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108 Dominion Ct 03-2133 SFR
CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBER CRC 058496 ADDRESS PHONE NUMBER 4 0 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING MISCELLANEOUS CONTRACTOR SUBDIVISION t MEN" -T PERMIT 46 I DATE • , PERMIT DESCRIPTIONSt*&ew PERMIT VALUATION SQUARE FOOTAGE I d 3 M liallIINaINonINN1lmliNNnNNNRI NIn \V.....,, V o� U. g� 0 U0 09 undl13 z H fn W .J Uj08 m o V4 w .a v a MARYANNE HORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04856 PS 1566 CLERK'S # 2003097486 RECORDED 06/09/2003 Oeo2li0P PM RECORDING FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-SQS-0000-0300 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 30 108 Dominion Court: 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) CER-I lHED COPY SURETY (Bonding Company) MARYAI` NE MORSE 6i FRK OF OIR "Ui r COURT Name and Address N/A �,�„�„,�',„n, Amount of Bond LENDER Name and address Bank of America. NA, 7501. Orlando Ave #102 Winter Park. FL 3iW; 2P ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 1407) 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. 1s1 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 specified.) RUSSELL KE H S HERS Maronda Ho es, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of Q a 6;j, - Notary Public EF4 BBIE TIME Comm Up. W.M5 PUBLNo. CC 999378 -- * Wmm 1 I06W I.D. , 2003. opophipA CITY OF SANFORD PERMIT APPLICATION - Permit # :'�' Date: May 23, 2003 Job Address: 108 dominion court Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $91,702-ft Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alann Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage.•"t;ONF- ��'�' Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0300 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (,407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to dtis property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. k��� 5/23/03 Signa er/Agent Date Russell Keith Summers Prin ner/Agent's Name 5/23/03 S'it7t3t1r'9tatt"Rflil7tfHtf F"�,g,My DEBBIE TIME Comm Exp. 2/5/05 No. CC 999378 Per ,ahy Kro" I I Other I.D. Owner/Agent is _X_ Personally Known to Me or �._ 5/23/03 Signature of on r/Agent Date Russell Keith Summers Print Contractor/Agent's Name Q&�i�- 5/23/03 Signature of Notary -State of Florida Date �eF ito DEBBIE TIME 9 NCTAFY o My Comm Exp. 2/5J05 No. CC 999378 Pen�natry Knwm I 1 Other I.D. Contractor/Agent is _X_ Personally Known to Me or _ Produced ID i f) - Produced 1D �y l APPLICATION APPROVED BY: Bldg: ° ___Zoning: (Initial &Date) (Initial &Date) Utilities: (Initial & Date) (initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Q"_31�, a I Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: IN 0 Do I Y111) t t 1 hal-1 . \a . FL Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 503 New Commercial: AMP Service Change of Service: From _ AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: Y DO By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ------ - --- ------------- p 's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: _ _ ` 0 I Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 108 Dominion Court Lot: 30 Panel: 6 Mechanical Contractor: GARY CARMACK ---------------------------------------------- Residential ----�----- Non -Residential INature of F Amour By signing this application, 1 am stating that 1 am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 ------------------------------ State License Number s i ax 'tr �trylvRa �C roaAmxo, CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: .(:� -?__C) lt?S Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of ,lob: _____J-0$_D0minion Court ___________________Lot_ 30_ Panel_ 6 Plumbing Contractor: _______WILLIAM T._SELF Residential: _ -V/--- - Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's S Vmature CFC057039 State License Number 1V�aronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KF.LLER ROAD, SU/TE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY 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: 30 108 Dominion Court. RUSSELL KEI MMERS, 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. rt DEBBIE c s My Comm TiEms. 2/5/05 No. CC 99935 NOTARY PUBLIC bw. t10".rIo. CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 30 Subdivision: CROWN COLONY Property Address: 108 DOMINION COURT ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). El 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑O 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). c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. MR 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. D 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) 210125.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 Fouow 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. 0 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: Friday, May 23, 2003 SIGNATURE: caner or Authorized Agent) PLOT PLAN for. DESCRIPTION: RECORDED IN PLAT BOOK SCALE 1'- 20' MARONDA HOME-: ;. INC. LOT 30, CROWN COLONY SUBDIVISION GI PACf(5) s7G thru 78 PUBLIC RECORDS of 5EMINOLE COUNTY FLORIDA DOGWOOD DRIVE 589049' 1 1 V 0' 5' 1 O' 20' L GRAPHIC 5CALE 25' PRIVATE ACCE55 EASEMENT -- FOR THE BENEFIT OF LOTS 30, 31. 4 32 AND LOTS 29 4 33 pa• RECORDED DECLARATION OF EASEMENTS � 1\ LA N qt �, m NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 30 BEING S89 48'►4'W, BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON 511E ENGINEERING MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE FRONT.' 25' PLANS FOR THE E J. BUILDING 71FS AREE T O F FOUNDATION. SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA, REAR. 20' SIDE. 45' 4, PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED IN THE F1EL0, THIS STRUCTURE LIES IN ZDNE " X " COMMUNITY PANEL NO. 120289 0040 E SIDE STREET, 20' BUILDING LINE. 60' THIS IS NOT A SURVEY. EFFECTIVE DATE, APRIL 17, 1995. MAP REW90N DATE. (SUBJECT TO CHANGE) LOT 30 CONTAINS THE UNDERSIGNED AND CAVOIVE, INC LAND SURVE29 YORS and MAPPERS MAKE NO RESERVA17ONS OR GUARANTEES PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, REFLECT OR SET FORTH ACRES AS TO THE INFORMATION SOUARE 2REFLECTED HEREON AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO ALL - SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE ERE VERIFICATION. ABBRE VIA TIONS/LEGEND: F. T, -POINT OF TANGENCY Cl P.I.-POINT OF INTERSECTION L. L.B.-L►CENS D BUSINESS Ca AIR CONDITIONER PAD p A VONE, INC. LAND SURVEYORS AND MAPPERS _l 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9090 FAX No. (407) 339-3636 .OT by NEIL %ADD FILE: CROWNCOL30.DWG WITH THIS E SICNAnW RVEY NOT VALAND 1 A FLORIDA LICCEENS�EDD SURVE) DOMIN/CK_d� F• CAVONE - FLORIDA SURVEYOR d MApA LICENSED BUSINESS NUM F.E,-FENCE EASEMENT TURE D.E.-DRAINAGE EASEMENT ✓ATURE WENT U,E.-UTILITY EASEMENT D,U.&SE-DRAINAGE, UTILITY � EMENT SIDEWALK EASEMENT LESS EMBOSSED AISED SEAL OF DR AND MAPPER REWSION DATE A r PRESIDENT R NUMBER 2005 IER L.8.5073 PLOT PLAN 5 003 W.0.2003-59aR CITY OF SANFORD / ENGINEERING & PLANNING DEPARTMENT CONTACT: DIRECTOR OF ENGINEERING & PLANNING P. 0. BOX 1788, SANFORD, FL 32772-1788 µ._. PHONE: (407) 330-5670 ---------------------------------------------------------------------------- Application Number . . . . . 03-00001806 Date 5/13/03 Property Address . . . . . . 108 DOMINION CT Parcel Number . . . . . . . . 34.19.30.-0000-0300 Application description . . . DRIVEWAY INSTALLATION - ENGINEERING PERM Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . Application valuation . . . . 0 Owner Contractor ------------------------ ------------------------ MARONDA HOMES INC OF FLORIDA 1101 N KELLER RD, STE F ORLANDO FL 32810 (407) 475-9112 ---------------------------------------------------------------------------- Permit . . . . . . ENGINEERING DEPARTMENT PERMIT Additional desc . . Permit Fee . . . . .00 Issue Date . . . . 5/13/03 Valuation . . . . 0 Expiration Date . . 11/09/03 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . 02-ENGNG DEVLPMT FEES 10.00 Fee summary ----------------- Charged ---------- Paid Credited Due Permit Fee Total ---------- .00 ---------- .00 .00 ---------- .00 Other Fee Total 10.00 .00 .00 10.00 Grand Total 10.00 .00 .00 10.00 ,8P 03-) K(v Oper: MIBFRT:3C Type: UC Drawer: 1 Date: 5/13/03 05 Receipt no: 6855 M3 18% B1, BUII.DIMB Pf:RM1T 1 SICK CA I" SP& M Total tendered $28.80 Total paynent $18.00 Change f 18. M Trans date: 5/13/03 Tine: 13:28:22 ---------------------------------------------------------------------------- The above referenced fees have been paid for the noted address. If any additional information is needed, please contact the noted office for assistance. CERTIFICATE.OF &CUPANCY / COMPLETION This is to certify that the building located at 108 DOMINION CT for which permit 03-00002133 has heretofore been issued on 6/17/03 has been completed according to plans and specifications filed in the office of the Burling Off' ial. rio to he issuance of said building permit, to wit as �_y--\complies with all the building, plumbing, el ctrical, z ning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROV DATE APPROVAL BUILDING: FIRE: Finaled \\ o Inspected ZONING: Inspected UTILITIES: Water ewer Lines In N\- �1-6S/9-3 ines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: ��1a��1� Street Paved Drainage Maintenance Bond PUBLIC WORKS: Street Name Street Signs \- 0��3 AZ�Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6 17 03 01-APPLCTN FEE -BUILDING 6/17/03 01-APPLCTN FEE -MECHANIC 6/17/03 01-APPLCTN FEE -PLUMBING 6/17/03 01-FIRE IMPACT - RESIDENT 6/17/03 01-LIBRARY IMPACT FEE 6/17/03 01-OPEN SPACE 6/17/03 01-POLICE IMPACT - RESID 6/17/03 AMOUNT 10.00 10.00 10.00 10.00 59.27 54.00 279.61 91.93 PAGE: 2 CERTIFICATE QF OCCUPANCY / COMPLETION hlEs is to certify that the Duiiding located ac 108 DOMINION CT- for which permit 03-00002133 has heretofore been issued on 6/17/03 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-RADON GAS TAX FEE 6/17/03 10.33 01-ROAD IMPACT FEES 6/17/03 847.00 01-RECOVERY FD/CERT. PGM. 6/17/03 10.33 01-SCHOOL IMPACT FEE 6/17/03 1384.00 WD IMPACT:SINGLE FAMILY 6/17/03 650.00 SD IMPACT:SINGLE FAMILY 6/17/03 1700.00 OWNER "ILDINFICIAL ATE CERTI'CATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: 1 \`- N"--t� PERMIT # : c-, ADDRESS: CONTRACTOR: PHONE # b'1- Ln t' -'r'kma_ The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _. ngineering biC-sc ---Public 'Works Utilities Fire OZoning ©Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ERTIFCATE OF OCCUPAN REQUEST FOR FINAL INSPEC *** SINGLE FAMILY RESIDENCE** 1 DATE. tl PERMIT # C�s - i ADDRESS: \C CONTRACTOR: PHONE #: Lib1- y1'-J i i 1 i i i i i i i i 1 i I 1 � 1 1 1 1 1 w r 1 r. + `� 1 •. i a N m i '^ a " C a V' 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. T: Engineering 0 Fire W,Public Works ozoning v" CONDITIONS: ---•2 i BE COMPLETED ONLY IF Licensing VAL IS CONDZ?L— ONAL) /el - b e- Qla� 1 1t +U LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 11/20/03 09:25:16 Location ID . . . . . . parcel Number . . . . Alternate location ID Location address . . . . Primary related party Type information, press Sequence Code(F4) App 1.00 PLZN BP PLZN BP PLZN BP _77-U PLZN BP 5.M CSVC UT __679U CSVC UT 77.0T CSVC UT CSVC UT �77 �� 234715. 34.19'.30.-0000-0300 108 DOMINION CT Enter. Free -form information THE HOUSE ON PROPOSED LOT 30 SHALL BE A SINGLE FAMILY DWELLING. THE EXISTING STRUCTURE (BUNGALOW) SHALL BE DEMOLISHED RESTRICTED TO SINGLE STORY RESIDENCE SW DEV FEE WA DEV FEE 5 . BP - PD 6-17-03 SEE REC 5 5 4" WA METER SET FEE $190.00 PD - 7- RECf5846 Special Date notes 71102 Y 7= Y 7= Y 71167 Y 62603 More.. F2 Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel LMBC0401 CITY OF SANFORD 11/20/03 Address Misc. Information Maintenance 09:25:34 catiion ID . . . . . . . 246535 Parcel Number . . . . . Alternate location ID . . Location address . . . . . 108 DOMINION CT Primary related party . . Type information, press Enter. Special Sequence Code(F4) App Free -form information Date notes 1.00 CSVC UT 3/4" RC METER SET FEE $190.00 PD 6-17-03 62603 _ _777G CSVC UT REC#5846 -62603 4n _ 5. _UG _ 6n _ --7-.-n _ 77 _ __7_.UU _ More... F2=Address F3=Exit F5=Notes display F6=Change display F10=Subdivsion Notes F12=Cancel i t CERTIFCATE OF OCCUPAN(b, .REQUEST FOR FINAL INSPEC1j4 **** SINGLE FAMILY RESIDENCE* un ' DATE:'•',J\w,.� Q1 as �„ ' w 1 w eci � PERMIT #:'� ci u r c `'' O CO1 • � � o a v+ tJ y a +. , ADDRESS: �� �{ -,- �.k.,�.l C_ �: C ° ° C 0- 0— CONTRACTOR: ( Cro Q PHONE #: �Ab-1 L1`) 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. e� (tCj 3Enginee uPublic V i ities O Fire �� OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY WA REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** r DATE: PERMIT : -� ADDRESS; \ 66 CONTRACTOR; "_ )QJM PHONE #: b1- y1= , -1ma 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 D Fire c Works OZoning _, Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the bnshucWns on papas 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, arxUor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 108 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 30 - 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: 0 GPS (Type): ( ##° - ##' - ##.##" or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1 120294 SENNOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. RASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of floodirg) 12117C 0045 E 1117195 4MV95 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) Ct. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction "A new Elevation Certificate will be required when constriction 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 p)otograph.) C3. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-a4 below aocording 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 NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (inducting basement or enclosure) J-0 J-[_ft.(m) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) g g o e) Lowest elevation of machinery ar dlor equipment w servicing the building (Describe in a Comments area) _ft.(m) -8 2 X f) Lowest adjacent (finished) grade (LAG). fL (m) z' o g) Highest adjacent (finished) grade (HAG) in o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J 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. I 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. CERTIFIERS 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 InfomttaWn from SecdQn A. ) For Insurance Company Use: I BUILDING STREET ADDRESS (IndudkV Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Nunber ` CITY STATE y ZIP CODE I Corroanv NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. COMMENTS Check here if attachments SECTION E - BULDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT SFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) [:]above or ❑ below (check one) the highest a4acent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE DATE / TELEPHONE 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 oompleted Section E for a building located in Zane A (without a FEMA4ssued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as-b uifl lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions r4YONE,I2VC. �,' 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 LAND SURVEYORS TELEPHONE: (407) 030-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 108 Dominion Court Legal Description: Lot 30, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 30. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Dominick F. Cavone Florida Land Surveyor chi Mapper Reg. No. 2005 Licensed Business No. 5073 11-14-2003 Date Fieldwork Completed W.O.# 2003-15510 PLOT PLAN MARONDA N� :)ME3, INC. DESCRIPTION: LOT 30, CROWN COLONY SUBDIVISION _ I RECORDED IN PLAT BOOK G 1 PAC, _(Sc) 7G thru 78 PUBLIC RECORDS of SEMINOLE COLINri FLOR,DA SCALE I'- 24Y 4, O' S' 10' 20' {�E_—� GRAIMIC 5Cr1LE FLOOR SLAB ELEVATION 8E 16" AZ � :'Rfl� MUST OF ADJACENT ROAD UNLE11 O-THERWISE APPROVED 25' MUVATE ACCE55 EASEMENT — FOR T11E BENEFIT OF LOTS 30, 31, 4 32 AND LOT3 29 4 33 per RECORDED DECLARATION OF EASEMENTS ,�DOGWOOD DRIVE 589°49' 1 1 "W 70.0 tn N It 19 NOTES: FLOOD CER77RCA770N I. BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 30 BEING SB948'14"W. BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS ?. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING MANAGEMOD ENT AGENCY FLOW INSURANCE RATE MAP, THE STRUCTURE FRONT: 25 PLANS FOR PROiEFOUNDATION. 3. BUILDING IlfS ARE T SHOWN HEREON GOES NOT LIE WITHIN ME 100 YEAR FLOOD HAZARD AREA,; REAR: 20' SIDE Z5' 4. PLOT PLAN ONLY. LOTT HASAS NOT BEEN STAKED IN THE FIELD. THIS STRUCTURE LIES IN ZONE " X " COMMUNITY PANEL NO, 120289 0040 E SIDE STREET: 20' BUILDING LINE: 60' THIS IS NOT A SURVEY. EFFECTIVE DATE APRIL 17. 1995. MAP REVISION DATE. (SU&CCT TO CHANGE) LOT 30 CONTAINS THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS 81 SOUARORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER REFLECT MATTERS, AND FURTHER OR SET FORTH ALL SUCH MATTERS SUCH IN FORMA110N THIS INSTRUMENT IS NOT INTENDED TO SHOULD BE OBTAINED AND CONFIRMED BY ABBREVIA TIONS/LEGEND: OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. R. NO. -NUMBER P.I. -POINT OF TANGENCY P.I.-POINT OF INTERSECTION CH. CH. -CHORD P,G-POINT OF CURVATURE CONC-CONCRETE L.S-LAND SURVEYOR WE.- WALL EASEMENT P,R,C-POINT OF REVERSE CURVATURE ARC -ARC LENGiH L.B.-LICENSED BUSINESS S CENTERLINE A/C -AIR CONp�IONER PAD O,R-OFFlCIAL RECORDS CH.BRG- ORD BEARING f�NTRAL P,GC.-POINT OF COMPOUND CURVATURE S-&U,E,-SIDEWALK d U XITY EASEMENT &DELTA ANGLE) D,JrU,E.-DRAINAGE & UALITY EASEMENT /A voNE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 8JO-9080 FAX No, (407) 339-3638 .OT by NEIL :ADO FILE: CROWNCOLJO.DWG —a wmvt s nv1 VALID UNLESS El WTH bQ AND �AFLORA ICE SURVEYOR AND DOM/N/CK F. CAVONE FLORIDA SURVEYOR h MAPPER PNRUAl LICENSED BUSINESS NUMBER L.B. F.E.-FENCE EASEMENT O.E.-DRAINAGE EASEMENT O.U&SE.- DRAIN EASEMENT & SIDEWALK EASEMENT IBM=L OF MAPPER TENT ER 2005 REN51ON DATE - PLOT PLAN 5 9 2003 W.0.2003-5993 FORM 600iA-200 r FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A ------ Project Name CHESAPEAKE Builder: MARONDA HOMES Address:(�t' t Permitting Office: City, States fl#- Permit Number: Owner: ELECTRIC 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 (ft') 1625 11' c. N/A 7. Glass area & type - a. Clear - single pane 133.0 ft' _ 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 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft „ _ c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R-4.2, 1033.0 ft' _ EF: 0.93 b. Frame, Steel, Adjacent R-11.0, 207.0 W _ b. N/A c. N/A d. N/A _ 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 IV _ 15. IIVAC credits PT, b. Under Attic R=19.0, 1272.0 fi = (CF-Ceiling fan, C V-Cross ventilation, c. Under Attic R-19.0, 97.0 ft' HF-Whole house fan, l 1. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone beating) 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 calculatio in compliance with t e Florida Energy Code. , PREPARED DATE: MAY 2 2ma I hereby certify that this building, as designed, is in compliance with the F ida nergy Code. OWNEFUAGENT: a DATE: MAv ok a, 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 St6tutes. BUILDING OFFICIAL: DATE: f a C E nergyGauge® (Version: FLRCPB v3.21) FORM 60*-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 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 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60014-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System = Cooling -..._... Total X Cap, ............... - — -- X Duct X System X Credit -- = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 30841.8 1.000 (1.079x 1.150x 1.00) 0.310 0.950 11270.5 31019.1 0.4266 13232.7 1 30841.8 1.00 1.241 0.310 0.950 11270.