during Installation beliftentrusses to avoid toppling and dmminob4 The supervisionof erection of trusses shall be under the control of persons experienced In the Installation of innses- Rdessional advice shallbe sought If needed. Concentration of construction loads greater than the design loads shalt not be applied to trusses at any timbother e. No ads oththan the aetghlof the erectors shallbe applied to I— until after all fastening and bracing la completed. JB: CHESAPEAKE K 3 AC: i u# UPLIFT D.L. 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 Ls 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 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CIOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125aph, E= 15.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 Bld Type. Part L= 58.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .BC ... FORCE...CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 ATY:2 == ---Joint Locations=====_______ ___ 1)0- 2a 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 32 -66 TOP PIN 0- 1-12 88 39 -175 BDT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 175# Support 2 66# Support 3 16# 1-1-8 L �L 1 26.00 1-i-8 4 3 89# 3.50" 25# 2.50" 1-1-9 21# 2. " �---- 1-1-8 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAR ING: READ All NOTES ON THIS SHEET. Eng. Job: Maronda SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing Is no erection bracing, wind bracing portal bracing or similar bracing which is a part of the bufBing design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss mennbers only to reduce buckling length. Provisions must be BC Live 0.0 psf 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-9I of Mi. BC Dead 10.0 psf LICENSE #0050068 frrusa Plate Institute, TPI. Is boated at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Ions VANNE53A DROViE,DOYI-32766 a TOTAL 33.0 nsf scale = 1.5123 Truss ID: Z4 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Manx Analysis JOB PAIN: C:17P6-L0K1J0B51CHEK3 HCS: 08.20.02 M Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynoids Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Anency initials/Date Aaencv initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACp 3/15/02. Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page t of 2 NORANDEX PAGE 29 n e 4," ' . " SEE CHART FOR 4 Q " o d d ' d° FASTENERS VERTICAL MULLION SCHEDULE o CAULK TOP `rp — - SINGLE UNIT TYPE OF MULLION TYPE OF CUP ~ OF MULL a -- WINDOW WINDOW DESIGN PRESSURE ,� r� 1_4 W 3/8"MIN. WIDTH HEIGHT NUMBER AND o W TER SCREW j WINDOW INCH INCH 35 'PSF Fi.A-45 TYPE OF FASTENERS rJ V _1J i HEAD _ 26" 1.0 x 3.0 V � --- -- --- _-- OK-- 4 3 160 x 1-1 2 TA.PCONS o 38-1%4 1,0 x 3.0 -- �.---04 - }50-5 a --- --- --- OK 4 J60 x i- J2" TAPCONS �' ti Z_ _ L0 x 3.0 --- `.---- �. JAM OW 63" --1_0 x 3.0--- --- OK -- 4 3JB �_x 1_ J2�TAPCONS 76-3 4-" --- --- -- OK 4 _3J60 _x _1- J2 TAPCONS '� �, 7/8" 1.0 x 3.0 OK 4 3 16? x i-1 2a TAPCONS a ti Cij 5/e" " 26" - -1-0 x 3.0 - - _ 38-1 4„ --_ 6K_ 4 3 160 x 1-1 2 TAPCONS 1.0 x 3.0 -- _0_K_ 4 Ji80' x 1- J2" TAPCONS 1x3 MULLION (XFLA-26-1) " 26-1/250_5Z8'` -`1_;0- x 3.0--- ---- pK_=_ 4 _3J60„ x !-J2` TA_PGONS ix4 MULLION (XFLA-39) " _ 63" �. -- 3-0 x 3.0--- --- OR-- 4 3 16�' x _1- J2" TAPCONS FLA-45 76-3 4 1.0- x 3.0 - --T- .-- - A----_- OR 4 3 160 x i-1 2 TAPCONS 4 g; MULLION ANCHOR CLIP 26" ,_ 0 x 3.0 _ _OK 4 3 160 x 1-1 2 TAPCONS N ty ? b 38-1 4 1------- - 16 GA GALV. % _ 1 0 x 3 0 --- -"---- - _ _ _ OK _ 4 3J 69s s 1- J2" TAPCONS q r' a SHEET METAL 37" 50_ 5Z6 - _ _1 0 g 3 q - 8 b 5/8 800 LB. MAX CAPACITY 63" OR 4 _ J 60�' u 1- J2 TAPCONS y WINDOW 7B-3 4�' ---l.Q x 4.0--- --- OK--- 4 _3i80 x_ 1-1 �2°_ TAPCONS5z: JAMB 7/8" 1X3 MULLION XFLA-26-1) " OK 4 1 40'- x 1-1 2 TAPCONS �;(39,14tie ti 99 .. lx4 MULLION XFLA-39) 28 __ 1_O x 3.0_-- -- OK 4 _3 160 x 1-1 _2 TAPCONS 2; "a 10 x 3/4" i i 38-1T4 1 0 x 3.0 - ----c---------- rya e TEX SCREW 53-1/8" 50_5Z8'' _ - --- --- 'a --- 4 _3f18_0 x 1-1 2 TAPCONS < ��' 0. - _ 10 x 3.0 - r-----..------- i - ------ --- --- 2 1j,i, x 1-1�-TAPCONS 1 1 B3 ---10 x 3.0 --.r---- WINDOW TB=3 4-" -'------ - OR 2 _I 4 x_1-1 2"_TAPCONS o Ste, 1.0 x 4.0 OK 2 1 4V' x 1-1/2' TAFCONS CAULK BOTTOM �„ i 3/810N. A B.O.A,.F. OF MULL !--____i- _+�i'.:r .. y PRECASTED i - 3 "MIN. MAr' AGTURER NAME: q SILL - 9R , 71 p D D DD . 3/4"MAX MASTED FILE D fl D SEE CHART FOR D D D FASTENERS mom: y 1) ALL ALUMINUM ETRUSIONS ARE OR 8063 T5. ALLAY 6083 T6, ►!' WHEN IS ( / y CHA;M A.'Pi LN. p.L 2) ON EEAANGLE LEG. THEOTAPICON SHALI.1$S•) o Z� a F4 DATE:E 3�2 �44912 1 3) CONCRETE COMPRESPLACED ON SIVE STRENGTH CUP = 3.000 PSI s !' R AT 28 DAYS. n cm kQflll Io 4 NORANDEx • PAGE 30 NOTES; 1) AIL AJ OR 608 2) MN I ON EM 3) CONCRI AT 28 ] ---I CHARM , FL REM DATR DW SILL SH HEAD DW SILL 3H HEAD NUKANDEX PAGE 24 !AC`.t'MNAW ; A (2) $10 x' 1-3/4" PH-SMS INTO 2 x OR 3/1B's x 2-3/4` TAPCON THRU I BY BUCK (Slio" WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4" FH—SMS INTO 2 x BUCK —' SEE ELEVATION FOR ANCHOR SPACING. (2) 10 z 1 3/4" PH-SMS DM 2 By Buct W[TH 1-1/2' MIN. EMBEDMENT: SEE ZLEVA770H FOR ANCHOR SPACING. WOOD BUCK i_ 2 PAN8L3 k 60.0 D.P.. OPTIONAL WOOD BUCK 147.2W 48 45 we 46 46 16Z750` 67.6 57.6 lIL975' �� 67.5 67.5 75.5' (5) 67.5 . 