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600tA-200 1 WINTER CALCULATIONS r Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2,60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING 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 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: .332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 455.0 1625.0 -0.28 455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 600A-2001, WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6992.6 1.000 (1.068 x 1.160 x 1.00) 0.461 0.950 3795.7 4681.2 0.6274 2937.0 1 6992.6 1.00 1.239 0.461 0.950 3795.7 EnergyGaugeT"" DCA Form 60OA-2001 EnergyGaugeMaRES'2001 FLRCPB v3.21 FORM 600,A-2001. WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 1 11271 3796 7278 22345 PASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 6004k-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION R9 UIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC_1_1 Maximum:.3 cfm/sa.ft. window _area: .5 cfm/sq.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 Penetration slopeni ng s >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the _perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter�t penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 I Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from �__.---conditioned space,tested. Multi -story Houses 606.1.ABC _12.5 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 mat nr orr-aarlarl hu nil rncirl---n . COMPONENTS SECTIONREQUIREMENTS _ CHECK Water Heaters 612.1 _ Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric)_or cutoffas) must be provided. External or built-in heat hap required. Swimming Pools & Spas 612.1 _ Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%_ _ Showerheads 612.1 — Water flow must be restricted_ to no more than 2.5_gallons per minute at 80 PSIG. Air Distribution Systems __------ .. .._ 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. _Ducts in unconditioned attics;_R-6 min. insulation. HVAC Controls 607.1 _ 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 600A 001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 t ENERGY PERFORMANCE LEVEL (LPL) 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 1 _ 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') _ 1625 ft' c. N/A 7. Glass area & type a. Clear - single pane _ 133.0 fig _ 13. Heating systems b. Clear - double pane 0.0 W a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 W d. Tint/other SHGC - double pane 0.0 ft, b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation _ R=0.0, 175.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1033.0 W _ b. Frame, Steel, Adjacent R=11.0, 207.0112 _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 W _ 15. 11VAC 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. All: Garage Sup. R=6.0, 165.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, W-1I-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 co�pliant f t Builder Signature: Date: HAY 2 3 2003 Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 �D PT, *NOTE. The home's estimated enemy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www fsec. ucf edu for information and a list of certified Raters. For information about Florida s Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauget (Version: FLRCPB v3.21) IJ_1 1 ►Y1-4 cD CV Ln rn CN 0 a a WAyne W/NDL OAD SPMF/CA T10N 0108 , I)alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS -- TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 P Si. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR SFRLJ,C'TUPE AND IN ACCORDANCE. ;WITH:'iPIJRR�NT BUILDING CODES-'F0P I - ,,,LOADS LISTED ON :rH1'S�D(�AYbIN�•:;��. Approved: Ws. Mson.' p.E 3315 AOCNSON OR PENSACOU; IR. =14 _, fLORIOk FfRilFlEAA0Ni r b': CEORGI�.C•,EkTJFlC,h ON NO_'0�8519 i 1' � '• : %' NOR1H,.WOUNp. lE?.nFICA110N•NW`613- 36' Rate: 7:- 13 GA HORIZ ANGLE t 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" 5/16x1-5/8" LAG SCREW AT EACH JB—US BRACKET 054" VERT TRACK —,I L 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JIB —US BRACKET —`t �OPT1ON COOS' ar"08 I RE-V- P I WM 9' x 14 ' MAX 44 PSF CODE' ar08 I RE-V- P I WM 9' x 14 ' MAX 44 PSF I 1 OF 4� . ( TRA CY END HINGE TOP BRA CKET RECUIREIIEN TS ' 1 /4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) 14 GA NOE BODY HINGE :\ ° ; (4) t/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8'• TEK SCREWS • poL END HINGES20 CA 9. 'U—BAR Cl ..o��, • � WIDE BODY HINGE (P/N SEE BILL OF MAT'L) fill -GE RH END HINGE � � 3 •i r • ' i NYLOr-ROLLER (P/N 70791) ® \ BOTT 8RACKET \ /� (P/ H-270;54 �. & LH-2Z0J55) .� (3 f '71 /4-29X7/8" '`.•TEK SCREWS 't(p/N 100507 Approved: W.S. Wilson, PZ 3395 ADDISON DR., Pe4SACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 OEOROU CFRTmcnoN No, 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5'- o 1 1/2 �4w �cNTER STILES) OPTION CODE.' 0108 1 RE-V.- P I WM 9' x 14 ' MA X 4 4 PSF 12 OF 4 ' T ' U-BAR L 0CARONS NOTE: . MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN f 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN p •� a o 0 I (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 3395 IQO�SU17'DRC; lS'I�COIiZt�325J� , FLOR10AIXERTIFCAnoN N0. 00484851 CEOFCG"1 CERTI0CknOR?l000T8519 NORTH'.Lr+ROUNA CERTIFICATION Nb'p13gG::' . Date: r---- .. :..�� •; r � •: � Eop T10/v CODE REV. P WM 9 ' x 14 ' MA4aF 3 OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES-' REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,�FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 519" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. Waynelvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and•An�wers':GAIS(Q127). APPROVED. OP Based on ofher'i >5t:ta 74aleijtaAluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: (= ' COUNTY �? �Fpc^ ION W.S..VZ son; WE' � �- .d(. � = s 3395 Ada isorrDr.-p4rlsaco(a FC 1,4.' t" Florida �er4;rlo..OD�3S.4$�: ,. '..;'� rtv Z t. °s C� `n ff/ g Georgia Cert'Nb � ✓ �' ' . t85•tt'•��''``� ;� l North Carolin6 Cyrr Nd. 036�� (.-•. &JI cc rn CV 0 Wayne Batton M ODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA0 SPECY7CA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE ENO PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR'`TH-E LOADS LISTED ON THIS• DRAWING.,,, 1.4 . Approved: lz t A C N � mpg Fes• �II. G=RCA- ctFnvlCtnol Ndjt"Mr+� �ER . -O Date: '. ^*,; .Z � 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION, 067" VERT TRACK (I) JB—US BRACKET LOCATED , ^• ."' AT EACH ROLLER LOCATION �, EXCEPT TOP BRACKET ROLLER FL�251ti= f AC110bQL89, (P/N 125i39). FICa[ION NO. •02MIE APPROVED SIZES: 16'-0" MAX MOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" V�^ L• c OPTION C00�": �(,;rREV P1 WM 16 x 14 MAX, f27 —29 PSF 1 OF 4 � ( r :i R rRA C, K END HINGE; TOP ERA 0 (Lc - T RE -0 UIRE -ME _N TS, 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4'-2Ox5/8' TEK SCREWS (P/N 141668) in fl OR"dQ ARROW BODY HINGE� A 74 (4) 1/4*-2Ox5/8" SELF -THREADING SCREWS 41/4"-2Ox5/8- " TEK SCREWS ALL END HINGES .;,*7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH 'I�Q Nrr- 'Cer -Hf—w- 2- NYLON ROLLER W1 4 1/2" STEM (P/N) 108135 -WIDE BODY . HINGE (P/N SEE BILL OF MAT'Q� 3' 20 CA U-BAR RH END HINGE (3) 1/4--20x7/8- I Approved: W.S. Wilson, P.E. 20 CA CENTER 3395 ADDISON DR., PENSjAXLA, FL 32514 I STILES FLORAL CERTIFrATION NO. 00484a9 GEORGIA CERTFCAlnON NO. 01a519 BOTTOM BRACKET 16 CA END STILES NORTH CkROILINA CE7nFKA'nON NO. 0=6 (P/N RH-270354 Date: l?',?_ P— 0 ( & LH-270355) OP IRON CODE 0110 REV, Rl WM 15' x 14' MAX, 4-27 —29 PSF 1 2 OF 4 t 1 U-BAR � OCA T101V5 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN a 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I i (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE 1J i Approved:.: : r �' '��'r� :> U95,4DISON DR;"PfN L� ll G`3251 i .. eRbA�''.CEORDiA;C���D. 0f85pm .f. NoKii!^jwlwR t�CFR11E1C�lpfH� 02�e; j , rL Dote `::: r - �� �r © OPTION C51"ce", %'�N " , 1; REV.• P1 Wi�iJ 16 x 14 MAX, f27 -29 PSF 1 OF 4 CENTER STILE & INTE-RUE-OIA.TE HINGE L 0CA TIONE F 12' Approved:5�?��'-5��'� ris Klso� PE ORANGE COUNTY a�.1������:� ��v M95 ADDISON OR., POISAC.OlA, FL 32514 FL0RIOA CUMF1GT10N NO. 0048489 CEORM CVMFrATION No. 018519 NORTH CARoum CERTIFICATION NO. 023838 Date: Q-ZB—ot OPTION CODE.• 0170 REV- P1 WM 16" x 14' MAX, -1-27 -29 PSF I 4 OF 4 N. Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola ',kZ. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilet, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUNMER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The niinimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with.4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven IB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SN LA.RITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•�rid' Ams�ti.-,,.GA 18(Q 127). S 0 APPROVEI?�OP1I�)d$tF�� ••! '� Based on er tas b ui�I ' 'k1uminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilsoa,�E; n-.�8-f3�e 3395 Addison.Dr„'Pengacoa, ,5?5 t4 Florida Cert Nc1rtSB Jt�-� Georeia Cert'No. 0185� ed r43 G 'i Q • Ir1 ca CV to rn CV c z a ul --,-�--� wayne Dalton MODEL: STYLE: DESIGN PRESSURE: WINOL OAS SPE-CIFICA TION 0108 ' APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEGGH RAISED PANEL SCC # OZ_ �OCo MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330), MASTER PLAN 13 GA HORIZ ANGLE I I .054" HORIZ TRACK "'° l I 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. fLlill (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 S. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181LITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 3395 ADDISON DR., PENSACOLA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCU CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: `l — Z 8 -01 OPTION CODE.- 0108 1 - REV. P 1 5/16x1-5/8" LAG SCREW I AT EACH JB—US BRACKET c 054" VERT TRACK 1/4-20x9/16" TRACK--,\tl BOLT & 1 /4-20 HEX NUT AT EACH JB—US BRACKET •, WM 9' x 74' MAX 44 PSF I 1 OF 4 TRACK, END HINGE; TOP BRACKET REQUIREMENTS' 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET -� (P/N 108077) (5) 1 /4-20x5/8"—' TEK SCREWS (P/N 141668) `'. SCC # MA 14 GA WIDE BODY HINGE ._ (4) 1/4-204/8" C SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-204/8" TEK SCREWS 4 ALL END HINGES Z(P/N 3" 20 CA U—BAR WIDE BODY HINGE SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) ® \ BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. (3) 1/4-20x7/8" TEK SCREWS (P/N 100507 Approved: WS. Wilson, P.E. 3395 AODISON OR.. PENSACOLA. FL 32514 FLORIDA CSRTiF1CA710N N0. 0048489 GEORGA CERIIFlCAT)ON N0, o18S19 NORM CAROLINA CERi1F1CAT10N NO. 023838 Date: q ®11 r I (20 GA CENTER STILES) OP 770M CODE. 0108 I REV. P 1 I WM 9' x 14 ' MAX 44 PSF 2 OF 4 U-8AR L OCA %IONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0. — Ob 4 9'-0iiU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 2 (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: M95 ADDISON OR., PENSACOIA. R. 32514 FLORIDA CE)MACATION No. 0048489 GEORGIA COMFI'aTION No. 018519 NOM CAROUNA CmnnCATICN NO. 023836 Date: _ cj - -7 8 - of OPPON CODE- 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 � T MENT: February 1, 2001 REOLm_�F to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF, TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER:0108 P •TEST DATE: January 25, 2001. Temp 64° F. _cODUCT DESCRIPTION: S�� I. WayneMark Model 8000, 9x7, 4 section. �A IExterior skin has minimum of .0175. The minimum yield stress is 33 KSI. A �TCFt PLAN 3. Standard bottom astragal and retainer. A G 4.2 nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _- — APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests �euiva�le t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501, .me: W.S. Wilson, P.E. 9 Z8-01 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 z. w rn rn CN d z L W-a ])altos MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA0 SPE-CIRCA TION 01 /0 WAYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL 16'-0" MAX W►OTH x 14'-0" MAX HEIGHT POS. 27 PSF ScC; # W _ CTO(0 MAXIMUM SECTION WIOTH 21" NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED, 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. ��" • r Approved: W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOLI. FL 32514, FLORIOA CERTIFICATION NO. 0048489 GMKU CERTIFICATION NO. 0111519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: `f-.2C8-01 067" HORIZ i (2) 1/4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"xt-5/8" L SCREW AT EA JB-US BRACX DRILL .281 OR 9/3: HOLE IN TRACK F JB-US BRACX ATTACHME 1 /4"-2Ox9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SEC1101 067" VERT TRA (1) JB-US BRACKET LOCATE AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE.' 0170 1 REV- P7 I WM 76' x 74' MAX, 427 -29 PSF I 1 OF 4 _TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4"-204/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-2Ox5/8" TEK SCREWS (P/N 141668) SCC# 02-0*( MASTER PLAN NARROW BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS (2) 1/4"-2Ox5/8" TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH' ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: 7; WS. whon, P.E. 3395 AOOtSON OR.. Pe4SACOLA, FL 32514 FLORIDA CERTIFICATION N0, 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date; g-2 9— o ( 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 0 0 I� • WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH ENO HINGE (3) 1/4"-20x7/5" 7cv crrocuAc (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPTION CODE 0110 1 REV.' P1 I WY 16' x 14' MAX, +27 -29 PSF I 2 OF 4 U-BAR L OCA TIONS Ll #A I NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN Sic #-.�2_ooG MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN .r I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, PS 3395 ADDISON OR., PENSAMI.A, FL 32514 FLORIDA CEIMFICAMON. NO. 0048489 GEORM CERTIFUTION NO. 018519 NORTH CAROUNA CMIFUTION NO, 023836 Date: 9 - 2b' 01 OP17ON CODE.• 0110 1 REV. P1 I WM 16' x 74' MAX, +27 -29 PSF 13 OF 4 CENTER STILE �c INTERME-0/A TE HINGE L OCA TIDNS -IN0 os 16' —7 1 ,,fib;. TER PLAN 2r-5e=z� Approved: W.S. vmmM. Pz 3395 AD0150N DR„ PENSACOIA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CETZI CMION NO. 018519 NORTH CAROW CERTIFICATION NO. 023838 Date: OPTION CODE.- 0110 1 REV- P1 ( WY 16' x 14' MAX, f27 —29 PSF J 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT; The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows hill movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: Febram7 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # O.2 - ow 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-ban 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SUYZARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS IpBased ono er tes b ' uival . Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georzia Cert No. 018319 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 DIVISUB MODEL 6CCO3001 30 108 DOMINION CT 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 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed [No. of Eng. Dwgs: 44 Layout 11-4-02 v T 10-9-02 Roof Loads. VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 t/' V 10-9-02 i A 10-9-02 L/ W 10-9-02 '" B 10-9-02 W1 10-9-02 B1 10-9-02 Y 10-9-02 c/ Total 33.0 psf C 10-9-02 i,i Z 10-9-02 Ll ' C1 10-9-02 Z1 10-9-02 L % DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 v' E 10-9-02 Z3 10-9-02 GI-1- F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 1 10-9-02 J 10-9-02 11 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L1 10-9-02 (/ L2 10-9-02 L3 10-9-02 M 10-9-02 INV # DESC QNTY DATE: ��� 2003 N 10-9-02 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 SKH26R 2 Q 10-9-02 18361 SKH26L 2 R 10-9-02 18363 JUS26 16 S 10-9-02 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40-0 �\ u \�cy a - 0 (�z Il 1 im i 2 I: ;� —Im i, I 11 m dim m m i m z To s I'a vti ul Ti j S�S IR I I I US2 HAN ERSir I I I R \ (2) SKH26 HANGERS \ _ — A - 4PLY B I I xU (2) SKH2 HANGERS / / - U ---- / 12 1-7 � VOLUME CEILING E �� I 12 \ J GODDSPACE / ._ � _ _--_- �\ ODD SPACE a; — - 12 g 8'-O/CEILING i E a D J j C VT WA / B1- 3PLY Z -- j J3 vt6,n _ I �' FHUH28-2 HANGER \— K t.__.--- _ ODD SPACE ' -L- >CEILING,�- 4 a N j �I 81-0 CgILING - ,_— --- - ii KNEEWALL Kl K2 - KNEEWALL 5 TO 28-2HANGER --. \ J / - u. VOLUME CEILING 12 I II V _ 1 K3 Imo* I ; N� - STRUCTURAL SCIS-= SORR GABLE n`rl`N � i, FIELD FRAME _I r I— THJ26 HANG / �THJ26 HANGER I � �_� �c— Lc, r- � `— ��� 5's --�� HH - ��� �( ;JOB NUMBER: CHEK3-- --�-- -�- --- I a I'6 CUSTOMER: REVERSED I ---------------------- 1 JOB NAME: CHESAPEAKE K - DRAWN BY: tly DATE: 1 2 - II 12— 2 PITCH: 6/12 & 4/12 _O.H.: 1-0"& 14 31 -- — (BEARING : 8" LOADING. J Fj MAY ---- 20-0 - 6-8 - I - - 13-4 _ 2003 HIB-91 Summary Sheet COMMENTARYandRECOMMENDATIONS • HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES 0 is there sponsibilltyof heinstaller(buiider buildinacontractor, licensed contractor *ectororerection contractor) tooronedvreceive. unload store handle install and ace metal relate 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 tsed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ;T©RAGL Frame 1 60° or less or less Approximately Approximately Tag '/a truss length M, truss length Line Truss spans less then 301. LYFtir the t Spreader Bar attac sling Toe In Toe In etc. Approximately Yx 10 Y3 truss length Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' Tag / Line Strongback/ SpreaderBar Typical horizontal tie mernber with multiple stakes (H"r) Mrusa of bra oup of trues* (EB) Frame 2 r ' .�� Vto 12 —, 4 or greater �sr or sA s\ .c Topchorda that are laterally braced can buckle logethorand cause collapse it there is nodisgoa hat bracing. Diagonal bracing should bena(lsd to the underside of the top chord when puritna are:attached to the lopelde of the top chord. SP , I IN TCj�, ly' I t OP' CHO ' F TERXIIs CE q'CI Lw l �,. D s �A 'BRACE' S"C1"1a{DBS { 0,...:, Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer ur - wouglas rlr-l-arcn 51' - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Too Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gre Attachme Required TCHED TRUSS • fill! R 3 � r , r, r : '� ' P' • :l Yr a x Y. � e t��ie � �'���'t:�.'.;.�, ��r x� ��„r��dl+t ii ,+�7 �°` a� ����'� y�" r �i i� � t � s. "fit : . "� >•r+ t u„ iy�aa' 4 . rl.�l�":. rw frt� ��+'�'fi'." ?a' �§ ',44rk� e.� �, 'i .,'J,`� i�N�{ �� nh� 1i1 t rAt �t,l '4 la� F'r� d i rl 51 �yi;b"lipwill tdI1NIiHfU ! "Nkfi�� kT%P C RDA �TERQL�#ACE TOP CHORi3N�aN DIAG'OhIALg�ACE+7 �II pITClj�� SI�ACI�,"��ia"� p�ll�p SPAN i FEI�-,�J S"WACING(8 y la4ert .S few' •''iru y,` a r5 aia `vaYS .. 41r�r + }I,tNN 4l;e. 1 1F" F� y SWHF ;. UP to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' g 6 Over 42' - 60' 3.1 Over i See a registered professional engineer )F - Douglas Fir -Larch -IF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 12 /M� >' s I-- � r�� \• , reze o. 0� ti rya` e6Top chords that are Isterallybraced can buokle ,$si Qvt� togetherandcause collapse ilthersisnodiago• nal bracing. Diagonal bracing attould be nailed to the underside of the top chr_rd when purling are attached to the topside of the lop chord. �Ii,SC�15SDRS TRUSS i Frame 3 sl Po "gf,l l SPAN MU W TCN All C D EIA AC SPACINGML'B"° 11d ( S) I DI .GO► "�11� CE SP CINGDBg ,R i", nl'ai'em " .,[!tfnssesl, Up to 24' 3/12 81 17 12 Over 24'- 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' g ut- - 17ouglas Fir -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 together and cause collapse inhere is no dlago- nalbracing. Diagonal bracingahouldbemailed to the underside of the top chord when purline are attached to the topaide of the top chord. Moro muss �°41 1 PLUMB I I I Truss I Depth D(in) I I Lesser of D/50 or 2" Aaximum Plumb Aisplacement Line 4 r '% I / ew / \\ gee �iJy y�Q IN STAE1' ,LATION OLERlsi'Nt✓IES� e any , „nllaar�ii� D(inj D/50..1 D(ft)a, 12 1/4" 1' 24" 1 2" 36" 3/4" 3' 48" 1" 4' 60" 1.1/4" 5' 72" 1-1 2" 6' 84" 1-3 96" Z' 8' 108" Z. 9' i T .'Al i T L(in) 0" 1 4" 4 ' lop-, 3, 150" 3/4" 1 12.5' 12 `13 or9- greater j r< a. f All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 1 10" or Great Attachment Required - BOW Length L(in) Lesser of L/200 or 2" {..