67.6 126 80 Sal 5a7 aaaP6 t8.51 8aa 8a6 or 45 45 147.876'L(4)45 <5 60.5'4a 45 162766'4&9 48.6lLL2m'us 88658.4 55.4 or 5i5 5" q.aP6 (L6) 64.6 54.6 NMI DI PAS 11ZE wwH I.S.1W ) Na of I Nn OF 3D 6 24 B amwrm. STEEL RED(F. LL 10' PANELS do 00.0 D.P. RM AS REQURED L TYP. JAMB. SECTION 1//4" SHIM --� t— on sHi1a (sHOWN) t MUDD TRACK AS REQUIRED 1 BY 2 BY BUCK (2) 3/16'0 x 2-1/4" TAPCON oa MAX MIAMI DADE APPROVED COW FAST&}IgR SEE ELEVATION FOR ANCHOR SPACING. P. � NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". • 2 ALL ALUMINUM EXTRUSIONS /� ARE AUDY 6063-T6. A OR T6 W M TYPICAL =WALL THICKNESS OF • 0.62' A a 3) USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGK a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING X % PANEL ON SIZE.PALi> 5) THE RESPONSLBI1M FOR1, NDEX PRODUCTS TO MEBT ANY APP M WCAL [An HEADER BUHZING CODES, oRDLNANCFS-OR OTHER SAFT;1Y AND SILL SECTION MENTS REST WM THE ARCHITECT' :4"// A /� BEING OWNER CON��CTOR TYP• 1 B BUCK 7) CONCRETE COMPRESSIVE STRENGTH � 3000 PSI AT 26 DAYS. �-1 !— (2BY2) Iigica uttmw BO' (4) 80' (6) BD' tz5) OS' (4) 6a' (6) 6e' (za) N D. s- UPEWRO cuss CLAW Woos O J/aLYSi4 MAI CAPC O sr W OF ANCIWIM NO: of ANCNOBS r 1 A WW A POM114e a W x �; 86.7 AU 8p 86.7 ® ,.63 24 66.7 la �C68.7 d169.4 P4 ais eBa7 }s a 847S8 so Go no 10 86 40 1O .O.~. 455.6 85-6 P4 !p 6a7 7L9 !6 !p �. 86:7 73B /B !p 65.8 66.6 PO 8a7 6a2 10 (2) 9/18'0 x 2-3/4" 10 10 O y .y ! b TAPCON OR &AM! DADE APPROVED C014C. A. R FASTENERS. SEE ELEVATION FOR Z `v 1 4 'S ,� r ANCHOR SPACING. �p °D cv co 1a d azM w � yy < � • �cti 0 /y /%/ % X /% % X PANEL _ ow PANEL' PANEL PANEL —" ,� jo -M¢T (4BY2) Luc . NORANDEX PAGE 23 x 1-3/4' PH -SUS INTO 2 HY BUCK OR 3/18'p s 2-3/4' TAPCON THRU I BY BUCK, (SHOIIN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE E[SYATION FOR ANCHOR SPACING. (2) #ID x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK (2) #10 x 1 3/4' PH-SMS Dim 2 By BUCK SEE EIE Ap TiON�FOR ANCHOR�SPY� lr_2 x :OD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SIll JAMB WIDTH/HEIGHT EXTERNAL INTERNAL, XX xxx xxxx 30 4s` x 564 " 53.3 55.8 10 18 ALL 36 Isis x 591/2 ` 49.8 49.8 12 18 6 18 22 301%ie` x 791/2" 49.7 49.7 10Eff] S 20178 3B 4e` x 79/2 .45 45 22 SERIi4 500 Ai7lut�t►nr SUDING GLASS DOOR �A�J&NLR_ CHART AL OPERABLE PANELS A BO '�..A.F. (2) 3/1B'A' z 2-3/4' TAPCON OR MIAMI ll'B AIDTH T)FA --"j NAM: Ix ADoa BUCKI DAtE�PPRp� CONC. SEE ELEVATION FOR ANCHOR SPACING. DD TRACK AS REQUIRED 1 BY (2) 3/I8'0 x 2-1/4' TAPCON OR , MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUI►iEp, MAX SHIM STACK i/4'. 2 ALL ALUMRiUMRE KMUS10NS AALLAY BO63-T5 TYPICAL 9) USE HIGH QUALM CAULK BEHIND WINDOO W iUNG 4) GLASS THICKNESS BASED ON TABLE E1900 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SEL,SC'I'ION .OF NgUANDS PRODUCTS TO MEET ANY APPLICAMA LOCAL..LA1P3 BUILDING CODES, ORDINANCES OR OTH$$ SAMM REQUIREMENT'S REST' 'SOLELY KITH THE . ARCHfr= BUILDING OITm `OR CONTRACTOR. 8) CONCRETE COMPRESSIVE STRENGTH 9;QD0 PSI AT 28 DAYS. (41372) -TRK& M.%Wx �i o �t Q. C�5o titio04 o c) co 1 NORANDEX PAGE 22 /P10 X 1-3/4" P.H. S.MS I/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. !011 1 1 ! I NOTES. 1) =SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 AIL, :EXTRUSIONS ARE ALLOY BO63-T5 3 USE HIG ALMY -C�i111I� BWINDOW O FLANGE. 43 GLASS: TH1009 s BASED ON TABIS E1300 GLASS CHAR15: AND ,3UY"VARY DEPENDING ON SIZE. 5) ��FM:FOR SELECTION OF NORANDEX Q """a`� PRODUCTS TO MEET .ANY APPLICABLE LOCAL LAMS, �J4 BULLDUrG 'CDIlX Ol9DMM*ES OR OTHER SAFETY REQ�-` . SOMY 1/ITH THE ARCHITECT; 6 NOTE `* ` ttt 7A: Q ) INIICX3 THAWE�UAL.FASfEIJER3 AT �." HEAL)' ANii CTf.T" :1 tYD... a !O ALT. FIN ATTACHMENT UNDER SHEATHING DRAG' FLORMA R.O.A.F. oRqACTU ER NAMB= MASM Fug # 3 %1-1/21 MIN EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. U 10 X 1-3/4" W/1-1/2' MIN. 1MEDMENT SEE..ELEVATION FOR ANCHOR SPACING. Sf4' S (TOP AND -BOTTOM) HEADER AND SILT, SECTION >o !O % 1-3/4" PAL s M S: /1-1/2" MIN. EMBEDMENT CHARLES' A; g SEE_ELEVATION FOR FL REG :1 49121 WOOD FRAME ANCHOR SPACING. DATE:.:a/¢r/Q2' ONS WINDOW FASTENER.SCHEDUI.E N AD� HILL ORS NO. JAMB ICHE SEE NDTE B 35 45 BO 35 45 60 �l q PS PSF' PS PSF PS �o � 2 2 2* 2 2 2.. 25" —2 � p 3 2s 3s 2 2 2 r A p� 2 3 2 4• 2• � 2 2 2' 4 E. f� 20 3 3 � _3 3 3. 4• 3 3 3 3 M ti —5/6 2 3 2 3 2• 3 3 3 3 !I- co ti G] w 3 3+ 4* g 3 3.3 3 2 2 20 3 4 4 82" _2 4 4 3 3• 4 4 4 o y 2 2 3 4 $ coq'*'b —3/4" 2 2 3 2* S• 4 5 4 Q' w tlR 3 LRI 1�78 4*' 'S 4 4 5 5 PP � y O' b.o Of lrc B ��f/ NORANDEX PAGE 10 T. 1 10 X 1-3/4" P.H. S.M.S. EMBEDMENT W/1-1/2' 1/IN. EMBEDMENT SEE SEE ELEVATION FOR ANCHOR SPACING, ELEVATION FOR ANCHOR SPACI, -- . _ • . ` 2I4•�� TYP. "' F= # 7p�. �[/ "t LA-40 U? ALT. FIN ATTACHMENT 10 X 1-3/4" PJL s.M.S. 415/416 W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING., — SIZE WIDTH 1=� Li I VA TYP. JAMB SECTION � v ..WOOD FRAME HIM (BOTH AMBS) 2.437 NOTES: 1) SHIM AS REQUIRED MAX SHIM STACK 1/4". 