(in) Lesser of L/200 or 2" L'(In�'� ail �rV200 , r? Lift) 200" 1 " 16.7' 250" 1 1-1/4" 20.8' 300" 1 1-112" 25.0' 1V�aronda S� stems � MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 32I•DD6¢ Farr (407) 321.3919 Date: March 5, 2003 To: .Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley 'Trusses All valley 4russes labeled VT-1 thru 100 are covered under the general valley sheet provided if) the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. S "Ier , Tom s Ponce, P.E. Date: 3,5fp3 §�,�,1�Ztl� o s tea' Leo r �1 r�ir. 4 aESIGN INEORMATiO rr Ihb design is fur an lndis;dllal bldldM cfrmpoo<nt and Iran baro tns<d ors tn(orro>tbrf PmOd<d by the. eifeaL The detg� dlsd>fms >ny ra3pora1bd1Ly for damage as a tuult of brdty ac brown.; tof---Efoy spedRaUoos and/or deslgo- (nndshed Lo a,e true deslguer by tIm dlmt and the cOfred an- a of hats Infuamatbn as It may relate to a s�pe. m c0k PJe 1a-d �pb ao _PorulblUty or <avrlss tlo -teal with regard to fatwk - rr°4 baadlmg, -Wpmmt Arad hataliaUo,r o< Intstes. 1111s Uum has been dtslgued Its aR Imivhhal bafhllag compoo_t la sa-a.N>ace a111 ANSI/TPf 1-Im and I-IDS-97 to b< bvarpor-d d u Part d the bultdleg deslpa by a Budding Dslgner lregtsltaed atrlUted prolessbnal �ch-d. 4obrn mrt°wW h.PPuwal by. Um 1bundbg d signer- tb< dsign Iaulbgs abowrr must be ey<eked to be saue that the data -home ue w fl- --nt wllh the bq4 b W I. bent e�+am *mo..aa r «r..d or:ate me ". Prot�0 sP�a""ons or sPerbt -PPNed lands Udess mhown, buss has oot.been dnwZt for storage or ocmP>ncy Inds- The dfalgn assr mPressbn chords (top ar b«tooll sre coatL4tu� m sly bamaed by b---g rmlers orb -Mse p.d(k& trtlydfully brAced . vary by PP-P'-IY apptled a Bw --df-C Srrt7 ah.«Nd be ixaocd at a P6b sbb.4 bwe�agu f 10-w .- coo-'_ . dlpp<d ptM.b d sled m �iRf �3 Cuade 40, Mess otirenaL a slurart FABRICATION NOTES Paton Io falufeattoo. the falul®tor sball mvt<w Wts drawing to'-%r tut this'"-tp g b In r (&a' to Kh �fabri-I e. Pt- sad to g 1'-.Rdrty for sa.c}r vert- D-U- Avy &1 pu+<a<s ue to be put "'Ring bchne cWtlog a kbdt Uon. rtt PStn -ball not be fasts)(-d or<r Imalbolo, knots or distorted 0" L Mf b-- shall tee east 4r 09W RutIg wood to -sod b-Ig. Crm- oalorplates sb"t be bored on both face «. the rotas with awls fu11Y t-bgddcd and sbaU be sym. about rlx Jowt urdss olbcrwise shown. A Sx4 Pta.[e 1- 5- ytde x l' long- A 6s8 Plate b 6- wla, < e Ihag. Slots Ihe7si run 11:0 to lbe plate kngDt sP<dRaL Uou[de acts inn web manbcrs sba8 wed: at rite fs —fd of the webs rfples othawlse shewa� C000ecfor fate s are minbrmn sues based on the forces shown and wry oeed to I- ho-- L f tea;afn band- BOg sad/or ltoa stress-. Tlrts trus- I. not to be f f fcafed NIL fhe retud>nt treated fomber unless otbervtsc stmwM Farad ldwrmatbo oa 9--my Coatrot tefa to ANSI/TP1 t-t99$ PRECAUTIONARY NOTES a be-f I-g - t o fQO<-mwd U._ ue asiaBbg tY. H.ada- d g- Nft-t>ndtwg f. 91. Trusses are to udhb dlyd-Rbeparttcrdar ore d,aing to -banding `rOdurw __yaad In>lan.hon b-dtnd 'aaaage. Toaporary sad Peanrr<nt bacto fora sad[ -to a-e-jgtu -a ptamhgp- snug htcnl forts shalt be --geed and 1-d- f by ethers; CaterW band_ ng b cu<nita4 and rro-Uon bracing Is alarays :qu1rvL Normal Pr�utloaafy acnbn for Thar- re"Ires still 1 mpmafT bmdug fluting ts6161ton 6 beevr trusses to arcs- toppling ad dsambobg- Th< supcxvbfan of c.Xtk. of rtr>e tie Iaader the oontrat of Pe--ons 9--kvQ d to Lire w-bananas of f .e _ ,ofeubml advice -h>B be sought if needed. an<allxatfon of rnnsbuctfaa loads gro(er va One de-Igr, te.a, an>u a« l,e .pptled ie ass- at any 11-e No bads ocher than the -lght of me ereaan mutt be appIj ,1 to lass until alter all fast<fdug and brarmg rnmPlcloi AAADlIrJne-- _-1 A . I JI CIVIJ MONO VALLEY VALLEY TRUS COMMON VALLEY VALLEY TRUSSES (fyP) SUPPORTING TRUSS COMMON OR GIRDER COMM"SES.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET - EXCEPT AS SHOWN PLATFsS-AID TL20 GA CMaronda Systems 4005 MARONDA WAY SANFCITU), Ft- 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE a00%168 WO: VALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL ES S � 1r4 OR 416 DIAGONAL WEBS t 415 3x6 REQUIRED WITII SPANS DR GREATER WEN 26-0-0 3x6 2x4 214 0-0-4 214 316 2x4 214 114 1x4 316 ON t 4x6 516 214 a OR 316 426 t 416 G .I I'll 214 3x6 3x6 on on t 4x6 214 MAX a-0.0 O C T P s 2 4 it. V f ON:1 PI WHEN DIGGONAL WEB PRESENT USE 4x6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24 • O.C. (TYP) - Tx4 axe 2x4 VARIES 12 UP TO i 20 2x4 3r6 MAX TRUSS SPACING UAX. 5-0-0 O.C. LTYP) • BELOW . 4e ° O.C. I SPANS UP TO 60-0-0 — TOP CHORDS: 2X4 SP 42 IT IS NOT REQUIRED TO BREATH TRUSSES BOT CHORDS: 2X4 SP g2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 03 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 (11 16d HAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' D.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C, SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WE13 LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 141.tt TESTED PER ANSIfITI 1-1995 Copt. Support READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. , BRACING WARNING: -O,>chag shoran oa this d,.Wg Is not election bracing. wWd Fnar�ag, t>ulal blarkrg or slm.Uaf bfacfa bL'h I a put of th<bullding dotgo and ,bids must U<cor 41-d by U,e harking designer. 8,.cwg -11 I. for lateral 1 b_ of buss m®bets otily b reduce bckUng kngLly fyna,Lslons whit he grade to ) b-.i g of t hraGog>l e. 1- >nd spec0;ed yettoa.- dete ,d by the bulwtog d-", Addl PI- bracing of fbe,,rail strvdau<may be faiutrn{. ('s- fi1R-91 of TPII. [Tfuss Plate inslru[e, TPL Is l-t tcd at 583 WOnabta Dftce, llatitsoq S:°lstyytuln 597171 Stuffs 0 6-o-0 D.C. ring • Sob: Dwg: Dsgnr: T'LY Chk- TC Live 16-0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 (isf Truss ID: VT Dafe: 4-11-01 Duff-ac - Pit: 1. 25 — O.C- Spacing: 24.0" Design Crilefia: TPI ..> —1 wsad on LilomnUn, Ndal b/ U,c cllcnl. 77,c desigoocr doscldens IT Jponalbtlly, for dams;— as 9 _It of —hr., Incrnrcc( b,fwmmmn, SPccJlkmW is /or dolUns lumbhed to U,,, tnc,a d_,V,, the dhna and U,e evnec(ness or accuracy ,h,s Infermeue., ax n _1 relate re a apt k rytnlee( and aRepts ew tea poru(biUtr or er no cw,uol'.-ul' rgJa,a to tabula_ n. lu,.d1b,g sblp•ncat am( 1• 1.11buen of ^. nfi6 ,n.a•. ,v baea dorrRned as an lrldtlal building cmnponv,t In accordance art TIT" 1.1005 arnl pips -HT to be (nci"_tc rt of the bupdb,; deign I.y a (1_Udb,; ,[!net Ircgrst<red trchlicet nr preleslonal eer), ivlwr rc.le'eed I apprewf br U,e 9 de,gt,er, It — be dl-+ed lu I,e sure Unt U'e data slnax„ rl t,.tUl o1; U,c foul buUdb,g cocks. I dlnmUc rmordx for ,abrd a snva+ Ivads. eet spceatattons or spedal aPptied loads. s sl—, truss i.as not bccn dorg'cd for In o¢ulrar,t:y loads. The design IlS5U1De 1preasbn dI rds Ilop or b„ttnml ere —tin - braced b7 Shb(tr(n�. -I' el},e,R'be d. Whcrc bo ,_ ch_l,, In I_l_ are ruYy braced htemllr III,a prwperty appUed edl,ng. Umy ,h""d be bra-.ecd ,.t a 3hrnulr spacb,g of 10'-U' o.._ Cnnncclor sr,aU be n,a,. clmcd rrw,l 2U p V hot (aFra„hed atatl r,.ccVne ASrM /t 653. < �O, unloa: oUaembe sl.onr� tRICATION NOTES fabrto Uon. (III, fabrlb,or shall reslcar rn«b•g to —try 11—t U,b dr _o,,g i, U o"nc.` -1'h thw Nbe _.,.,e, pkanz —d to A- dt!q r .,,o v,bgy ter sa,cl, .aa-ti Mr dNluo,og do rare tv be put N (More eulUn,t er fa brlco Uo,,, alrap not be boaAcd —or Irr,olhs'lea, let dblortcd pn,n. M_b<aa shad b< cal t IILtb,F yrovd lv aood bcwrtng. Coa- piale shall be Ivolcd on h,lb Ibcca of use ,alth mils luny gnbcdded and shall be il6out U'c7oln[ unless w—fte slroen. /t 1a.te b 5',rldv � s- brag. A 6s$ pleat. b E } 8' brag. Sbla (hold n•n pa ra lief to ja4 k..;lH speediM. f,o.abl< cla1� on .•eh shop n ccl al th< ce•Kro,d d the webs ethe..nbe xhen,,. eonnx.l,r pace. sites b",tm aba lntcd on I I,c rnrcea shoam 7 ,feed to be InaeasM for ee,taln land• /er creelb., It-- Thb truss b ,sot Lncatcd s1Ur (Ire rela,abrµ uo[ed mAw eU'v,rbe aho,e,._ Por addt/lonal uen gl,aby en.,wl rderW /Va51/T/T FI 1-199$ CAUTIONARY NOTES of --ton rccv,,,n,cndauana sae be•rcd i^'�rd=nee will, -Handlb,! 1; Q NraeJr'�-, {tIB-91. 7'rvsaa are to Iled ntlh pa^lcalnr care dv'b,; bsnd,ng Idn^L-'b3NecT and b,atapalbn to .ad 6'; t„aaav b a straMK and plemb pao_ 1 !a reblb,� lateral 1•,reea abaU he ) enA Ina4Ued br W,rn. Cardin I..,.d_ iscntbtl and ereeti,"r bracln6 b a).rals i1tU1111) prt[auUYuaIT aclbn for !cqulra slrch Irmporary bncLlg during an bctm I. Wsses to acmd loppprlg U-1.g. the P_t'hm. of erccben of hall be lord- tl,c Dol•tml of persona tcd In Ille 6uWtlaUon of I/vsses. 1,al adrlce s1,,U be sought Q needed. ',,,atro.• vt cvretracue„ bads grcalu darn toads slutl nvl Ir, applied In ( any u,ue. No LK•A5 other Than We . id 11. r. I 1 1 al'1'Ir-•I'o HIP GIRDED II: HIP 62TY:I 2x DLOCKING ADDED TO TOP CHORD OF STEP NIP TRI Icct:c Tn —.. .. k,,,lw I v Oi-IUH I LN. . OSQ' NOT TO EXCEED 24 IIO.C.. TO QE NAILED TO TRUSSES W/ 12" ON CEN_ STAGGERED PRE-ENG'p TRUSS TOP WALL OF BUILDING TYPTC l L _8L 0Cjj--VVG rOR THIN �l --ip -_off o 1L-aJ[. s Mal-cluda SYStems 4005 MAR014DA WAY SANKjfu3, FL_ 32771 (407) 32,1•U064 Fax (1107) 321-3913I TOMAS PONCE_ 11.E- L10ErJSE dOtJ511pC,R 199e Gnf_F_nnnDOK Cr.Ov,E OD.rt._l7 � 5d ��NG: READ ALL fVOTE5 0(tl THIS SHEET. A COPY OF ilil5 DRAWINE TO 1E GIVEN TO ERECTING CONTRACTOfl_ 13RACIfdG WARfdING_ © aeinbr sl*oen on Ile,,} d esign a d ,ucl �b,���sl h�Imnbidu+: Jb u b drab ?r elrnlur b,�cq,� IU<b is a p',rt a! the bulldln4 d IZ., b Iv tat nl suprort a! lnss , c b-rs onh Fn reduce bucklln icn g made to ar,dtor Ialcnt 1 buildm� dr<lenrr H,acb. AddlUonal b bra'-L'gapecUl�d 1.>eatbns detmntr,r: Rb� �iPlb•s �nu;l be e of U'c we -11 sbuclu,c ,nor Im rcqubed. IScc HIg_, l t b„U•lb,g dc.,cucr. It rws Pble b'sbtule, irk. b lavlcd at 593 O'O'.ot.,v Do!•e. 1. `9I of Trl,, 'adb.,. v, e<e.., n sat,? ESug. Jab. Dwg: bsgur: I-LX Clllc: TC Live 'Tc 16.0 psr bead 7.0 p<< I1C [.ive U_ 1 ps[ 1;L TOTAL 33.0 ucF I-- r.a vCIfi1L Truss ID: Flip D01e:__=2a-0o 6-1-11 ac L r: • 1,2 Durr-ac - l'lf_. 1.25 O-C. SP(JCi11(9' : Design Criteria: TPt Cvda CJQs:c - Cam. T 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 d faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- ciflc project and accvpls no responsibimy or exercises no control with regard to fabrica- tion. handling. shipment and Installationof trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as Fart of the building design by a Building Designer (registered architect or professional enginneed. when reviewed for approval by the building designer. the design bodlngs shown most be checked to be sure that the data shown ate In 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 leads. The designassumes compression chords (top or bottom) are co"tmu- ousy brwaxxl 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 la-O' o.c. Connector plates shag 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 exxtformanee with the fabricators plans and to realize a continuing responsibdity for such veri- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gtafn. Members shaft be cut for light fitting wood to wood bearing. 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 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 nice[ at the eentrold of the webs unless otherwise shown. Connector plate sizes are mi"Imurn sires based on the forces shown and rimy need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retandant treated lumber unless otherwise shown. For addaional .formation on Quality Control refer to ANSI/TPI I-19% PRECAUTIONARY NOTES Allbracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. 1-1I8-91. Trusses are to be handled with particular care during banding and bundling delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- Won and for resisting lateralforces 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 dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the tnslallatbn of busses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHtSAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: A ATY:4 TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 HOT 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: T= 0.23' 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. 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= 1.25mph, 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 PROVIDE UPLIFT CONNECTION PER SCSESDULE: 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 ===,joint Locations•== ... =====* . =1)=S0- 0a 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 31) 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 BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BoT H-ROLL 74-0 254-0 74-0 1 2 4 5 6 7 8 10 11 6 0000 8X10 3X6 6X8 1OX10 T 4X6 4-5-12 0-6-6 8X14 4X6 8X10 4X6 3X4 SX6 1-9-11 Face = 0-3-12 3.00 0-8 6X8 3X6 8X10 44X6 0-6-6 4-2-6 8X10 4X6 SX14 3X4 SX6 3 00 Face = 0-3-12 7-2-11 24-2-10k 7-2-11 IZ 21 4660# 8.00" io 19 18 17 16 15 4 13 2 1-0-0 4660f3 8.00" 40-0-0 L (R0.10.10) 1475Jf 1475N 1-" � _ (R0.10-10) EXCEPT AS SHOWN PLATES ARE 10 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE H005W68 1005 VANNESSA DMOVIEDO.1`1.32166 1111AKNIN4: 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 m similar bracing which is a part of the budding design and which most be consklered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pmviskms 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 1-118-91 of TPp. dross Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlscansin 53719). Eng. Job: WO: CHEK3 Dug: Truss ID: A 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.On BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Ptsf V:09.05.02- 7812- 1 uesign: matrix Analysis .rve rAiff.' CULL-LOKWHJICHEK3 HCS.• 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT U.L. WO: CHEK3 WE: TI: B ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 �q Continuous lateral bracing attached to = __ __ -=== Joint Locations=====-___>:_:___ =1)==0-=0- This design is for an individual building BOT CHORDS: 2x6 SP #2 Iy either a of web (s) shown. Brae � ce3 SST be 0 5) 31- 4- 0 9) 22- 8- 0 component and has been based on information provided by the client The designer dNel hr. WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 anyresponsilwteyfordamagesasaresultor 2x4 SP #2 2, 6 segments OR 2x4 T-brace nailed flat to n edge 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 faulty orIncorrect. information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 and/or designs furnished to the truas designer composite result of multiple loads. Brace mntst extend at least 90% of web length ----UAX. REACTIONS PER BEARING LOCATION----- by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loe Vert Horiz Uplift Y-Loe Type of this information as a may relate to a spe- cdk project continuously braced unless noted otherwise. WndLod per ASCB 7-98, C@C, V= 12 h, 0- 4- 0 1366 61 -1004 BOT PIN rcis codntrolw�wrncregaarrdttooffaab�� ldAX LIVE LOAD DEFLECTION- L/950 at JOINT # 4 H= 15.0 ft, I= 1.00, L+xp.Cat. B, Rzt= 39- 8- 0 1366 0 -1026 BOT H-ROLL iron, handling, shipment and installation of Bld Type. EuCl L. 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCRUMOULE: . trusses. This truss has been designed as an L--0.49" D=-O. 50" T=-0. 99" in INr zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 1004# Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# ANSWIPI 1.1995 and NDS-97 to be Incorporated T- 0. 47" as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE ... CSI HC... FORCE ... CSI engineert. when reviewed for approval by the T= 0.23" 1- 2 -4073 0.62 12-11 3664 0.76 building designer, the design loadings shown RMB = 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sure that the data shown 3- 4 -5387 0.51 10- 9 5402 0.83 am in agreement with the local building codes, local climatic records for wind or snow loads, 4- 5 - 5372 0.61 9- 8 3664 0.65 project specifications orspecial applied loads. 5- 6 -4072 0.64 8- 7 3663 0.76 lInkss shown, truss has not been designed for storage or occupancy Inds. 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 eeSIng, they should be braced at a maximum spacing of t4Y4r o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwdac shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 15 in conformance with the fabricators plans and to realize a continuing responsibility for such vert. ftcatfon. Any discrepancies are to be put In writing before cutting or fabrkatbn.. Plates shall not be installed over knotholes. knots or distorted gain. Mernbers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is S" wide x 4" long. A 6xS plate is 6" wile x S" king. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meetat the centroid of the wets unless otherwise shown. Connector plate sizes are ""i"n n sins based on the forces shown and may needto 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 AS bracing and erection recommendations are to be followed In aaodance with -Handling Installing h Bracing'. NIB-91. Trusses are to be handled with particular care during handing 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 shall be designed and installed by others. Careful hand- ling is essential! and erection bracing is always required. Normal precautionary action for irises requires such temporary brachtg dur4 Iastallation between trusses to avoid toppling and domfnotng. The supervision of erection Of trusses shall be under the c mtrol of persons experiencedin the Installation of trusses. Professional advice shoe be sought u needed. Concentration of construction loads Beater than the design bads shall not be applied to tresses at any time. No bads other than the weipjl of the erectors shag be applied to trusses until after all faste ung and bracing b completed. 8-8-0 22-8-0 8-8-0 1 3 4 6.00 T 5-1-12 0-6-6 Face = 0-3-12 3.00 I o-s 6X8 4X6 8X10 6XR NPA 1 T 0-6-6 4-10-6 TT� 1 3 00 Face = 0-3-12 080 8-3-11 11 22-0-10 1, 8-3-11 7 _1366# 8.00" 1 10 9 1366R 8.00" (RO-Ii0- o � 40-0-0 10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: CHEK3 M�iC0nda S)/S>rRi11S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wild bracing, portal bracing or similar bracing which fs a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members on to reduce bur must made to anchor lateral bracing at ends and specified locations determined by the building Additional bracing of the overall structure may be required. (See NI8-91 of TP11. ffruss Plate institute. TPI. Is located at 583 D•Onofno Drive. Madtson. Wisconsin 53719). Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 (�f BC Dead 10.0 psf DurFae - Lbr. 1.25 DurFac - Pit: 1.25 O.C.Spacing: 24.0m Designriter': TPI Code Desc: FLA 4005 MARONDA WAY SAN FORD, FL. 32771 (407 321-0064 Fax 407 321-3913 ) ( ) TOMAS PONCE P.E. LICENSE #0050068 loos VANNES5A DR.oVIEDo.FI_32166 I TOTAL 33.0 1-f V:09.05.02- 7813- 2 -u•e•• �•�••- .,....�," .two mire t:uttr.-LUAfJVGJltfftA.t HCS: 08.20.02 DESIGN INFORMATION This design is for an kx"uW budding component and has been based on tnfonnatbn provided by the cbenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infmmatbn. specifications and/or designs furnished to the tunas designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pr ject and accepts no resporutbdtty 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 in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof the budding design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure thatthe data shown are in agreement with the local building codes. local climatic records for wind or snow bads, project sperukations or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compress cm chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ane not fully braced laterally by a properly applied rigid ceding. they should be braced ata maximum spacing of 10'-0" o.c. Connector plates shad be manufactured. from 20 gauge hot dipped galvanized steel meeting ASITN 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 conformance with the fabricators plans and to realize a continuing responsibility for such vert- f1cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed over knotholes. knots or distorted grain. Members shad be cut for tight dating wood to wood bearing. Con- nector plates shall be located on bothfaces of the tmas 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. Skbts tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sties ane minimum 51m 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 Quattty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Alt bracing and erection recoamnendatl n are to be followedin accordance with -Handling Installing 8 Bracing'. HIB-9I. Tosses 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 andplumb pos- Rion and for resisting lateral forty shad be designed and installed by others. Careful ha cal- ling is essential and erection bracing is always required. Normal precautionary action for trusses teclulres such temporary bracing during tnstathtbn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons uperienced in the Installation of trusses. Profeaskmal advice shall be sought if needed. Concentration of construction bads greater than the design loads shagnot be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening. and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BUT 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 INr 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 L--1.09" D- 0.44" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMH - 1.15 T 5-1-12 0-6-6 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 0.120" 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. 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 TI: B1 -.. QTY:3 -_ ===Joint Lo-== cations==_== ... 3... 1)= 0= - 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----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 HOT PIN 39- 8- 0 2334 0 -765 HOT H-ROLL 8-8-0 22-8-0 8-8-0 1 2 4 5 6 7 9 1 6 0000 -6, 100 8X10 3X6 6X8 1OX10 6X8 8X10 Face = 04f2- �12-2-0 Face = 0-3-12 3 3 00 0-8-0 �_ _I0-" P9 8-5-11 21-8-10 8-5-11 12 19 1 17 16 15 14 1 12 1 2657A 8.00" 2334# 8.00" 1-" �Y�- 40-0 1 1--0--0 C(� PLA (12) 2X4 866# 1394X i (x0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . Mdronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg= Truss ID: B1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chli: Date: 10-09-02 - TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 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 (407} 321-0004 Fax (407) 321-3913 which is a part of the building design and which must be considered try the building designer. Bra Aug shown is for lateral support PPort of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi n O.C. Spacing: 24.0 TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the budding designer. Addntoma! bracing of the overall structure maybe required. (See HIB-91 of TPI). BC Dead 10.0 f PS Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code DeSC: FLA 1005 VANNESSA DROVIEDO.M32766 TOTAL 33.0 psf V:09 2-_ 7815- 3 Design: Mauls Andtysis JOB PATH: CATEF-L0KV08SICHF.K3 HCS: 08.20,02 JB: CHE5;%PEAKE K 3 AC: 10# UPLIFT D.L. vr0: CHEK3 WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 continuous lateral bracing attached to ==... Joint Locations ..... ... ....... This design is for an tndividual budding BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0-s0- 0 5) 40- 0- 0 9) 10- 3-11 comported she has been based on information provided by the client. The designer Wsrialms WEBS: 2x4 SP #3 2x4 SP #2 positioned to equal se 2} 10- 0- 0 6} 40- 0- 0 10) 0- 0- 0 any responsMity for damages as a result d faulty orincorrect lnformation.specifications 2, 9 MULTIPLE LOADS "- This design is the 4 T-bra naileunbracd segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 and/ordes:A,s furnished to the tnissdesigner ccuposite result of multiple loads. Brace -At extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy dthb information it All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Lod Vert Horiz Uplift Y-Lod Type as may relate to a spe- dlk praJect and accepts no responsibility or continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 1366 64 -1008 BOT PIN exenYsn no control with regard to fabrka- MAX LIVE LOAD DEFLECTION: L/999 H- 15. 0 ft, I. 1. 00, Exp.Cat. B, Rzt= 1.0 39- 8- 0 1365 0 -1030 HOT H-ROLL Una, Iwndung, shipment and installation of trusses. This tress has been designed as an L.-0.42" D=-0.44" T--0.86" Bld Type- Encl L- 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE: - Support 1 1008# individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSIrM 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional T- 0.441 MAX HORIZONTAL LIVE LOAD DEFLECTION: --TC ... FORCE... CSI ..BC ... FORCE... CSI engfneerl. when reviewed for approval by the T- 0.22" 1- 2 -4019 0.66 10- 9 3615 0.72 - building designer, the design loadings shown RMB - 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sure that the data shown 3- 4 -4925 0.60 8- 7 3596 0.64 are in agreement with the local building oohs. local climatic records for wind or snow loads. 4- 5 -4018 0.67 7- 6 3614 0.72 prject specifications or special applied bads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottoms are conttnu- on* braced by sheathing unless otherwise speci/led. 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 I(Y-0" o.c. Connector plates 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 this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, {mots or dbtorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shalt be located oo 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 (tiniest run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sixes are minimum sins based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This to 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 AS bracing and enxtbrn recommendations are to be followed In accordance with "Handling Installing 6 Bracing". HI11-91. Trusses and to be handled with particular care during banding and bundlinft, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- dng Is essential and erection bracing Is always requited. Normal precautionary action far tltl5sG5 It WU- Stich WBpofary bfacifig doling installation between trusaes to avoid topping and dominoing. The supervision of erection of trusses shalt be under the control of persons experienced In the installation of trusses. Prcfessbnal advice shallbe sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the wetght of the erectors shall be applied to trusses until after an fastening and bracing Is completed 10-0-0 20-0-0 10-0-0 1 3 5 6X8 8X10 6X8 i Face = 041L-3 01j_24 --� 0-8 -6.00 1 5X6 3.00 Face = 0-3-12 08-0 i 1 6 9-7-11 19-4-10 9-7-11 8 1366A� 8.00't 1366X 8.00" 1-0-0 40-0-0�1-0-0� C� S (12) 2X4 (1 RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 r Im-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050%8 Io06 VANNESSA DROVIEDOXI-32766 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 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 shownb for lateral support of truss members only to reduce buckling kngth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See 11I13-91 of TPt. Muss Plate Institute, TPI, is located at 583 D'Ondrlo Drive. Madison, Wisconsin 537191. Eng. Job: WO: CHEK3 Dwg: Truss ID: C Dsgur.- TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - LbC 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:09.05.02- 7816- d ...ems,.. ,ono._ --y,r, JVV rnlir: C:IitLt-LUKUUBWCHEKJ HC,S: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT u.L. WO: CHEK3 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dbelslme, any rsponstWhty for damages as a result of faulty or Inconea information.. specifications and/or designs furnished to the truss designer by the client and the correctness o accuracy of this information as a may relate to a spe- cific project and accepts no responsibility or exercises no wntrod with regard to fabrica- tion, handling, shipment and instaration 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(. Wizen 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 local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designedfor storage or occupancy bads. The designassumes compression chords (top or bottond are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of W-0" o.c. Connector plats shall be manufactured from 20 gauge hot dipped 9.1vanfzed steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall. review thls drawing to verity that tills drawing is In mnfonnunce with the fabricators plans and to realize a continuing responsibility for such verl- ficatbn. Any discrepancies are to be put In wABng before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members sham be cut for tightfitting wood to wood. bearing. Con- nector plates shall be located on both faces of the truss withnails fully imbedded and shall be sym. about the joint unless othenwtse shown. A 5x4 plate is 5" wide x 4' king. 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 centrold of the webs unless otherwise shown.. Connector plate sizes are mnrmum slits based on the forces shown and may need to be Increased for certain dand- ling and/or erection stresses. This truss is not to be fabrkated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed in accordance with 'Handling Installing t4 Bracing'. Hill-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Ung is essential and erection bracing Is always required. Norval precautionary actionfor ttutsses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experiencedin the installation of trusses. Professional advice slam be sought K needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thne. No bads other than the weight of the erectors sham be applied to trusss until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 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 DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 T ®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 ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 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 ®TY:1 - _--===t7oint Locations ====-====s=�-== 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 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1008# Support 2 1030# 10-0-0 1, 20-0-0 10-0-0 11 3 Q 6X8 8X10 6X8 5-9-12 0-6 6 TT� 1 Face = 0-AT-3 CkZ-2-0 as 5X6 13.00 Face = 0-3-12 r 9-7-11 11 19-4-10 9-7-11 1 8 I 1366# 8.00" 6 1366# 8.00" � 40-0-0 CdWA S (12) 2X4 (� 10) EXCEPT EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems n 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOXI-327(56 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braekrg shown on this drawing is not erection bracing. wind bracing. portal bracing o similar bracing which Is apart 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. Additionad. bracing of the overall structure may be required. (See HIB-91 of T q). fltuss Plate institute. TP1, b located at 583 D'Onofno Dnve. Madison. Wisconsin 53719). Eng. Job: WO; DWg: Truss ID: C1 Dsgnr: TLY Chit: 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 DGSC: FLA TOTAL 33.0 psf V:09.05.02- 7817- 5 5". mrarr.. --you JUH Fares: C:I1tt-LUKUUB51CHLK.i HCS.08.20.02 JB: CHESAPEAKE K 3 A%. 10# UPLIFT D.L. WO: CHEK3 WE: TI: D ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the --- Joint Locations=a:= z-aa=aaa== This design isfor an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1)a 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 ou component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 provided by the ene"t_The designer disclaims any responsibility for damages as a result of 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty orhceonectInformation. specifkatlons LinldLOd r ASCE 7 - 98, CfaC, V. 1.2 per 5riph, 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, ExP.Cat. B, Rzt- 1.0 5) 28- 8- 0 10) 28- 4- 5 by the client and the correctness or accuracy Support 1 989# Bld Type- Enel L. 58.0 ft 19= 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as it may relate to a spe- Support 2 1028# in INT zone, TCDL= 4.2 sf, BC,DLs 6.0 Vert HOr97 Uplift Type g0- cffk: project and accepts no responsibility or exercises no control with regard to fat>rtns- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and or Glazing � lilg / ilbg Req 4 0- 4- D 1365 97 -989 HOT PIP( OT tin. handling. shipment and tnstattatlon of L/999 39- 8- 0 1366 0 -1028 BOT H-ROLL - trusses. This truss has been designed asan L--0.35" D--0.36" T--0.71" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building comnponent in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSI/M I - 19% and NDS-97 to be incorporated T= 0.42" 2- 3 -3824 0.50 13-12 3584 0.71 as part of the building design by Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 Designer (registered architect or professional engfneed. When reviewed for approval by the T= 0.21" 4- 5 -4342 0.54 11-1C1 3484 0.58 ' building designer. the design loadtrrgs, shown RMB - 1.15 5- 6 -3825 0.51 10- 9 3584 0.71 most be checked to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 are in agreement with the local budding codes. local climatic records for wind or snow loads. project specl[icatloru or special applied bads. Unless shown. truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are eorntinu- ously bracedby sheathing unless otherwise specified. Where bottom chords In tension are not fully bracedlaterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 101O" o- 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 fabrbatofs plans and to realize a continuing nesponsdrdity for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be (nstalled over knotholes. knots or distorted. grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shad be located on both faro of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wine x 4" long. A 6x8 plate is 6" wide x 8' king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroil of the webs unless otherwise shown. Connector plate sizes are mirWnum sizes baud 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 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 IrataWng & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ltionandfor resisting Lateralforces shall be designed and Installedby others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for Wsses tequlres such tanporary bfachbg duhlg installation between Uusses to avoid toppling and dominoing. Thu supervision of erection of trusses stag be under the control of persons experienced In the Wtallation of trusses. Professional advice shag be sought if needed: Concentration of construction bads greater than the design bads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to russes tuntil after all fastening and bracing is completed. Ilk 114-0 k174-0 114-0 1 2 4 6 6 0000 T 6-5-12 0-6-6 Face = 0-J-412 6X8 8X10 6X8 -�, ZAD 3.00 Face = 0-3-12 T 0-8 r9 10-11-111, 16-8-10 �1 10-11-11 1366R 8.00" 13 '112 11 1 9 8 136617 8.00nr 1-0-0 CCI�) A 40-0-0 �s 11-0-0 (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I IRO-10-10) scale = 0.1595 _ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO.' CHEK3 Ma onda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psf Durfac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which most be considered by the building designer. Bracing is for lateral TC Dead 7.0 BC Live 0.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions most be psf TOMAS PONCE P.E. made to anchor lateral braclirg at ends and specified locations determined by the building designer. bracing Additional of the overall structure may be required. I.See HlB-9t of TPfl BC Dead 1.0.0 psi Design Criteria:. TPI 9 LICENSE #0050068 (Truss Plate institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wt.-Win 53719). Code DesC: FLA 1005 VANNESSA MOMDp.i'Ls27B8 TOTAL 33.0 psf V:09.05.02- 7818- A resign: marru Anmysts !(/H PAIH: C:l71-t-L0KU0@S1C11EK3 HCS: 08.20.02 JB: CHESAPEN►nc K 3 AC: 10# UPLIFT D.L. WO: (ehtK3 WE: TI: E ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the = ___ _------- Joint Locations=___�__ ===== ___0- This design is for an individual budding BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided byttbhedlenl_Thedesigrm�Isc lrs any pone clay damages 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty a Incorrect information. spectlicatbns WndLod r ASC E 7-98, C&C, V- 12 h, per Smtp 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designs furnished to the truss deslgtrer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, Ie 1.00, Exp.Cat. B, Kzt= 1.0 5) 27- 4- 0 10) 27- 0- 5 by the client and the correctness or accuracy Support 1 988# Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION ----- ofthis wormation as it may relate to a spe- Support 2 1027# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf X-Loe Vert Horiz Uplift Y-Loc Type ci is project and accepts no responsibility or exercises ne control with regard to fabrics- MAX LIVE LOAD DEFLECTION: III�ac Covering / ins Req t Resistant Cover' and/or Glazing 0- 4- 0 1365 100 -988 HOT PIN andL/999 tbn. handling, designation Of is 39- 8- 0 1365 0 -1027 HOT H-ROLL ' .Tistru trnnsaes. 7Tmb truss has been designed as an has been L=-0.32" D=-0.33" T=-0.65" , _�, , .FORCE...CSI ..BC... FORCE...CSI fix"tied building component in accordance with MAX. HORIZONTAL TOTAL LOAD DEFLEI TIONs 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/TPII-1995and NDS-97tobeIncorporated T- 0.42" 2- 3 -3689 0.51 13-12 3629 0.69 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 Designer (registered architect orprofessional engheedd. When reviewed for approval by the T: 0.21" 4- 5 -3880 0.45 11-10 3342 0.53 building designer, the design loadings shown RMB = 115 5- 6 -3689 0.52 10- 9 3629 0.69 must be checked to be sure that the data shown . 6- 7 -4002 0.56 9- 8 3590 0.79 are Inagreement 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 assurnes 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 ceding, they shouldbe braced at a maximum spacing of 19-0" o.c. Connector plans shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to mahze a continuing responsibility for such ved. flcatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight ftUtag woodto wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6X8 plate Is 6" wide x 8" king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES M bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Tosses 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- Won and for resisting lateral forces shall be designed and. Installed by others. Careful hand_ Ling is essential and erection bracing Is always requited. Normal precautionary action for trusses tequUes such temporary brac111g dwlq Installation between trusses to avoid topping and donlnoing. The supervision of erection of trusses shag be under the central of persons experiencedin the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to ru tsses until after all fastening and bracing Is completed. Ilk12-8-0 14-8-0 12-8-0 1 2 4 6 6 0000 - 00 Face = 0--,hz- 6X8 3X4 6X8 1-Is 6-10-6 0-6-6 3AD 3.00 Face = 0-3-12 0-8 l 12-3-11 14-0-10 12-3-11 1 13 11 9 8 1366# 8.00" 1-0-0 1366# 8.00" 40-0-0 11-" Cam) A (12) 2X4 I (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WAR NIN : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda SysttI11S ll A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Ds g• Truss ID: E - CONTRACTOR. BRACING WARNING: ems. TLY Chk: Date: 10-09-02 6- 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lb : 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or shnfl- bracing which Is a part of the building design and which most be considered by the building designer. Bracing TC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0ri (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified laalbns determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-9I of TP11. BC Dead 10.0 f ps Design Criteria: TPI LICENSE #0050068 )Truss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wtsconsin 537191. Code Desc: FLA 1005 VANNEWA OR-OVIEDO.FL32766 TOTAL 33.0 psf I V: _81.9- 7 Oestgn: Matru Analysts JOB PATH: C:1TEE-LOKVOBSiCHLK3 HCS: 08.20.02 JB: 'k_NESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the ----Joint Locations====_ = =1) This design is for an individual building BOT CHORDS: 2x6 SP #2 ccuposite result of multiple loads. 