750 TYP 2) ALL ALUMmM EXTRUSIONS ARE ALLOY 8053—T5 OR TS WITH TYPICAL WALL, THICKNESS OF 0.62' . 10 X 1-3/4' P.H S.M S. 3) USE HIGH QUklTX .CAULK .BERM WDMW' FLANGE. W/1-1/2' MIN. EMBEDMENT 4) G THICKNESS BASED ON TABLE E1300 GLASS Im SEE ELEVATION FOR CHARTS. AND -MAY VARY DEPENDING ON SIZE. ANCHOR SPACIN7_�� .5) THE SP NSIUM BUff FOR SELECTION OF NORANDEX ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQULR MTS REST SOLELY WITH THE ARCHITECT. BUILDING =OWIitBR OR CONTRACTOYL CHARLES A. 6)NOTE • INDICATES- THAT �%QUAL FASTENERS AT WOOD .FRAME FL.RSG. ENO. 149121 HEAD AND' SRl ARE REQUIRED. DATE: 3/2T/02 k Tw. T e4• aC AIL -A DETAIL-C P DETAIL-13 3 NORANDEX PAGE 21 3//1B" TAPCON WITH A MIN. 1-1/4" MIN, EMBEDMENT 1 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" WIN. EMBEDMENT NOTES: ANCHOR SPACING. -7 SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4" A/A_ O ° ANCHOR SPACING. Dg3-75 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 8.62 OR To TYPICAL WALL TMC KNEss OrOFL.ANGE 3 USE HIGH QUALITY CAULK BEHIND WINDOW c ° 4; GLASS THICKNESS BASED ON TABLE E13M GLASS • . ` CHARi5; AND MAY VARY DEPENDING ON SIZE. 5) THE-RESPONSHEM FOR SELEC M OF NORANDEX PRODUCTS TO lum ANY APPUCA13LE LOCAL LAWS, BUILDING CODES, :ORDNNANCFS OR OTHER SAFETY RZQUIREMENTSO REST SOLELY WITH THE ARCHITECT, BUUDING OWNER OR CONTRACTOR . 8) A PRESSURE TREATED WOODEN -BUCK :OR MARBLE SLIT. SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT FIRMLY HAND ATTACHED iNTB 1fA,SONARY SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY Zj OTHERS). co 7) CONCRETE COMPRESSIVE STRENGTH.- 3.060 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE - INDICATES THAT E UAL FASTENERS AT TYP. 2 BY BUCK 3/is" TAPCON 1r�B-O"A.F.- MA Utz AC NAML W/1-1/4" MIN. 1MBEDMENT __ AZpA4Al,' -t. (SEE ELEVATION FOR ANCHOR SPACING) MASMFUZ # CALL SIZE WIDTH DIMENSIONS FASTENER SCHEDULE NO. AN/CHORE HEAD N0. ANCHORS JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE NOTE 8 PS 4P PO 4PSg P35 SF 2 2s 2 2 28- 2 2 53•-1 8' 3 3• . 2 — 2 F12 38-1/4_ . 2 2•_ 2 3 377 _ 2 _ 3• 2 3 63-1 8- 9 — 2 --3 19-1/8" 2 2•_ 3 3 28-1 2 50-5/8 2 _ 2• —3.— a _ 3 37" 2 3— --3 53-1 8' 3 19-8" 2 24 3 4 2 1 2 83" _ — 3� 3 _ 4 3 4 53-1 8- 3 — 4•— g --4 19-1/8" 2 20 " 3 4 28-1 2" 78-3/4" 2 2�_ 9 4. 2 _ 3• T- —4 53-1 8" .3 --Tor-3 — 4 -Cam® a.-.. L1 C ' n 1 HY RUCK © 2 BY BUCK s ETAn—A SHIM TYP. JAMB SECTION 'TH JAMBS) • 1 'BY / 2 BY BUCK t SEE NOTE 8 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES FL RIG. ENG. # 491?i DATE: 12/1Y/Ol ' / 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DETAIL-C DETAIL.-B 24' MAX 6" 1 NORANDEX PAGE 9 3/16` TAPCON WITH A ®MMIIN. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. — 'a 4 d -1____ 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR TB WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE / d 0 4 GLASS THICKNESS BASED ON TABLE E13DO GLASS CHARTS, AND MAY VARY DEPENDING ON SIM 5) THE RESPONSIBIUTl' FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, ( BUILDING CODES, ORDINANCES OR OTHER SAFETY -- —L REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE —�- SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL BE TP THE ATTACHED INTO MASONARY AND SUPPORT HE PRODUCT OVER ITS FULL LENGTH (SUPPLIED rn BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ~ o 9,D00 PSI AT 28 DAYS. ALT. HEADER SECTION T 2 BY BUCK i.5,—o0 1.940 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ — a NTRAI, FLORMA B.O.A.F. TWACTURER NMM: 3/16" TAPCON W/1-1/4' MIN. EMBEDMENT MASM SEE ELEVATION FOR FOR ANCHOR SPACING. CALL SIZE WIDTH - F. P n 1 BY BUCK © 2 BY BUCK ° . c TYP. JAMB SECTION 1/4" SHIM LI- BY . 2 .BY BUCK MAX (BOTH .IAMRSI l> D D, N p b. pfl SEE NOTE B HEADER AND SILL SECTION YP, 1 BY BUCK CHARLES A. PIG P.E. FL REG. EKG: '' 49121 DATE: 3/21/02 1 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. /A IFF /G/ SASH A// DETAIIrB MIANI•DADE R1I.AMI-DADECOUNTY. FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefet•sou, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE C0IIPLIANCE OFFICE ME-1110-UAI)L' F1'AGL EIt I3U[l.l)INC; 140 WEST FLAGLL•'R S.1,10:1i I', SU1,11: I i)tl.; MIAMI, I'1-OR IDA 33130-I563 (305) 375-29U I FAX (3(15) 375-290S CON-ITAC TOR 1.1CIi,\SIM tikC' ION (JUS) 375•?5�7 F:L\ (3U5) 375•'S55 (:o. r1t,%c-roit I)Ie'!tilON (30) 375.2766 VAX (305) 375.29(n !'ItOt)[ C.1' C:U� l'ROL DIVIslU1 J7�.L.33) Four application for Notice of Acceptance (NOA) of: (3U5) 375.3902 FAX (30) Entergy$-8 S-W/E Inswing Ol)11due Double w/sidelites Itesideiitinl insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate ivltiterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office,(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend ilia use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet -the requirements of the South if Building Code. The expense of such testing will be incurred by the manufacturer. .