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 component and has been based onlnforrmatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 provided by the client'1b.designerdisclaims any responsibWty for damages as a result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. Y 3) 14- 0- 0 8) 40- 0- 0 131 7- 6-14 faulty or Incorrect information. specifications WndI.od per ASCE 7-98, C&C, V= 125igph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs fumtshedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCCEMDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 bythe client and the mneunessoraccuracy Support 1 987# Bld Type. Enel L= 58.0 ft W. 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a spe- Support 2 1026# in INT zone, TCDL= 4.2 f, BCDL= 6.0 psf Vert %0- HO103 Uplift Y-I;oc Type of is project and accepts no responsibility or exercises no control with regard to fabrics-c MAX LIVE LOAD DEFLECTION: t Resistant Covering and/or Glazing / 1111g Req 4 0- 4- 0 1365 103 -987 BOT PIN installation af Lionsesnign&This L/999 39- 8- 0 1365 0 -1026 BOT H-ROLL trusses. This truss has been designed as an russhasbeshipment end L=-0.30" D=-0.31" T=-0.61" „TC...FORCE...CSI ..BC...FORCE...CSI individual building component In accordance with MM HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80 ANSI/TPi1-19%and NDS-97 to be incorporated T= 0.42" 2- 3 -3545 0.52 13-12 3656 0.68 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 Designer(registered architect or professional When engineed.. reviewed for approval by the T- 0.21" 4- 5 -3503 0.40 11-10 3195 0.48 - building designer. the design loadings shown RMB - 1.15 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0. 58 9- 8 3626 0.80 are in agreement with the local bulldtng codes. local climatic records for wind or snow loads. pm lect specifications or special applied bads. Unless shown. truss has not been designed for storage or occup-y loads. The design assumes compression chords (top or bottom) are continu- ously, braced by sheathing unless otherwise spec8ied. Where bottom chords in tension are not fully traced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of W-W o.c. Connector plates stall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsMNiity for such vert- ficatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted graft[. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V king. A 6x8 plate is (i wide x 8" long. Slots (holes) run paralW 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 sizes based on the forces shown andmay need to be increased for certain hand- ling and/or erection stresses. This trum is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in aocoda with `Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses In a straightand plumb pos. itlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal preca ttlonaty action for trusses requites such temporary brach* during Installatkm between trusses to avoid toppling and dombnobng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice slam be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shallbe appliedto trusses until after all fastening and bracing is completed. 14-0-0 k12-0-0 Ilk 14-0-0 1 2 q 1 6 6.00 6X8 3X4 6X8 Face = 0-A2 - 12-2?00 0-8 -6.00 JAD 3•00 Face = 0-3-12 13-7-11 11-4-10 13-7-11 it 13 11 1 9 8 1366# 8.00" 1366# 8.00" ,, 40_0-0 �e 1-0-0 CA ES (12) 2X4 1 (RO-10 10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 --WAR NIN : READ ALL NOTES ON THIS SHEET. Erg. Job: WO: CHEK3 Mill Marondi Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC lave 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 Bracing sham 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 for TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 sham is lateral support of truss members only to reduce buckling length. Pr wWcats must be psf TOMAS PONCE P.E. Additional to nbr cing d the ovral emll structure naat ends and yx re locations.(Sdetettt I T the building designer. y required. (See Ii18-91 of TPq. BC Dead 10.0 f � Design Criteria: TPI LICENSE #0050068 (Tess Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison Wisconsin 53719). ,.l Code DeSc: FLA 1005 vANNESSA DROVIEDOXI-32766 TOTAL 33.0 psf V:09.06.02-7820- 8 uesrgn: Mdrr.0 Anaydls JO0 PATH: CATFE-LOKU08SICHEK3 HCS: 08,20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the - ====a=Joint Locations asas=e .esas aa This design Is for anindividual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1)= O- 0- 0 5) 31- 7-12 9) 24- 7- 8 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2,4,6 continuous) braced unless noted otherwise. y 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 faulty orlic ectinformation. sper�awns WndLod per ASCE 7-98, C&C, V- 125mph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness oraccuracy Support 1 984# Bld Type- Enel L= 58.0 ft W= 40.0 ft Truss X-Lot Vert Horiz Uplift Y-Lot Type of this information as it may relate to a spe- Support 2 1027# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 1365 114 -984 BOT PIN cdk project and accepts no responsibility or exercises no control with regard to fabdca- MAX LIVE LOAD DEFLECTION: t Resistant Cover' and/or Glazing c ing Req 39- 8- 0 1365 0 -1027 BOP H-ROLL tlon, handling, shipment and installation of L/999 - trusses. This truss has been designed as an L--0.28" D=-0.29" T--0.57" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.58 12-11 3623 0.79 ANSI/TPiI- 1995 and NOS97 to be incorporated T- 0.42" 2- 3 -3449 0.49 11-10 3645 0.66 as part of the butkWrg design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 Designer (registered architect orprotessto"ai engineer). When. reviewed for approval by the T. 0.20" 4- 5 -3451 0.49 9- 8 3645 0.66 building designer, the design loadings shown RM1B 1.15 5- 6 -4029 0.60 8- 7 3622 0.79 most be checked to be sure that the data shown = are in agreement with the local building codes, local climatic records for wind or snow loads, project specifkations 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 notfully braced latetally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I0'-O" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gahvni-d 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 make a continuing responsibility for such verl- flca0on. Any discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nad6s 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 T long. Sills (roles) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum. stets based on the forces shown t and may needo be increased for certain hand- ling and/or erection stresses. This truss is no to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional InPa matbn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "handling instalUng tl. Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- Itlon and for tesisting lateral forces shalt be designed and installed by others. Careful hand- ling Is essential and erection Maclng is always required. Normal precautionary action for trusses requires suchtemporary bracing during Installation between trusses to avowtoppling and domirtotog. The supervision of erection of trusses shall be under the control of persons experlenced 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 erectors shall be applied to trusses until after all fastening and. bracing Is completed. 15-0-0 k 10-" k15-0-0 Ilk 1 2 g 6X8 8-3-12 0-6-6 Face = 0-*I2- 12-2-03 I00 0 6X8 I-V 3•00 Face = 0-3-12 14-8-8 9-3-0 14-8-8 11 11 1 8 1366# 8.00" 1366# 8.00" C(i��,�� 40-0-01-"1-"o-o %,; 4/ PLA S (12) 2X4 ORO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE k0050W 1005 VANNESSA DR.OVIEDO.rL32766 WAKNIN(it 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 consideredlry the building designer. Bracing shown Is for lateralsupport of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addfllonal bracing of the overallstructure may be required. (See 1-1I13-91 of TPI). rl'russ Plate Institute. TPI, is located at 583 D'Onofto Drive. Madison, Wisconsin 537191, Eng. Job: WO: CHEK3 Dwg: Truss ID: G Dsgnr: TLY Chit: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbc 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 05.02-_ 7821- 9 Design: Matrix Anaiysis JOB PATH: CATF.E-LOKUOBSICHEK3 HCS: 09.20.02 JB: CHESAPEA;nE K 3 AC: 10# UPLIFT D.L. WO: %-rIEK3 WE: TI: H ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___ ---- == ==Joint Locations=====___-__---_ This design. is for an individual building 2x6 SP #2 2 composite result of )multiple loads. 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 component and has been be on bdorrnation provided bythe BOT CHORDS: 2x6 SP #2 All CUMPRESSION Chords are assumed to be 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 yfor damagestgrteresult of a� apcesuftor WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 7- 0- 0 7) 20- 0- 0 rIncorecttdo uxtiones fa or incorrect In(omutfon, specifications 2x4 SP #2 3 This 1-PLY Hip Master designed to carry 4) 13- 0- 0 8) 12- B- 8 and/or designs furnished to the tress designer 71 0" Open jacks (no webs) across center by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V. 125mph, and Hip Jack Truss framed to BC ------------ TOTAL DESIGN LOADS ------------ of this information as it may relate to a spe- cticprqectand accepts noresponsrtNutyor H= 15.0 ft, I- 1. 00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT COWCO TION PER SCHEDULE: Uniform PLF From PLF To exercises w control with regard to fabrlca- Bld Type- Encl L= 58.0 ft W= 20.0 ft Truss in IN'T zone, TCDL- 4.2 psf, BCDL= 6.0 Support 1 559# Support 2 TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 tfon. handling, shipment and installation of trusses. This truss has been designed as art psf Impact Resistant Covering and/or Glazing Req 559# TC Vert L+D -100 7- 0- 0 -100 13- 0- 0- individual budding component Inaccordance with MAX LIVE LOAD DEFLECTION: -.TC... FORCE ... CSI ..BC ... FORCE ... CSI TC Vert L+D -46 BC Vert L+D -20 13- 0- 0 0- 0- 0 -46 21- 1- 9 ANSI/TPf I-1995 and NDS-97 to be incorporated aspan the budding L/999 1- 2 -2360 0.50 10- 9 2048 0.55 BC Vert L+D -43 7- 0- 0 -20 -43 7- 0- 0 13- 0- 0 nof redarchitenb professional Designer (registered eevitwe architect arprovalb L=-0.06" D=-0.06" T--0.12" 2- 3 -2294 0.34 9- 8 2049 0.47 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 engineer). When reviewed far approval by the the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2069 0.49 8- 7 2040 0.55 Concentrated LBS Location - building designer, the design loadings shown T- 0.04" 4- 5 -2288 0.35 BC Vert L+D -429 7- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -2352 0.51 BC Vert L+D -429 13- 0- 0 ate in ageement with the local budding codes. local climatic records for wind or snow loads. T= 0 . 02" ----MAX. REACTIONS PER BEARING LOCATION----- projectspecifications or special applied loads. RMB - 1. 00 X-Loc Vert Horiz Uplift Y-Loc Type Unless show n, truss has not been designed for 0- 4- 0 1377 0 -559 BOT PIN storage or occupancy loads' The design assumes compression chords (top or bottom) are contlnu- 19- 8- 0 1371 0 -559 BOT H-ROLL ousdy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a. maximum spacing of la-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped. gatvanlmd 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 b in conformance with the fabricator's plans and to realize a comtinutng responsibility for such ved- ffeatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double —is ort web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sits based on the forces shown and may need to be Increased for certain hand - it ng and/or erection straws. This truss Is not to Ix fabricated with fire retardant at treed lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/-M 1. 1995 PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed In accordance with "Handling installing @ Bracing". NIB-91. hisses are to be handled wt1hparticular care dud" banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essentsl and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation betweentrusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the welght of the erectors shallbe applied to trusses until after all fastening and bracing Is completed.. T 7-" 6-" 7-" 1 2 5 6 6 0000 5X10 6X8 2X4 2X4 4-0-6 0-" 5X6 8X10 3X8 5X6 20-0-0 10 9 8 7 1378N 8.00" 1372# 8.00" 1-1-9 0-0-0 , , (R1 2 430k 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PA ANSI/TPI 1-1995 scale = 0.3010 MarOndd Syntems WAKNIN4: READ ALL NOTES ON THIS SHEET. 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 enxtlon 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 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisiang 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 he required. (See NIB-91 of TPI). LICENSE #0050068 fl7uss Plate Institute. TPI. Is bated at 583 D'Onofrlo Drive, Madison. Wisconsin 53719) 1005 VANNESSA DKOVIEDO.FL32766 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: H Date: 10-09-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: Cr Z5APEAKE K 3 AC: 10# UPLIFT D WO: WE: DESIGN INFORMATION This design Is for an tndrMual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informationas it may relate to a spe- eftle project and accepts no responsibility or exercises no control with regard to fabri a - lion, handling, shipment and installation of trusses. This truss has been designed — an Individual . building component in accordance Witt ANSI/-M 1-1995 and NDS-97 to be incorporated as part of the building designby a Building Designer (registered architect or professional engineerf. When reviewed for approval by the building desbgmcr. 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 toads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Intensionarc not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of I01-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sled meeting AMU 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- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted Vain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the jotnt unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate is 6' wide x 8" king. Slots (holsl runparallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes are ""'mum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This trvss B not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mformation on Quality Control refer to ANSI/7PI 14995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". 11I13-91. 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- Won and for resisting lateralforces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normalprecautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of--tructlon loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors stroll 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 SCREDIILE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D=-0.04" T.-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" 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 ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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 ... CST 1- 2 -973 0.33 10- 9 826 0.40 2- 3 -791 0.28 9- 8 665 0.25 3- 4 -667 0.19 8- 7 825 0.40 4- 5 -787 0.28 5- 6 -972 0.36 :I ATY: _ ===___=====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 LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 DOT R-ROLL 9-0-0 2-0-0 9-0-0 1 2 5 4X8 4X6 2X4 2X4 5-3-15 5-0-6 0-6-6 0-6-6 T I 5X6 6X8 3X8 SX6 1 1 Ilk 1 20-0-U 10 9 g 712# 8.00" 1-1-9 004, 8.00 `e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-199: LtMaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1006 VANNESSA Dm.OViEDO.Ft-3276 20-0-0 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY I Chk: BRACING WARNING: TC Live 16.0 psf 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 oosidered by the buddtng designer. Bracing nn TC Dead 7.0 psf shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-91 of TPI). BC Dead 10.0 psf flluss Plate Institute, TM. Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. TOTAL 33.0 scale = 0.3171 . Truss ID: I Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA .,vo rnr r. l,ru cc-wnvlludll,rtlis HCS: 08.20.02 Z: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an lndfMual building component and has been based on information provided by the client The designer, dbchims any responsibility for damages as a result of faulty or incorrect information. specifications and./or designs furnished to the thus designer by the client and the correctness or accuracy of this bformation as it may [elate to a spe- cific project and accepts no responsibility or exercises no control wittu regard to fat>rica- Uon, handling. shipment and installation of tresses. This truss has been designed as an individual building component in accordance wftt ANSI/TPa 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional etrgineer). When reviewed for approval by the building designer. the design loadings shown mustbe checked to be sure that the data shown are in agreement with the local building codes, local cWnatic 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 sbeathbtg unless otherwise specaled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cefling, they should be braced at a maximum spacing of la-0- ox, Connector plates shall be manufactured from 20 gauge hat 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 tits drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted Vain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be lasted on both faces of the truss with na115 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' bang Slats (hoks) ram parallel to the plate length specifed. Double cuts on web mennben shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This thus Is not to be fabricated. with fire retardant treated lumber unless otherwise shown. For additional Inforvnatbn on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection. recomunendatbns are to be followed In accordance with. "Handling Installing & Bractne. HI8-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling :s essential and erection bracing is always required. Normal precautionary action for trusses requites such termpofaY brackg during Installation between troves to avoid toppling and dominoing, The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Conu:enbatton of corotructlon bads gluier than the design loads shall not be applied to trusses at arty time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing 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: T- 0.03■ MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" EMS a 1.15 5-9-15 ITS 7— 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 W= 20.0 ft Truss in INT zone, TCDL= 4.2 pelf, BCDLa 6.0 pelf 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 TI: J QTY:3 =_ '_____== --Joint LOcations=a==a=ama=saa 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 60 -532 HOT PIN 19- 8- 0 711 0 -566 DOT H-ROLL 10-0-0 10-0-0 1 2 4 5 6 0000 4X6 _�00 20-Ilk 0-0 8 7 6 712# 8.00" 7121r 8.0011 1-1-9 ` (RI-1-7) la 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVMDOSL327n WAKN[NG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing 1s not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design andwhich must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified batons determined. by the building designer. Additional bracing of the overall structure tray be required. (,See H1B-91 of 7Pq. fltuss Plate Institute. 