-ACCEPTANCE NO.: 0.1-031.1.24 ,r EXPIRES: 04/02/2006 Raul Koarlgucz Chief Product Control Division TiiIS IS THE COVE_RSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &--PRODUCT REVIEW CommITTE1 This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/0a/2001 Francisco J. Quintana, R.A. Director Miami -Dade: County Building Code Complianct; Office 1%t04SD00I1pcI00011templateslnotict acceptance cover page.dot Internet mail address: i)ostmastcr.'u buildin-codeonlinc.com Iiurncl);r�e: blip:/h�w�r.1)uiIt11R);CUdCUtllinC CUnl Premdor Entry Systems ACCEPTANCE No.: 01_0314.24 APPROVED JUN 0.5 2001 EXPIRES : __Ai)ril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Noticc of 'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Nliami-Dade County, for the. locations where the pressure requirements, as determined by SFBC Chapter 2 ;, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswina Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components- shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-1, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01 /1 l 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dada County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applications of pair of doors and.singic door only, as sho\,.,n in approved drawings. Single door units shall include all components described in tile; active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or ovcrhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept watcrintiltration. -1. INSTALLATION 4.1 The residential insulated siccl door and its componcnts shall be installed in strict compliance -with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit kill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection systeni. S. LABELING a.I Each unit shall bear a permanent label with the manufacturer's name or logo, city, statc and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the: following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid, uilding Codc (SFBC) in order to properly evaluate the installation o 11s stem. Manucl crcz, P.E. Product Con xamincr Product ntroI Division 2 Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED : JUN 0 � 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (s) years. 2. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.c:, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renc%vals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, use. and/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and ,followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* the job site at all time. The engineer needs not-rescal the copies. B., Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. EI D OF THIS ACCEPT ManucI crcz, P.., Product ontro - .�amincr Produc Control Division 3 PREMDUR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) ' a Mr A�u�le�tzWf��f' MNl •,i I'T IiwuA1M ENSIPEw Le 1/P' nnz MAX IrC . C lwc llAKtt ac ,Olt D ... M11X MAX 3- KAX . MAX hu IS• IS' til 15' • IS• QL tY O.C. 13• D L IS• Qt IS• dl • MAX MAIf NAX MAX MI1X NAX MAX MAX MAX , w rxv . r ,i .r�z IB' QL . Or— ACING j t ,w�iaar 17 1/ - MAX ' QC. TOP OF DOOR rr• TO ( LOCK t' v IY lull — A O.C. SPACING zt• 64• j 3 1/L• PAX OLD�. 50 1 /16• MA% 17 1.11 Max dL SPACING IB- O.C. Mlit NA 4 a canoe KAua� ,oar w O.C.1 SPACING I II A. dC, mn0an a.�us I • D.L+15' O.C� is, OC�i3. O OC�13, 6C3' OL 1 MAX Ml1% MAX MAX MAX Ml1% 3- MAX -MAX • MAx -4 r �,M[ Vt' . r L04 s,. %Cr SEC WTc 9 ATTACH ASTRAGAL THROW BOLT 18 x 1' LONG STRIKE PLATE TO THE HEADER IN ALL RENAMING AND THRESHOLD WITH 110 x 1 3/4• HOLES FLATHEAD SCREWS ` NOTES, IJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 x 1 3/4" LONG •FLATHEAD J L� PROPERLY, TO, .TRANSFER. LOADS TO THE STRUCTURE. SCREWS 2a THE "PRECEDING DRAWINGS ARE INTENDED TO DUALIFT THE FOLLOWING INSTALLATIONS, L.H. INSVING R!L INSWING k WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPROW90ASCC.:,,Na.a11, I,,: STRUCTURAL WOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE SOVTN FL��qq.ppA NC CODE DUTY DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE m VAT[R INFB TRAFIDN WHERE VA 86 LIRAIIDN REDUIREIIEMT U�II(1 er u OROREMAASONRYDWITH�LOR WITHOUT A NON-STRUCTURAL DIRREMEBI is NEEDED X 9B V 1E IT NOi NEEDED t P R� n�� 3. ALL ANCHORING SCREWS TO BE 110 WITH x _ I�Uxoe,. C�..iPUA110E0FF, e MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE NO, D i• 031`i• G4 OR 3/16' PFH TAPCONS V17H 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LDCArIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE MOLE BETVEEN THE EDGE OF CMOPY OR OVERHANG �. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL 1S LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN , APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND INE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATIOK AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR t att Mff(T M WICAWIS hAsm S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LLpppprs IE - c ves JAMBS AND SIDELITES. R1u" i lit 1¢i A04OWN ww 104 amAl 7, DOOR/SiDEUTE HEADER, DOOR/SIDELITE JAMBS, AND SIDELtTE BASE n CORNERS ARE COPED AND BUTT JOINED - 1 ' "W �" so �I UP —P B. D013RS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST PHEM INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF QB TO L2 MIL 1-1029—EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ III r •tea SHEET 1 Or S VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF D•B TO 1.2 MIL. $VM UtiT 37 Vs• rm . �35/IAx" Vf' SHIN PLO f 9/m, 1 1/a• '1 t GLAZING DETAIL 112' GLASS BITE P Q ASS 35 3/a• MAX INTERIOR -".'m- 35 3/f• halt A"MWASCoWYMvVTHj"E S HFL WetVMML0oE Rkm=o."CE �-ll 7`CCEPiA710Ew C/-o 3114, ty 33 3/f• wax j— 3/4' i-iD29-EY-I S+EFi Z OF 6 -- r[ 1/4' SHIM MAX 1- 3/4' 80 11/16' Max INTERIOR 79 5/16' MAX SECTIDN B-B 2 BY VOOD BUCK 11 1 I/4.• EXTERIOR MAILRIALS LIST ITCH ND. DESCRIPTIDH PARI NUHBER COHMENTS — 1 zO VDOD HEAD JAMB EV-14 1 1/4' X 4 9/16' NIL. TD BE PINE DR EDUIVALENT COMPRESSION WEATHERSTRIP _ AUBIINUM ASTRAGAL EV-12PRENBOR MSCREEN BRANDx A O C R BRAND OR EDUIVALENT- 5/9' ASIRnG 4 ALUMINUM-11lBTQER THRESHOLD EV-15 ,ALUMINU►( PREHOOR BRAND OR EQUIVALENT - 1 I/4'.x 4 9/16' TOP CHANNEL EV-DB PREHDOR BRAND - 111/16' - 20 GA STEEL 6 ] STEELN S 2011, $a -n IH 1lU[II 1151111111IBD B 8' T BASF FOAM - DENSITY 2-0 TO 2.5 Ibs./Ft' BDTTON CHAN' L EV-07 PREMDOR BRAND - 1 11/16' - 2D GA STEEL 9 t8 VDDD LOCK OCK EV-09 ---- 4' x 9 I/2' NIL TO DE PINE OR COU1vALCNI H STRIKE STILE EV-D6 ISM* X 1 11/16' HTL. TO BE PINE OR EQUIVALENT HINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' NIL. TD BE P(uE m COUIVALCNT ^ KY-10 PREMDOR- BRAND - A50' TH1CK 4'x4' HINGE - MIL. I() BE POLYEIHYLE V- 6 HAGER BRAND, HINGE OR EQUIVALENT - A91 THICK (STEI VDDD /4JAMB - 1 1/4' X 4 9/16' MIL. To oc PINE OR EDIIIVAL()IT IID x 3/4', F H.V.$. (4) SCREWS PER HIND INTO BUQR IID X 2' FH V.S IIAX TH�I� EE y L 18) smvs I�SIRIKE -"I INTO SIVLIIE *xl, 4- nm rem K 0' OL. THEREArtER bI =VS tNUM EACH SIDELIIE JAHI Ixro 11DELIFL 4' "m r2m DP, HAY IS' DL THEREAFIER . 1 v 11 REFER ID ElEVAIB►I — U 110 X 3/4' FHV.& • FDR 10f SEW USED AND LOCATIONS (2) SCREWS PER HINGE INTO JAMB 9 IB x 2' FHVS. LDCICSET (,Z) SCREWS AT EAC14 STRIKE PLATE X i 3/4' FHV. KVIKSET BRAND 200 LOCK OR HAM OC BRAND 100 LOCK W SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22' X ' x 64• SINGLE PAIN GLASS EV-19 Ey-20 1 1/4' X 4 9/16' MIL. TO BE PINE OR Coll LENI LASS N SIDELITE TRIM (WOOD) VDOD CASING EV-21 AR T AtIt -1 5/16 x 1/2' HTL. TO BE PINE OR EOUIVALEN 1 1/ 4' WOOD SIDELITE HEAD JAMB EV-22 Fr. `st) /r'sieE rwss' i f m v�Mt - 1 Ha nus u © WOOD SIDELITE BASE EV-23 1 1/4' X 4 9/16' NIL. TD BE PINE OR EQUIVALENT it POLYPROPYLENE LITE FRAME EV-24 -1643, DDL-2 1 I/4' X 4 9/16' HTL TO BE PINE DR EWIvALENI HP Poi lene b DDL Yf>r OPY Y D6 X 1 1/2' -PAN HEAD SCREWS B PER FRAM 31DELlTE STILES EV-26 D 4• ) Afl e 15/16' X 1 11/16' HTL TO HE PINE DR EQUIVALENT ) INNAIL r LRK, aua, 4• ■ rlol rn, auY C Dt IH;RArNR (RCD DK mum me I DEW SILICONE #995 L"M IM[SS B01[l. nx t[L [IT06gIfy 0BL[SS IDI[/ Si0. CDT1 LILT At B DARE COUNTY 1HIBIfiCATIONS vllnl JD 17 ' A D D PAGE" 5 (ut"c UPTIONS) IIe I w R APPItovEDucoIaPIYr4AasDlnie :MSA6 PART Mi[ By Sam lz IT Aw PREMDOR ENTRY SYST MS"_ L DWI5IDH 911 L 1Tf[QSQ! 31-1029-EW-I BIIR.l7DJG CODE COI'.P))IN,4CE OFFICE PfllSp�, Ci 6b162 � A SHEET � OF, 6 nCCt:PTA)ICE NO.�I'03/i(.2y . 4EVI5111 i'[tI[B g 2 BY VOOD BUCK 1/4' SHIM MAX 3/4-'�- INTERIOR 79 3/16' MAX 80 11/16' 1 MAX 2 BY WOOD BUCK -� SECTION C—C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 Ascowf"JG%"jw 1-1029-EW-I SHEET 4 OF 6 li i n nitre 0 OTHER DOOR CD�IEI�URA TIDf�S W� A IIr �M rr Ir 11W rf F� K t uvr.l. i�l OL W06 a s,c.c LIM-M ® n rw p .. � INIr• . . LL f i � � � � � p YIN• O Ilip• O LLvptw[K ILW r r r 1 r I r oLi11n '• A, rr w � W�r w �r r xxo mil w wK :.•t �W K prtY p -K wd uIY• I - K t�wOr ® KYtti[wl X0 APPROVED AS CCUKYM WTiH THE SOUD1 Pt�[i� OMOM CODE �JU" nyI 8Y l iet'sCMECMWjMgM Pll ACCEMMEW DI-p_ 31y.2Y wi xx X 31-1029-EW-I SHEET 5 OF 6 nvnm Lu [a J f-1 T I II— f--N T +—,r-, l MLK BUUK FANLL STYLES 36' ['MAX 79 /5 16" 0 013 so Boll lion D D IDI QQ MA¢ 1100 non QD non PLANK TOP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 10-PANEL iB-PANEL .OTHER SIDELITE STYLE S 36r rMAX 79 �- M X SL-16 SL-20 SL-3D SL-60 SL-50 ' SL-500 SL-69a SL-69B DD DD DDDD D� � PD-1 PD-2 PD-3 PD-4 PI-5 PD-6 PD-7 PD-B DD9 F �-- - I PD ie PB 19 PD-2D PD-21 PD-22 PO-23 PD-24 PD-25 760 o� oQ no o no FLCRDSSBU[K Q Q FLUSH B-PANEL 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBM V/S BILL EYEBROV 5-PANEL 5-PANEL V/SERCLL �YEBROv I D - SL-69C SL-25 SL-55 SL-390 SL_4p D� m DD �� DD aD PD-9 PD-10 PD-11 PD-12 SL-90B PD-14 I ran iiiI I Bn[u] BBB 111 1 QQ SDI Qo o00 fl� QQ ova aoo QQ P11-35 PD-36 PD-37 PD-38 PD-39 PO-40 PD-41 PD-42 PO 47 PD 43A PD 43B SL-90C SL-300 SL-30C SL-70 SL-90 �D Q❑ �QQ PD-15 PD-16 PD-17 c�a 57 t o P8-32 PD-37 PO-34 I I\LI,UUI\ L 11I R 1 31 1 M 911L.Ofm 31-1029-EW-I SHEET 6 OF 6 Irmo IEfue MIAMI•DA EE •NIIANII-DADECOUNTY,FLORIDA METRO -DARE FLAGLER BUILDING -------------- PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crridor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: BUILDING CODE CONIPLIA14CE OFFICE MI's1RO-DAIDE FLAGLER I31JILDING I-10 wns*r riAGLI:It s-mi:J: r, sbrn, 1603 MIAMI, I"I.ORIIDA .13130-1563 (305) 375-2901 FAX (305) 375-29uS c:a` r1t�ca•att t,Ic:I:�siwc: si:c-rrc)� (30)375.2527 Ff1X(1U5)37i.