7Pt. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 0-6-6 4 T 1 I (R1119 -1-7) scale = 0.3010 Eng. Job: . Dwg: Truss ID: J Dsgur: 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: FLA TOTAL 33.0 psf V:09.05.02- 7826- 1: -��••e.•. •••-•�- ,---�•« ova rnr n: HCS' 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: 3f ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___ ___=====Joint Locations =====_=====— Thisdesign bforanindividual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on information provided by the client' The designer disclaims WEBS i 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 19- 5- 8 faulty ormcorrectinformation. specifications i4ndLod per ASCE 7-98, C&C, V- 125upsh, ----MAX. REACTIONS PER BEARING LOCATION----- - and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Ha, 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 X-Loc. Vert Horiz Uplift Y-Lot Type by the client and the correctness or accuracy Support 1 531# Bld Type- Encl L= 58.0 ft W- 19.5 ft Truss 0- 4- 0 700 26 -531 BUT PIN of this Informtion as it may relate to a spe- cifkprgectand amptsnomspomibuayor Support 2 473# in INT zone, TCDL- 4.2 psf, BCDL= 6 .0 P psi 19- 3-12 635 0 -473 BOT H-ROLL exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L/999 Zugaet Resistant Covering and/or Glazing Req tion, tion. handling. shipment and installation of muses. Thlatruss has been designed asan L=-0.03" D=-0.03" T=-0.06" -.TC... FORCE ... CSI ..BC ... FORCE ... CSI _ individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -947 0.32 8- 7 801 0.46 ANSlrM 1-1995 and NDS-W to be incorporated T- 0. 03" 7- 6 749 0.45 as part' of the building design by a Building MAX HORIZONTAL LIVE LOAD DEPLETION: 3- 4 -740 0.32 Designer (registered architect or professional engineer). When reviewed for approval by the Tw 0.01" 4- 5 61 0.24 butldingdeslger, the design loadings shown must be checked to be sure that the data shown RMB = 1.15 are in ageement with the local building codes. local climatic records for wind or snow loads, project spectikatia s or special applied loads. Unless shown. tress has not been designed for storage or occupancy bads. The design assumes compression chords (top or both) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by. prop-ly applied 10-0-0 9-5-8 rigid ceding. they should be braced at a 1 maximum spacing of 19-(r o.c. Connector 2 4 plates shall be manufactured from 20 gauge hot dipped galvanl7ed steel meeting ASTM A 653, Q 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 realise a continuing responsmlUty for such vert- ficatlon. Any discrepancies are to be put In wr" before cutting or fabrication. Plates shall not be fnstaLLed oven knotholes. knots or distorted gain. Members stag be cut for tight Rating wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long.. A 6x8 plate is 6" wide x 8- tong. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmidof the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated kimber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1- 19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with "Handling Installing & Bracing. Hl"1. Trusses are to be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bmcmg Is always required. Normal precautionary action for trusses tequltes such temporary btacing during installation between trusses to avoid toppling and dominoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration b ntration of construction ads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bating La completed. 4X6 2X4 3X4 5-9-15 5-6-6 0-6-6 2X4 0-9-10 5X6 6X8 3X4 M 19-5-8 8 7 700# 8.00" 1�1-9� 636Af 3.50" (R1-1-7) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199.t Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Da0VIEDO.F1.32766 19-5-8 WAKNIN44: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bacng 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 le 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 TPR. Muss Plate Institute, TP1. is located at 583 D'Onahio Drive. Madison. Wisconsin 537I9). scale = 0.3254 Eng. Job: WO: CHEK3 Dwg: Truss ID: J 1 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:09.05.02- 7827- 1 uesrgn: mium nnmysis !UB YAIH: (;:17EE-WKU0B5ICHEKJ HCS: 08.20,02 K 3 AC: 10# WO: WE: DESIGN INFORMATION This design is for an fnarvtanalbuilding 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 my relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipmentand tnstalfation of trusses. This truss has been designed as an hmdWual building component in accordance with ANSUTPI 1-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or prolessbnal engineed. When reviewed for approval by the building designer. the design loadtngs 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 straw bads. project specifications or special applied loads. Unless shown, tens has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid cefhng, they should be braced at a maximum spacing of 101-0" 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 fabrtratoes plane and to realize a continuing responsita tty for such vert- lkation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall notbe installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be lasted on both faces of the truss with ails fully Embedded and 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" k"rg. Slots (hates) run parade( to the plate length specified. Double cuts on web members shallmeet at the centrold of the webs unless otherwise shown.. Connector plate sizes are minknum sties based on the forces shown and may creed to be increased far 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 ANS /TPi 14995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with. "Handling installing a Bracing". H16-91. Trusses are to be handled with particular came during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding masers in a straight and plumb pos- Rbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing IS ahvays required. Normalprecautionary action for trusses requites such tempotaty bracing during i staitatlon between trusses to avoid toppling and dominating. The supervision of erection of trusses shall be under the control a( 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 erectors shall be applied to trusses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x4 SP #3 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 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. WndLod per ASCE 7-98, C&C, V= 125mph, Hes 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 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 Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -1753 0.40 9- 8 1553 0.34 2- 3 -1578 0.35 8- 7 1454 0.37 3- 4 -1383 0.36 7- 6 113 0.13 4- 5 -1383 0.36 TI: J3 ATY:1 ==_=a;= 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. REACPICKS PER HEARING LOCATION----- - X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROTS. 0- 4- 0 701 168 -515 HOT PIN 74-0 1, Ilk 12-5-0 1 Ilk 1 2 4 5 0 4X8 2X4 3X6 6xs 3.00 I 0 l 6-11-12 11-9-12 9 702# 8.00" 1-1-9 (� 7 6 645# 1.50" 0-3-8 19-5-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 14995 scale = 0.3209 _ WAR NIN : 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: J3 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chi: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, pone! bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing for Lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0m (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the structure may be required, (see HiB-91 of 1"). BC Dead 10.0 psf Design ign Criteria: TPt LICENSE #0050068 (Truss Plate Institute. TPI, Is located at 583 D'Orofrio Drive. Madison. Wisconsin 5371% � :t Code Desc: FLA. 1005 VANNF-WA DROviEDO-M32766 TOTAL 33.0 psf V:09 05.02- 7828- 1 e 5.. m _ ,..aay,W sale rAI L:11&&4_UAV0bQNK HEKJ HCS: 08.20.02 I i z: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K ATY:3 DESIGN INFORMATION This design s for an Individual building component and has been based on information provided by the client. The designer disdabas any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regardto fabrica- tion, handling. shipment and Installation of trusses. This tnss has been designed as an indmdualbuilding component In accordance wltt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or prufessto[al engineed. When reviewed for approval by the building deslgner. the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for wind or snow loads. project. specifications - special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property ppled rigid ceiling, they should be braced at a maximum spacing of !O'-0" O.C. Connector plates shag be manufactured from 20 gauge hot dipped gahwilmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plats and to realize a continuing responsibility for such veri- ftratkrn. Any discrepancies tie to be put in writing before cutting or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tnus with rails 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 (holesl run parallel to the plate length specified.. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes am minimum sizes basedon the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This toss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing'. HIB-91. Trusses are to be handled with particular bare during banding and bundWn& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral fours stall be designed and installed by others. Careful hand- hng is essential and erection bracing is always required. Normal precautionary action for trusses require$ such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed - Concentration of rn uuctlon loads greater than the design bads shall not be applied to trusses at any thee. 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 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted 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: Tina 0.03" RMS = 1.15 E): 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 ccmposite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type Encl L- 58.0 ft W= 20.7 €t Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI 1- 2 -37 0.15 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 BC...FORCE...CSI 13-12 7 0.20 12-11 4 0.11 11-10 -323 0.13 10- 9 -430 0.19 9- 8 -174 0.10 8- 7 -170 0.12 =_ _ == == ==Joint Locations===== 1) 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 BEARIM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 185 173 -64 BOT PIIN 11- 6- 4 1282 0 -1076 HOT H-ROLL 134-0 7.�0 11 1 2 3 5 6 6.00 4X6 3X4 3X4 4-2-6 0-6-6 7-5-15 111 -L i 6X8 6X8 3X4 2X4 5X6 T 0-6-6 3-0-0 5X6 2X4 5X8 3-4-8 3-" L _r 10.80 I � n Ilk 8-0-0 LI 34-0 94-0 11 13 12 11 1 9 8 185# 8.00" 1283# 3.50" CANT: 9-0-0 1-1-9 20-8 (�1-1-99 COSt1� �IkX 4) 2X4 (I RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-WA Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which 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 Iil6-9l of TPI), rrruss Plate Institute. TPI. is located at 583 D'Onofrfo Drive. Madison, Wisconsin 53719). Eng. Job: w . Dwg: Truss ID: K Dsgur: 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.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7829- 1 -'sn. nramru nnwysmr Jvlr rAl H: (: U tt-1 f)K 1JUM1CHEK3 HCS: 08.20.02 JB: CHESAPEAKE-K'3 AC: 10# UPUFT D.L. WO: CHEKS WE: TI: Kl QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 1): Plate(s) OFFSET from joint center. The = ====Joint Locations=====________ =0- This design in foran individual budding BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0 0 5) 15- 4- 0 9) 11- 4-:_0 component and has been base on mformtion WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0pro6) 20- 8- 0 10) 8- 0- 0 bytheyfor amagThe esiw.gn- disclaims any responsibility any for asa`eS"tt°r WEDGES z 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 faulty or incorrect Infornratlon. sperJflcatlons unties All OOBIPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the gn 4) ill- 4- 0 8) 15- 4- 0 - and/mdesigns furnished to the Utiss designer continuously braced unless noted otherwise. composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy WndLod per ASCE 7-98, C L-C, V- 125aph, X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- PROVIDE UPLIFT CON14ECTION PER SCHEDULE: H- 15.0 ft, Ire 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 185 181 -56 BOT PIN cdk project and accepts no maponsibilty or exercises support, 1 56# Bld Type. Enel L- 58.0 ft W. 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL rcontrolwithregard tfabrtca.- tlmn, bandiUng, shipment end Instaliatbrr of rt 2 1127# Support in IM zone, TCDL= 4.2 f, BCDL= 6.0 f _ tnisses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Whvidual budding component in accordance..mh L/999 ANSIrM 1- 19% and NDS-97 to be incorporated L=-0.08" D--0.08• T=-0.16• ..TC .. FORCE. • .. FORCE. • as part of the building design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1-2 74 0`17 11-10 -18 0.22 Design` (registered architect or praessanal engreerl. when reviewed for approval by the T= 0.03" 2- 3 291 0.20 10- 9 -350 0.17 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.16 must be checked to be sum that the data shown T- 0. 02" 4- 5 976 0.28 8- 7 -260 0.23 are In agreement with the focal building codes. 5- 6 355 0.28 local climatic records for wind or snow bads. RMB = 1.15 protect specifications mr special applied loads. Unless shown. miss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ouiily braced by sheathing unless otherwise specified. where bottom chords in tension am not fury braced laterally by a properly applied 11-4-0 4-0-0 5-4-0 1 2 rfgd ceiling, they should be braced at a maximum spicing of W-T o.c Connector 3 6 plates shallbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 0000 -6.00 Grade 40. unless otherwise shown. 4X6 4X8 FABRICATION NOTES T} Poor to fabrication. the fabricator shall review f this drawing to verily that this drawing Is in confonnnaoce with the fabricators plans and to realize a contlnufng responsibility for such vert- 3X4 ffration. Any discrepancies are to be put in 3-2-6 wT" before cutting or fabrication. knots shad not be installed over rs shall knob « distorted gam. Members snail be cut for tight fitting wood to wood bearing Con- nector plates shall be looted on both faces of 6-5-15 2X4 the `nubs with rude imbedded and shad be 6X1. 2X4 joint byre. about the Jdni unless otherwise shown, A SX6 5x4 plate is 5" wide x 4' long A 6x8 plate is 6' wide x 8" long Slots (holes) run paralid to the plate length specified. Double cuts on web 0-6-6 member shad meetat the centrold of the webs unless otherwise shown. Connector plate sizes ate minhnmm b base on the forms shown 30-0 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 5X6 5X8 3-0-0 Information on Quality Control reler to 3-4-8 ANSI/TY11-1995 10.80 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing 3 Bracing". HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installationto avoid damage. Temponuy and permanent bracing for holding trusses in a straight and plumb pos- Kion 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 tnisses requires such temporary bradM during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall notbe applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses u"d after all fastening and bracing Is completed. n 8-0 011 34-0 94-0 it 8 186# 8.00" 1282# 3.50" CANT: 9-0-0 1,-1�-9,,� 20-8-0 1�-1-_9__ COS1�I' O PLA (4) 2X4 ( 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 ' WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . CMarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 CONTRACTOR. BRACING WARNING: Dsgw: TLY Chic: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lb •. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is no crectbn bracing, wind bracing, portal bracing or similar bracing which Is a part of the bufldtng design and which must be considered by the building designer. Bracing is for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 n O.C. Spacing: 24.0 (407 321-0064 Fax 407 321-3913 ) ( ) shower support of truss members only to reduce buckling Icn must Eby Psi TOMAS PONCE P.E. made to anchor lateral bracing at ends and specirkd locations determine` the budding Additional bracing of the overall structure may be required. tree HIB-9I of TP0. BC Dead 10.0 psf Designritea: TPI LICENSE #V0050068 trruss Ptate Institute. TPI. 15 located at 563 D•Onofrio Drive. Madison. Wisconsin 537191. Code Desc: FLA 1006VANNFSSADAOVIEDO.F'L32766 I TOTAL. 33.0 psf VV:09.05.02- 7830- 111 .,or&,r. mr"ru nmayau .run ruin: `.Nett-L,UAUVLi31( HEK.i HCS: 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individualbuilding component and has been based oninformation provided by the client. The designer diseLlms any responsibility for damage as a result of faulty or incorrect Information, specifications and/or designs furished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- clfic project and accepts ne responsibility or exercises no control with regard to fabrics- tion. handling, sbipment and Installation of This trusses. 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 budding 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 climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design 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 ceding, they should be braced at a magnum spacing of ld-0" o..c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653, Gnde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss with naps fully Imbedded and stall be sym, about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is ti wide x 8" king. Slots tholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrid of the webs unless otherwise shown. Connector plate sues 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 mforou tin on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance wtth -Handling Installing tie Bracing". HI" 1. Trusses are to be handled with particular tare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- hbn 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 domhwtng The supervision of erection of L u stag be under the control of persors experienced in the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction bads grater than the desfgrr bads shag not be applied to trusses atany time. No bads other than the weight of the orators shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT 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. Wndlrod 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= 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" MAX HORIZONTAL T. 0.02" MAX HORIZONTAL T= 0.01" RMB - 1.00 5-5-15 0-6-6 WO: CHEK3 WE: : 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. 1- 2 2- 3 3- 4 4- 5 5- 6 .PORCE...CSI -aa6 o.2a -609 0.26 -51 0.44 -51 0.44 -795 0.22 ..BC...PORCE. 13-12 683 12-11 476 11-10 -29 10- 9 -2205 9- 8 703 8- 7 693 ..CSI Concentrated LBS �A' LOAD DON' 0.15 TC Vert L+D -120 1 0.21 BC Vert L+D -1449 1 LIVE LOAD DEFLECTION' 0.16 BC Vert L+D -79 1 0.27 ----MAX. REACTIONS PER 0.33 X-Loc Vert Horiz Up 0.29 0- 4- 0 615 82 -64 12-10- 0 2435 0 -85 20- 6- 4 546 0 -35 120# 9-4-0 8-0-0 3-4-0 1 2 4 6 6 0000 5X6 2X4 dys 616# 8.00" 1-1-9 (R1-1-7) 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, M. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE58A DIL(MEDO.Fl.33766 n..:,.-. .ri,...:_ e- I.