�cs` c:u�-rtttic-rati F:�H•c)Iu:I:�II:�-r 1)I�•Isrc)� (aus>a7s-2t��� r•.�.� (au5)a7s•2�ox 11ltc)nt:C1• CO.\'I'Rpl.1X VI SION (303) 375.29U2 I'.1.\ (3u5) 372•G3.17 Entergy 6-8 S-W/E Outswing Ot)rtque Single w/sidelites Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been reconunended.for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated bclo%v. 1.3CCO reserves the ricyl)t to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCQ may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or materiel• fails to meet t11e requirements of the South Florida Building Code. The expense ofsucll testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 ,r EXPIRES: 04/02/2006 Raul Koariguez Chief Product Control Division THIS'IS TI•JE COVERSHEET SEE ADDITIONAL PACES FOR SPECIFIC Ai D GENERAL CONDITIONS BUILDING CODE &- PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. �7 Francisco J. Quintana, R.A. Director !Miami -Dade COUIltti• :�PI'KOVED: 0GI0_>12001 I3uilding Code Compliance Of'licc 11:0.1500011pc2000N\templatw\notice acceptance cover page.dot Internet mail address: buiidin(-CDdConlinc.conr llcrnlcil;t� c; }tf(p;(/11�115.builtlin��cotlt anlinc corlt Premdor Entry Systems ACCEPTANCE No.: '01-03I4.2 l APPROVED JUN 0 5 ZQ'I � E�r PIRIrS _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Noti-ce of Acceptance, designed to comply with the South Florida Building Code• (SFBC), 1994 Edition for Miami -Dock County, for the locations where the pressure requirements, as detcrriiined by SFBC Chaptcr 23, do not exceed the Design Pressure Rating values indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residential,Insulated Steel Door w ith SideIites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Singlc Door with Sidclites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by rnanufacturcr, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be rcfcrrcd to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingic door only, as shown in approved drawings. 4. INSTALLATION '4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this systcm. Manuel Perez, P.E. Product Con rol •xaminer Product ontrol Division Preriidor Entry Svstems ACCEPTANCE No.: . 0I-03I4:2I APPROVED JUN O 'r-ni EXPIRES : _ April OZ, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this .Acceptance (approval) shall be considered after a renewal application has bcen filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fcc) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advcrtising Iiterature. If any portion of the Notice ofAcccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teribination and rcmovai of Acceptance. 9. This Notice of Acceptance consists of pages 1, ? and this last page 3. END OF THIS ACCEPT NCE /12 Manuel crez, P.E., Product Co tro Examiner Produc 'ntrol Division 3 4' MAX 15' MAX O.C. 15' MAX 0 c. 15' MAX O.C. A 13' MAX D.C. 15' MAX I'KtM1JUK . (LN 1 tMfjY 1iMAND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX MAX 4' MAX MAX 3" MAX 3MAX 3' MAX .13, ,C ' 14' 3' MAX MAXMAX 4' MAX- - I OIIsI �Mnx-"" MAX 43 t % TOP Of 3 TO � No CVIXSCT DEABRDLT " MDOCI ii0 SCpICT pcAo►DL 1 I �' � MODC OOC ' ' MAX. DLO ,. X IH - — x TE tS LES A BD 11/16' 13' IS' 6' AX 14' IA' IS' MAX MAX .MAX MAX f. • 4' MAX MAX T MAX 3' MAX 7". MAX NOtESs 3' MAX 3' MAX VOOD Bl"S BY OTHERS. MUST BE ANCHORED 4' MAX MAX 4' MAX MAX IROPERLY TO TRANSFER LOADS Tfl THE STRUCTIRRE, 06 x 1 3/4" F.H.W.S THE PRECEDING DRAVINGS ARE THE TO 3) PER SIDE FROM NALWY THE FOLLOVINO INSTALLATIONS. VDDD FRAME JAMB INTO THRESHOLD CH CONSTRUCTION WHERE DOOR r� %r j+` YSTCM IS ANCHORED t0 A MINIMUM TVD BY WOOD PENIN4 . MASONRY DR CONCRETE CONSTRUCTION VNERE RN. OUTSVING LA OUTSVING MR SYSTEM IS ANCHORED TO A MTNINUM TWO BY TRUCTURAL VITOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WERE - .-- )ORSYSTEMIS ANCHORED DIRECTLY Ttl CONCRCTE (S( TERIBFI DEA1 R[DIRREIVEAN OWILI IW, iEMBY VDOD TH OR WITHOUT A NOR -STRUCTURAL qll I RCDIB H01 ALL VOANCHORING SCREVS TO BE 110 VITH NIMUM 1 I/V EMBEDMENT INTO VOOD SUSSTRATC ' PfH TAPCDNS'VITH 1 1/2' MINIMUM EMBEDMENT MA TO MASONRY, 9 WITS SHALL BE BISIALLEB ONLY At LDCAtIONS 1HROIECIED IT A CAArl OR UNIITT MUST BE INSTALLED VITH 'MIAMI-DADC COUNTY VCR4NGTO VLL S� INAI IIINAN g E 1C)VS. CEN E IDU INS1�1 1N OVCRNtd16 THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ►O1*NABITABLE AREAS WRE INC UNIT AND IM: AREA ARE DESIINEF to !D�fOROEOCR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES AWT VAtCR IWURAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE MBS AND SIDELIYEL DODR/SIDELITE HEADER, DOOR/SIDEUTE JAMBS, AND STDELITE BASE gF'rm""itm. INERS ARE COPED AND BUTT JOINED. DOCIRS SMALL BE PRE -PAINTED WITH A VATEP-BASED EPDXY RUST 0.8 to 12 NIL FRIAMES SMALL BEAPRE-PAINtEDINT VITH A BVITH AN AACRYLICSLATEX VATERBASED/ Y,TER-REDUCIBLE VHITE PRIMER VItH A DRY FILM THICKNESS OF BB TO 12 NIL APPA VEDDAASSCCOMOLYINC011i ICE O.L VtY D coo PAOOIt T AROL CI'.'L4;a!1 BUILDW CODE., Pl1ANCE CRFC� ACCEPTAttCB tM), 01- o3 i 4'. 