- M TI: K2 QTY:1 ===Joint Locations=========m=ts=== 1) -0--0 0 6) 20- 8- 0 11) 11- 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 Location 7- 4- 0 1- 7- 4 7- 4- 0 BEARING LOCATION ----- lift Y-Loc Type 0 HOT PIN 6 BOT H-ROLL 6 HOT H-ROLL 11 LO) g71 2435# 4.00" 546# 3.50" 119 QFi9BAl2-10-0 79q Over 3 Supports scale = 0.2922 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar 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 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. (Sce HIB-91 of TP6. frruss Plate Instaue, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Truss ID: K2 Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DufFac - Plt: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7832- 1 ; HCS: 08.20.02 "' JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE-''" TI: K3 ATY-f DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the == _ _ =_==___ Joint Locations=--=-___--=. This design Is for an indNidual building HOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0 0- 0 4) 13- 0- 0 7) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 8- 0 5) 13- 0- 0 provided by the client. The designer disclaims a result of any respoyor 2x4 SP #2 3 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 6- 8- 0 s faulty or Incorrect Information, specifications orIncorrectInformuWsation, i SLIDERS: 2x4 SP #2 End vertical(s) not des/ for exposure �� �s - - - -MAX. REACTIONS PER BEARING LOCATION----- - and/or designs furnished to the truss designer to lateral wind pressure. X-Lois Vert Horiz Uplift Y-Loc bythheclient and the corectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCEMMU.S: WndLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 487 206 -493 HOT PIIN of this ldormation as a may relate to a spe- Support 1 493# Be, 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 12-10- 0 422 0 -408 BOT H-ROLL dnc project and accepts no responsibility or exercbo no control wan hegari o fabrka- Support 2 408# Bld Type- Enel L- 58.0 ft W. 13.0 ft Truss PROVIDE HORIZONTAL COk81BCTION PER SCEREULE s tion, handling, shipment and installation of MAX LIVE LOAD DEFLECTION: in END zone, TCDL. 4 . 2 psf, BCDL- 6. 0 sf p p Support 1 206# - trusses. This truss has been designed as an L/999 Impact Resistant Covering and/or Glazing Reg tndtvidualbuttdtngcomponent Inaccordancewith L=-0.03" D=-0.03" T=-0.07" ANSI/1Pf I-19M and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE... CSI as part of the building design by a Building T- 0. 05" 1- 2 926 0.36 7- 0 -74477 0.16 Designer lreghen re architect ewed o a professional engineer). When reviewed for approval by the MAX HORIZONTAL, LIVE LOAD DEFLECTION: 2- 3 -766 0.39 0- 6 -962 0.21 building designer, the design kndbW shown T- 0. 03' 3- 4 0 0.32 6- 5 -587 0.27 must be checked to be sure that the data shown are In agreement with the local building codes, RMB = 1.15 local clmatic recadg for wind or snow loads. project specifications or special applied loads. Unless shown.. Loos has notbeendesigned for storage or occupancy bads. The design assumes compression chords (top or bottom] are continu- 7-4-0 ously braced by sheathing unless otherwise 1 2 4 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling" they should be braced at a 6 maximum spacing. of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hat dipped galvanized steel meeting AS1M A 653. 4X8 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawing is in conformance with the fabricator's plans and to realire a continuing responsibility for such vert- fkation. Any discrepancies are to be put in 2X4 writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight titling wood to wood bearing. Con- 4-5-15 4-2-6 hector plates shall be located on both faces of the truss wah 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' 5X6 wide x 8' long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centraid of the webs i unless otherwise shown. Connector plate slur are minimum sfus based on the forces shown 3X4 and may treed to be Increased for certain. hand- 3X4 ling and/or erection. stresses. This truss is not to be fabricated with fire retardant. treated T T 5X6 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/iPI 1-1995 3.00 11 3.00 PRECAUTIONARY NOTES A11 bracing and erection recommendations are to be followed in accordance with -Handling 6-0-0 6-" instating S Bracing' HID-91. Trusses are to I be handled with particular care during banding 7 5 and bundling, delivery and installation. to avoid permanent 487# 8 00" 423A` 4.00" fdamage-ggtrt�es in plumb par straight plumb 1-1-g 6 9 13-0-0 i pion and for resisting lateral forces shah be (I11-1-7] designed and installed. by others. Careful hand- ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI1TP1 1-1995 0.4674 required. Norval precautionary action for scale = _ trwsses re(jtdrm such temporary bractfig during installation between trusses to avdd toppling and dominoing. The supervision of erection of trusses shag be under the control of persons 1(=Maronda Systems WARN IN : READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: CHEK3 Truss ID: K3 experienced in the installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. Ds TLY Chle; i� Date: 10-09-02 than the design loads shall rid be a than theConcentation dfgof construction be applied BRACING WARNING: 4005 MARON DA WAY TC Live 16.0 psi DurFae - Lbr: 1.25 teases at any time. No loads other than the Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae -Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-391.3 which Ls a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.0" p g Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additimnal bracing a the BC Dead 10.0 Ps f Design Criteria: TPI ovens Structure may be required. (See HIB-9I of Ten. divas Plate InsOtute. Thi, is located 583 D'Onofrfo Drive. Madison. Wisconsin Code Dese: FLA LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL32766 at 53719), TOTAL 33.0 psf 2_ _ 34 Design: Mirror Analysis JOB PATH: C:tTEE-L0K1J0BSICHEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: i 0# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based oa information provided by the client. The designer di chin• any responslbUtry for damages as a resuk of faulty or Incorrect Information. specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this Informallon as g may reiate to a spe- cific project, andaccepts no responsibility or exerclses no control with regard to fatmka- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer)_ When reviewed for approval by the building designer. the design loadhigs shown. must be checked to be sure that the data shown are In agreement with the local building codes. local clbnatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottnml are cuntlnu- ously traced by sheathing unless othenvbe specified. Where bottom chords in tension are not fully braced laterally by a property applied raged ceiling. they should be bracedat a rnardmunt spacing of 10•-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.S-IM 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 responsibNty for such vert- f cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the 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 shag meet at the mntrold of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand- ltng and/or erection stresses. This Ines is not to be fabricated with ulna retardant treated lumber unless otherwise shown For additional information on Quality Control refer to AN91/7Pl 1-1995 PRECAUTIONARY NOTES All bracing and erection r commendatlons are to be followed in accordance wgh 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care doing banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Nlon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling Is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing duck* trutagatton between trusses to avoid toppling and dominoing. The supervision of election of trusses stall be under the control of persons experienced in the Installation of trusses. Professtonal advice shag be sought if needed. Concentration of construction loads greater than the design toads shagnot be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses untll after all fastening and tracing 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= 125aph, H= 15.0 ft, I= 1.00, RV -Cat. B, Xzt= 1.0 Bld Type. Encl L= 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 4 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 5904 .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 ' ATY:1 _ -_========Joint locations==sasses=saes"T 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 492 49 -543 HOT PIN 13- 0- 0 491 0 -590 HOT H-ROLL Ilk 6-8-0 6-8-0 1 3 Q 4X6 3-10-0 - & in 3-10-0 --- 1 3.00 I 3.00 0-6-6 4 3-10-6 �o s-o 6-" 6-0-0 11 6 4 1-1-9 492# 8.00" 492# 8.00" 13-4-0 1-1-9 GABLE lflu(16) 2X4 I (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.42% - LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE H0050068 1005 VANNESSA DKOVIEW.FL-327M WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a parof the budding design and which must beconsidered 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 overallstructure may be required. (See HIB-9I of TPtt. (Truss Nate institute. TN. Is located at 593 D'O nohto Drive, Madison. Wtsrnnstn 537191. Eng. Job: WO: CHEK3 Dwg: Truss ID: KS Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae 7 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 Dsf v-no na no- '712.co_ 41 .�-••a••• •.••-••• ,••••v, wn rnr n: u:ucc-wnvvnnc,neA.t HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT WO: CHEK3 WE: DESIGN INFORMATION This design is for an IndMdual building component and has been based on Information provided by the cWmL. The designer disclabus any nesponsibiuty 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 o(lhis information as it may relate to a spe- edk project and accepts no responsibility or ex roses no control with regard to fabrka- tion, handling.shipment and Installation of trusses. This truss has been designed as an. Individual building component in accordance with ANSIfM 1-19% and NDS-97 to be Incorporated as part of the building designby a Building Designer (registered architect or professional engneerf. When reviewed for approval by the buttering designer, the design loadings shown must be checked to be sure that the data shown are In agreement withthe local building codes. local climatic records for wind or snow bads. project specifications or sped applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes canpressbn. chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not hilly braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates sham 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 sham review this drawing to verify that this drawing is In conformance with the fabricators plans and to reamer a continuing responsibility for such veri- fkatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall no. be Installed over knotholes. knots or distorted grain. Members sham be cut for tight fitting wood to wood bearing. Con- nector plates sham be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5' wide x 4- long. A W plate is G wide x e' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mhnlmum sus 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 the retardant treated lumber unless otherwise shown. For additional Inforoauon on Quality Control refer to ANSOT 1 1-1995 PRECAUTIONARY NOTES AD bracing and erection rerxanmendatbns are to be followed in accordance with "Handling Installing & Bracing'. HIS-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 to a stmight and phunb pos- Mom 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 oases requires such temporary brash* durhtg Installation between trusses to avoid toppling and donrinoing The supervision of erection of trusses sham persons be under the control of perso experlenced In the installation of trusses. Professional advice sham be sought if needed. Concentration of construction leads greater than the design loads sham not be applied to trusses at any tine. No loads other than the weight of the erectors sham be applied to trusses until after all fastening and bracing is completed.. TI: L QTY:2 TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to =_=__ __ =zua =Joint Locations=====_===.=ere=== B(YT 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. BLR: 2x8 SP #2 Brace must 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 141-01. 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 Wnd[.od per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 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: Support 1 262# BC Vert L+D -53 5- 7-10 L/608 at JOINT # 5 BC Vert L+D -64 9- 2-14 L=-0.24" D. 0.08" T.-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -40 12- 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARIM LOCATION----- T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECT IOdQ: 2- 3 1694 1.00 4 -203 0.30 35k g7/j X- Vert 1 Horiz Uppplift Y-Loc TOP Type T. 0.07" `Sb 3546 66 2621 DOT PIN RMB . 1.00 13-1-14 1 2 3 3.33 4-5-10 0-6-6 T 1-7-12 1 2-6-5 1.68J 0-9-9 074 i 11-9-1 6 367# 9.56" 5 547# 2.50" 41 1-10- 12-6-10 l� 0-8-00-8-0(R1-10-7)iii. 21# 54# 64# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1 5 scale = 0.4437 Laronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE tl0050068 1005 VANNESSA DR.OVIED .F 53 70a WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is no erection bracing. wind bracing. portalbracing or similar bracing which is a par 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 most be made to anchor lateral bracing at ends and specified lo•,c.a,.t,�ions determined by the budding designer. Additional bracing of the overall structure may be required. (See HI6-91 of TPI). (buss Plate Institute. TPI. is bated at 583 D'Ono o Drive, Madison. Wisconsin 53719). Eng. Job: WO: CHEK� Dwg: Truss ID: L Dsgmr: TLY Chk: Date: 10-09-02 TC 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: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 msf v.no nit ne_ '70711 �2, -�•s^- •••�••• •,••••t.. ova cram: L.'i1Ce-l.VAVV63n,H&A1 Ha: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual bulking component and has been based on information provided by the client The designer disclaims any responsibilty 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 responsibility or exercises no control amh regard to fabrlw- tion, handling, shipment and Installation of trusses. This truss has beendesigned 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 treglstered 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 are In agreement with the local building codes. local chmatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for stooge 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 rtgid ceWng, they should be braced at a maximum spacing of I(YAr 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 Poor to fabncallon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plaza and to realbs a continuing responsibility for such verb firatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes, knots or distorted grain. Members shall 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 W plate Is 6" wide x 8" (carp. Sots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum stres based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information m Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for restating lateral forces shah be designed and installed by others. Careful hand- ing Is essential and erection bracing Is always requited. Nonnal prerautlonary action for Hasse requires such temporary bracing during insfahauorr between trusses to avoidtoppling and dordnoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shah 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 shah be applied to trusses until after all fastening andbracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSt fasten w/31X 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 CCV116CTION 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 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 111 4" span framed to BC one face Or 9" span framed to TC opposite face 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= 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 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB - 1.00 2-PLYS REQUIRED 3-0-0 TI: Ll ATY:2 ==== =====Joint Locations=======_= .... == 1_) a- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN IAADS ------------ Uniform PLF Frcm PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REAC12ONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 HOT PIN 8- 8-12 866 0 -397 HOT H-ROLL This truss has not been designed for ROOF PRIDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft * n. ft, min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8XIO AYR 3X6 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1"5 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k005W68 1005 VANNFSSA D11.0VIEDOX1.32766 wAKN114gt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must Ie made to anchor lateral bracing at ends and specified locations determinedby the budding deslgner. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP11. (Truss Plate Institute. TPI, is located at 583 D'Onefdo Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: MY 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 3-0-0 24-0 FT 1 4 866# 3.50" scale = 0.7000 . IN 0 Truss ID: Ll Date: 10-09-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V: -_ 7872- 3: MCI: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to ® =____ === __ -----Joint Locations===_ :=== ,s = = Thb design is for an indtviduat budding BOT 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 component and has been based on Information WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 provided by the chennL The designer disclahns any responsibilityalixnec For damages asaresuhd 2x4 SP #2 2 segments OR 2x4 T-brace nailed flatto edge faulty or hncorncct hformatlon. spectlkatlons SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c Pac ------------ ------------ TOTAL DESIGN LOADS - and/or designs furnished to the truss designer BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF TO by the client and the correctness or accuracy 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 of this hformauonasitmay relate toaspe 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 crxproject a"daccepts noresponsibility or exercises no control with regard to fabrica- continuously braced unless noted otherwise. ccuposite result of multi le loads. Concentrated LES Location tion. handling. shipment and installation of wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 - trusses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V= 125mph, bearing. TC Vert L+D -48 3- 9- 1 Individual budding component inaccordance with H= 15.0 ft, I= 1.00, E7cp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -70 6- 1-15 ANSI/M1-1995and NDS-97 to be incorporated Bld Type= Encl L= 58.0 ft W. 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 as partd the building design by a Budding Designer (registered archtted or professional in END zone, TCDL= 4.2 psf, BCDL= 6 . 0 psf Ps P Support 2 Sill# TC Vert L+D -127 10-11-10 engln«d. When reviewed for approval by the Iupact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCIIEDULE BC Vert L+D -6 1- 4- 4 budding designer, the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 must be checked to be sure that the data shown L/577 at JOIW # 5 BC Vert L+D -44 6- 1-15 are inagmementwith the local budding codes. L--0.25" D- 0.00" T=-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -60 8- 6-12 bra(c(tmancruprds[orwirdorsnowbads. proJeN speclflcatlons or special applied bads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 unless shown. truss has not been designed for storage or occupancy loads. The design assumes T= 0.06" MAX HORIZONTAL LIVE LOAD DEPLECTZ 31# 2- 3 06 0.92 5- 167 0.47 4$li + - ---MAX. PER $ERRING LOCATIOII_ _ _ _ _ Loe Ver iz Uplift Y-Loc Type compression chords (top or bottom) are conunu- T= 0.060- 70/f 9 0-10 7�1 0 -591 TOP H-ROLL ously braced by sheathing unless otherwise specified. Where bottom chords in tension are RMB = 1.00 13-1-14 0- 4-13 678 263 -609 PIN not fully braced laterally by a property applied 1 2 rigid ceding, they should be braced at a 3 maximum spacing of lair o.c. Connector plates shall be manufactured from 10 gauge hot �- 3.33 dipped galvanized steel. meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plate and to realize a continuing responsibility for such vert- f catlon.. 