2 f GLAZING DETAIL M* I111114K BSoa TERIM M.VC IAiEX CAULK 112 ' ;LASS BITE IEWEREO Gms OUTSWING OTHER CONFIGURATIONS /,.ram .�%i��/ �• - _ � .` ..f U. • 1� � 1 1-1020-EW-0 Mi. 2Q6 [tlOIH1m C, 3/4' 80 11/16' MAx EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR rowel mmof-K COMM -----� IB EV-12 1 1/4' X 4 9/16' HTL. t0 BE PINE I]R EATIERSIRIP - 4ockscgr EDUIVALEHi ANB R IHREPaD EV-10 EV-13 1 1/4- X 4 9/16' HTL, TO BE P VALEMI PRENDIR BRAND DR EDUIVALEHT� I��z ,l 9 16' EV-05 PRENDOR BRAND - l 11/16' - 20 GA STEEL a IL (117 1.p1 -An . w itl!>n s r L) VAST FOAH - DENSITY 2.0 10 2S I�11116- EW-04 PREMDIIR BRAND - - 20 G4 STEELEV-08 4' X 9 1/2' HTL. TOR EWIVALENiEV-07 15/16' X I ii/I6• ►rl rn— —.— .... __ _ LOCK PREP FILLER PI 4•xV HINGE i►00D HINGE JAMB BIQ x 3/4' fJiVs 910 X 2' F.1LV.S. � PirT� I Arotis ynYNuTtliI u SIDELITE VOOD STILE T72' MH LOCKSET lO x 13/4' fJi.V.S. VU111) SIDELITE JAMB E22-X 64• SiNGL.E PAWL GLASLITE TRIH (VTIpp)D CASING V�D SIDELITE HEAD�k JAMB VOOD SIDELITE BASE P13LYPRWYLENE LITE fRAHE ` 06 X I 1/2' PAN HEAD SCREVS PIN NAiL DOW SILICONE #995 • "MR-W/ASCmattYRBYdiTIft f•OUTH M7ja� g�g� eY .1I�NJrrIT � 5� .. oTvrsoM iiUAJ»I6 (�ppE oolaaut,� orT� I•U:EWANCE NOS 01-D3/ Y. a� waefrtp - JIJU THICK- HTL TO P0.YETHYLE NAMR BRAND HMM E IM EQUIVALENT 097 THiCK (STET i 1/4' X 4 9/16' MTL. TO BE pRX pR 97 THi i (+) Stl(EVS PER HINGE Mir am SIEVE S PER [aa1 Sil#LLtIE OaMt wTo S (P Mai ts' nL iT4 q1 iER IIEUTE. 4• t1 w "m REFER TO ELEVAi�i( VKit• 11R i ff SIRENS IRCB A1IN LUEA(ION3 fV-07 I5/16' X 1 it/16' HTL Tp BE PINE OR (2).SCREVs ai EQUIVALENT EACH STRIKE PLATE KVIKSET DRANB 2W L OR staEvs TTrOp1 BRAN IBO LOCX "ft (BE iHfREAr KV �Arq INip SiiK1iT[ iAtlt, it low riwn c is Ir OTC ►HEREAriER i wi0 SloEtt:E JAIN, 4• ttRVM fRpt 1 4) SOV4 N(Rgl01 EACH MNX INTO OWN .t♦w/ V-[B 1 1/4• X 4 9/16" MTL• TO BE PINE OR EQUIVALENT V-19 a L - -1 4 - V-20 5/16 x I/2' MTL.. TO BE R[NE OR y_21 - EQUIVALENT ion stoe er ztrt aMrr ws;a UEaa J-22 1 1/4' X 4 9/16' Mil.,. TO PINE OR EQUIVALENT /-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 647. OBL- W Polypropylene by ODL 18 PER FRAME 10 ZMEV 4• ac i Af i +• Lum Mil. 4" IN ri91 taw mml r OL, uENrrtil, i6LI a MU.DR MI fit 1-1020-EW-0 - SHEET � OF 6 ivisl LLL1&t B 1/4' SHIM MAX �TERIOR I 79MAX16- 80 11/16' MAX I 2 BY WOOD BUCK ----- SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 �rov�la axw.rarc+amn� souTHFIiI`I'{3'�.uQAE _ 11 1\ ..UUuI\ I,UINI IUUI\H I UJN,� 6' o j �n+f ""_ • wx tuuran tw�E 'emu ,we psi (}pni R( l p. `i(n�l,ory ! wxtnac cm* cowtwfce or Mill 6• X 31-1020-EW-p SHE[T 5 OF 6 i[YISO(1[il([ u I HLK BUUK HANEL STYLES. 36 r—MAX E3 El as '9 DIU �Q� as nun oo goo a❑ Dun ILAW TOP 6-PANEL 4-P I 4-PAL IwEL 9 PANEL 10-PANEL 18-PAHEL OTHER SIDELITE STYLES 30" —�--1 r MA X 79 M/�X Y� p p SL-10 SL-20 SL-30 SL-60 SL-50 A-391 A-69A SL-691 oa on nu aG �� PD-1 P8-2 PD-3 PD-4 P0_5 PD-b PO-7 PO-B PD-IB PO-19 PO-20 PD-21 PD-22 PO-23 PO-24 00 uC== 0 ® FLUSH 8-PANEL CR055811CK Q Q Q d❑ I2-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV 5i/p9K.L EYEBRMV 5-PANEL 5-PANEL VISCRULL EYEBRpv I 1 p A-69C SL-25 SL-55 SL-30D SL-40 SL-%A A m . A . A PO-9 PO-10 PO-tI PO-tZ PB-13 Im PO-25 PO-26 PO-27 PD-28 P0-d9 PO-30 CIO U01 %8�I ��d11 101 pp0 - �� p PO-35 PO-36 PO-37 . PD-38 PO-39 PD-40 PO-41 PO-42 PD-43 PI-43A PD-438 Oka A-9tt A-90C A-30I SL-30C A-7I f A-09 uu QQ as na PO-14 PD-15 PI-16 PO-17 s $� PD-31 PI-32 PI-33 a o m PO-34 a 1.. a t J i l-I IJ 31-10&-EW-0 etas a 16nt SHEET 6 OF 6 aru� ur�r FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name:4CHES AKE 1 Builder: MARO HOMES Address: j Permitting Office:City, State: Permit Number: Owner: 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: 35.4 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 M2) _ 1625 ft' c. N/A 7. Glass area & type - a. Clear - single pane 133.0 ft2 - 13. Heating systems b. Clear - double pane 0.0 ft - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' - _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 if 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 Inwl, Exterior R=4.2, 1033.0 ft2 - _ 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 ft' - 15. HVAC credits PT, 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-Muhizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculationZacompliance with the lorida Energy Code. PREPARED B DATE: MAR 0 7 2003 I hereby certify that this 'Iding, as designed, i in compliance with the o 'd En rgy Code. A OWNER/AGENT DATE: MAR 0 7 2003 �I Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL.: DATE: EnergyGaugee (Version: FLRCPB 0.21) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X Floor Area BSPM = Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear NE NW SW SW SE SE SE 1.0 6.0 16.0 0.6 6.0 16.0 1.0 7.5 40.0 1.0 6.0 16.0 0.6 3.0 3.0 1.0 11.0 36.0 1.0 3.0 6.0 43.65 37.74 52.82 52.82 56.64 56.64 56.64 0.97 1.00 0.99 0.96 0.92 1.00 0.81 679.2 601.4 2087.8 815.6 156.6 2038.2 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent Exterior 207.0 1033.0 0.70 1.90 144.9 1962.7 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 1033.0 11.0 207.0 1.16 1.00 1198.3 207.0 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 Exterior 18.0 40.0 1.60 4.80 28.8 192.0 Exterior Insulated Exterior Insulated Adjacent Wood 20.0 20.0 18.0 4.80 4.80 2.40 96.0 96.0 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 Under Attic Under Attic 19.0 360.0 2.82 X 1.00 19.0 1272.0 2.82 X 1.00 19.0 97.0 2.82 X 1.00 1015.2 3587.0 273.5 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 Raised 175.0(p) 0.0 -31.8 0.00 -5565.0 0.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Base Total: -5565.0 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 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019 11 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 0.950 0.950 11270.5 11270.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1 A 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 TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.E 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 EnergyGaugaWFiaRES'2001 FLRCP[3 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4681.92Winter 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) 0.461 1.239 0.461 0.950 0.950 3795.7 3795.7 EnergyGaugeT"" DCA Form 60OA-2001 EnergyGauge(VFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I 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: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 11271 3796 7278 22345 E: PASS EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606A,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 banler, gaps In gyp board & top plate; attic access. EXCEPTION; Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seems. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Mu[U-s!M Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (mutt ho mot nr oY.-ooAori by su COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons pal minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 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. EnergyGaugeT"' DCA Form 60OA-2001 EnergyGauge(&/FlaRES'2001 FLRC:>'':' v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 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 3. Number of units, if multi -family _ I 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 fe _- 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 f? d. Tintlother SHGC - double pane _ 0.0 fe 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 a. Concrete, Int Insul, Exterior R=4.2, 1033.0 W 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 _ DIiP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' 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 ft- HF-Whole 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-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:- MAR 0 7 2003 Date: Address of New Home: City/FL Zip: Cap: 35.4 kBw/hr _ SEER 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons EF: 0.93 PT, *NOTE; The home's estimated energy performance score is only available through the ELA/RES compute rogram. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA DOE EnergyS1arT' designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a I-;Iorida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at w, ww,fsec, ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficienc} • Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT G7, CROWN COLONY 5UBDIVI5ION RECORDED IN PLAT BOOK G I PAGE(S) 7G. 77 # 78 PUBLIC RECORDS SEMINOLE CST,; FLORIDA J, LOT 72 LOT 71 - no fo I.500009'02'E GO.00' 4 a S• la 20' lky'y3 GRMRHIC WALE 41 iO.a In CDNL. V r KTID I D, 00' LOT G8 O 40.00 O LOT GG 0 0 ui MODEL: N . _ CHE5IIPEM ' K (3-2) BLOCK MNIBMED I•LOOK ,Q ELEVATION— 45.cDD ,n • • • DRNNI4GE TYPE: A CO N ] CD NL. IPKTI D N z I D, CID' z ID,DD' Ic.a CONCPMM Drove Ia U.E.! Ael L3 lD Ae "50MVWE GO.00' FLOOR SLAB ELEVATION $ MUSTgBE 16" ABOVE CROWN. OF ADUACEINT ROAD UNLOS CROWN COLONY WAY OTHERWISE APPROVED NOTM* FLOOD CERMCAVON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROW COLONY WAY BEING SDOW9 02•'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT; 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHORN RATE MAP, THE STRUCTURE REAR: 20 �. HEREON ARE BASED ON SITE ENGINEERING SHORN HEREON DOES NOT LIE WININ SIDE: PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X SIDE STREET: 20' 1. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 67 CONTAINS (SUBJECT TO CHANGE) 6,900 SQUARE FEET/0.158 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, 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 AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS GEND: N0.-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT CIi.-CHORD P.C.-POINT OF CURVATURE QR-OFFICIAL RECORDS P.C.C.-POINT OF 61POUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH LA -LICENSED BUSINESS CRORG.- BEARING S&I.E.-S►DEM'AU% UTILITY EASEMENT D.U.-SE.-DRAINAGE, UTIUTY 8 CENTERLINE A/C -AIR CONDITIONER PAD ADELTA CENTRAL ANGLE) PAU.E.-DR,WAGE R UTILITY EASEMENT SIDEWALK EASEMENTWIN THE *7*0-59 LOT by C. W-0.2003 2038 CARD FILE: CRONNCOL87.DNG '� TN85 SURVEY NOl" VALID tINlES5 EMBOSSED REVISION A TONE INC. A FLORIDA DATE