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 lilting woad to wood bearing. Con- nector plates shaft be bested on bothfaces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shows. 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 speceied. Double cuts on web members shaft meet at the cemtrotd of the webs unless othetwise shown. Connector plate sizes are mfntmum sues based on the forces shown and rosy need to be increased for certain hand- ling acid/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 ANSUTPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing h Bracing'. HiB-91. Trusses ate to be handled with particutar care during banding and bundling, &livery 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 and erection bracing is always required. Normalprecautionary action for tntsses requim such temporary bracing doing Instsliation. between trusses to avoid toppling and dominwing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tresses. professional advice shall be sought if needed. Concentration of construction loads greater than the design ids shall not be applied to trusses at arty th ne. No bads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracing is completed. 4-5-10 0-6-1 4 2-6-10 1.68 1-0I I 11-6-10 6 5 4 678## 9.56" 719# 2.50" 1-10 9 1 l0 (R1-10-7) �0-8--0 19# 44#i 60#1 76# ' (RO-8-5) EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI 1 1-1"5 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHMU, Maronda Syste!lis A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: I Truss ID: L2 CONTRACTOR. BRACING WARNING: gnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr 1.25 _j 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, windbracing, 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 BC Live 7.0 psf DurFae - Pit: 1.25 O,C. Spacing: 24.0" p g (407) 321.0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psi TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determinedby the building designer. Additional bracing of overall structure may be required. (See HIB-9I ofTP6. BC Deadpsf 10.Q Design Criteria: TPI LICENSE #0050068 finis Plate Institute. TPI, is located at 583 D'Ondno Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNEssA DR.DVIEDD.M32766 TOTAL 33.0 psf V: 02- 7874- 31 Design: Marnr Analysts JOB PATH: C:lrUFLOKUOBS(CHF.KJ HCS: 08.10.01 DESIGN INFORMATION' This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or inuvrtect fnformaton. specf&auuns and/or destgms furnished to the truss designer by the client and the correctness or accuracy of this Wonnamon as it may relate to a spe- cific protect and accepts no resporsibility, or exerases no control with regard to fabrtca- tbn,. handling. shipment and Installation of trusses. This truss has been designed as an Individual bonding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer lre0stered architect or professional englneerl. When reviewed for approval by the building designer. the design loadingsshown most 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, pruiect specification or special applied bads. Unless shown, truss has notbeen designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are conUnu- ousty Mated by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rfgtd ceWng, they should be braced at a. maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor 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 ven- fiahon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Insisted over knotholes, knots or distorted grain. Members shall be cut for tight fisting wood to wood tearing. Con - nectar plates shalt be located an 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 4" brig. A 6x8 plate is 6" wile x 8" long. Slots tholes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sloes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wtth'Handling Installing & 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- Ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for trusses mqulres such temporary bracing during Wtailation between tresses 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 grater than the design bads shall not be applied to trusses at any time. No bads 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: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-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 Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCREDULE: 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" WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face On 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 1254Vh, 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 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 RMB - 1.00 2-PLYS REQUIRED TI: L3 ATY:2 = _ == ==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 BEARING 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 PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to brain). Truss must be marked to prevent UPSIDE DOWN erection. s-10-s Ilk 1 2 3 SILO AYR 3X6 5X6 1394k 3.50" 8-10-5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing. is not erection bracing, wind bracing, portalbracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building. designer. Additional bracing of the overall structure may be required. (.See HIB-9I of TPI1. n'r ass Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin. 53719). 3-0-0 4 1394# 3.50" scale = 0.7000 - Eng. Job: . Dµ'g: Truss ID: L3 Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7955- 51 .�.+.6... ....... as ...w.7a.� JV6 rAtr: l.: ni CC-WAUVtfJ IC.flCltJ fiCS: 08.20.02 WO: CHEK3 WE: JB: CHESAPEAKE K S AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individualbudding component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a m-it of faulty or Incorrect information.. specifications and/or designs furnished to the trss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- edio project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and ins Hatton of teases. Tbls tress has been designed as an tndNidual budding component in accordance with ANSI/T'PI I-19M and NDS-97 to be incorporated as part of the budding design by a Building 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 arc in agreement with the local building codes. local ch-atic records for wind or snow loads. project specifications or special applied bads. Unless shown. tress 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 intension are not fully brand laterally by a properly applied rigid ailing, they should be braced at a. maximum spacing of la-(r o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrtcation, 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 vett- lication. Any discrepancy 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 plats shall be located on both faces of the truss with nails fully imbedded and shall. be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown andmay need to be increased for certain hand- MV and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordance with "Handling Installing & Bracing', IiIB91. Trusses are to be handledwith particular care during banding and bundling. delivery and installation to avoid damage. Ternpmary and permanent bracing for holding trusses In a straight and plumb pos- Ulm and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ifng is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avowtoppling and dommobmg. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. Ti. M ATY:1 Analysis based on Simplified Analog Model. _= =========Joint L=ocations========s=== 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-Coe 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 C(*843CTION PER SCHEDULE: PROVIDE HORIZONTAL COWIECTION PER SCHEKILB 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 11-0-0 11 1 2 3 Q TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V- 125mph, Ha 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Typee, 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 0-6-6 2-6-5 2.00 0-8-0 l 10-0-8 11 6 5 41 433# 8.00" 3 2.50" 1 (RI- 0) a 10-8-8 �0-3-8� RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (i scale = 0.4694 �--- Maronda systems WARNING: READ ALL NOTES ON THIS SHEET. 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 errction bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specifiedlocations determined by the budding designer. Additional bracing of the overall structure may be required. (See NIB-9I of TRY LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drtw. Madison. Wisconsin 53719). 1005 VANNESSA. DROVIEDO.FL32766 Eng. Job: WO: CHEK3 DWg: Truss ID: M Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1. 55 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7956- 5: - s -. - ,-..»�•.. — I—. �.-rrcc-wnuvv�u,ncA.i HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an n�dWWua1 building component and has been based on Information. provided by the client. The designer disclaimany responsibility for damages as a result of faulty or incorrect Information. specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as n. may relate to a spe. ,tfk project and accepts no responsibility or ex<reises no control atlh rrga:d to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TFI 1.1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engkreerl. When reviewed for approval by the bulling designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. kcal climatic records for wind or snow loads. project specrtiottor s m special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop m bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc notfully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 19-0' o.c. Connector plates shag 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 canfornance with the fabricators plans and to realize a continuing responsibility for such vert- fkation. Any dts pancks arc to be put in writing before cutting or fabrication. Plates shalt not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing, Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A US plate is 6' wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the albs unless otherwise shown. Connector plate sizes are minm imuslzes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing h Bracing', HIB-91. Trusses are to be handled with particular care during banding and trundling. delivery and installation to avoid damage. Temporary and permanent bracing for holing trusses in a straight and plumb pos- Nlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always requred. Normal ptecautfo nary action for trusses requires such temporary bracing doing Installation between trusses to avoid toppling and domtrrotng. The supervision of erection of t saes shall be under the cont" 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 tresses at any time. No bads other than the wetght of the erectors shall be applied to trusses until after ad fastentng 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, &zt= 1.0 Bld Type. Encl L= 40.0 ft W= 10.2 ft Truss in INr 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 a 1.15 fi 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 TI: N ATY:2 _ ==J=== oint Locations==m==== =,___ =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 Horiz Uplift Y-Loc Type 0- 4- 0 417 264 -419 BOT PIN 10- 1-12 331 0 -520 BUT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCBBFR LE : Support 1 264# 10-3-0 1 2 3 400 244 1-7-3 1 _2.00 0'8-0 l 9-7-0 5 4 418# 8.00" 332# 2.50" 1-7-2 (Rl_7-0) n . LO 3-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVI.EDOYI-32766 VVAKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be 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 bulling designer. Additional bracing of the overall structure may be requited, lSee HIB-91 of TIM)- rrruss Plate institute, Tin. is located at 583 DYlnofrfo Drive, Madison, Wisconsin 53719). scale = 0.4971 Eng. Job: " CHM Dwg: Truss ID: N Dsgur: TLY Chk: Date: 10-09-02 - TC 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: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7875- 34 ---^a•- ...—.-• „--�••• ion I—.. c,:ucc-wavvwtl,rftltl HCS., 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: C'l DESIGN INFORMATION This design Is for an individual building component and has been based on. Information provided by the client. The designer disclaims any responsib6tty for damages as a result of faulty r r 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 protect and accepts no responsibility or exercises no control with regard to fab. tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the building designby a Building Designer (registered architect or professional engineer). When reviewedfor approval by the building designer, the design loadings shown mast be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, projed specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumnes compression chords (top or bottom) are continu- ously bead by sheathing unless otherwise specified.. Where bottom. chords In tension are not fully braced laterally by a properly applied rod ceding they should be bracedat a. maxim= spacing of 10-0- c.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting A.ST'M 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 responsBnllity 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 bearing. Con- necter plates shall be located on both races of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is Y wile x 4' font A 6x8 plate is 6" wide x 8` long. Slots (holes) run parallel to the plate length specified. rouble cuts on web member shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mnbmtanum aims based on the forces shown and may need to be Increased for certain hand- Itng and/or erection stresses. This truss is not to be fabA4ted with fire retardant treated lumber unless otherwise shown. For additional iformatlon an Quality Control rdcr 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 handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses lo a straight and plumb pos- Monand for restating lateral forces shall be designed and Installed by others. Careful hand- ing Is essential and erection bracing is always required. Normal precautionary action for trusses requsres 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 design badsshallnot 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 b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WadLod 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 W. 7.2 ft Truss in TNT 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 0-8-0 TI: O 9TY:2 MULTIPLE LOADS -- This design is the = _=___=_== ===Joint Locations==== ==== =__._=ar composite result of multiple loads. al) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAR. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full R-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SOULS: 7- 1-12 232 0 -446 BOT H-ROLL Support 1 420# PROVIDE HORIZONTAL CON14ECTION PER SCHEDULE Support 2 446# Support 1 257# TC... FORCE ... CST .BC ... FORCE ... CST 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 7-3-0 1 2 3 4.00 I T s 319# 8.0011 1-7-2 (R1-7-0) 7-3-0 ia EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE fl005W68 1005 VANNESSA DRUVIEDO.F432766 nenaa d —ice A-1—i. 2.00 1 WAKNIIVV: 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 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 1HB-91 of TPI). (Truss Plate Institute, TPI. Is located at 583 D'Onotrio Drive. Madison. Wisconsin 537191. 0 233# 2.50" scale = 0.6513 - Eng. Job: Dwg= Truss ID: O Dsgnr: TLY Chi: Date: 10-09-02 - TC live 16.0 psf DurFae - Lbr 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 KCs• 08.20.02 I I I JB: CHESAPEAKE K 3 AC: 10# UPUFT_D.L. WO: CHEK3 WE: TI- P 0TV•9 DESIGN INFORMATION This design Is for an Individual building component and has been based on infomuation provided by the client. The designer disclaim any responsibility for damages as a result of faulty or incorrect infortnatlon specifications and/or designs furnished to the truss designer by the client and the correctness m accuracy of this Information as it may relate to a spe- cific project andaccepts no responsibility or exercises no control with regard to fabrts- tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance wilt ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered arehited or professional engineer). When reviewed for approval by the building designer. the design losdk,gs shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compressdon 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 erihrig, they should be braced at a maxtrnum spacing of 101-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on 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 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 centmld of the webs unless otherwise shown Connector plate sizes are minimum at— basedon 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 tnfomiation 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', H1B-91. 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 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 re rims such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 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 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COKPRESSION 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 • _ =====Joint Locations======__===�=== =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, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 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 Ilk 1 2 4.00 I 4 212# 8.00" 1-7-2 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 4-3-0 2.00 87# 2.50" 54# 2}50" Over 3 Supports ClL: 4-1-12 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar 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 budding designer. Additional bracing of the overallstructure may be required. (See HIB-91 of TP11. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. scale = 0.9442 Eng. Job: WO: CHEK3 Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 10-09-02 - TC Live 16.0 psf DurFae - 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:09.05.02- 7878- d' °••s•• mid•- --f— IV. rnrn: t. 1=-u/Aut/HJit-ffGAi HCS: 0820.02 JB: CHESAPEAKE K 3 AC: 10# UPUr_ D.L. WO: CHEK3 WE: TI: Q ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Locations====_____ ==�__ br This design is for an dNMual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)- 0- 0- 0 3) 1- 8- 4 component and has been based on Irrformatlon SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 anyresponsiprovided by b"u`rdamagesas.res`a.ot Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faultyresponsibility for damage as a revu of Y faulty or Incorrect mtormabon.specifications bearing. WndLOd per ASCE 7-98, C&C, V= 125aQh, X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe trussdesigner H. 15.0 ft, 1- 1.00, Exp.Cat. B, Rzt- 1.0 0- 4- 0 137 63 -226 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SOULS: Bld Type. Enel L= 58.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL of this information as it may relate to a spe- Support 1 226# in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf cello pco n and accepts no card to fib rTc or Support 2 125# act Resistant Cover) and/or Glazing Req exercises no control with regard w rabrlea- / torn. handling, shipment and installation of MAX LIVE LOAD DEFLECTION: _ trusses. This truss has been designed as an L/999-.TC... FORCE ... CSI ..BC ... FORCE ... CSI h fivldual building component in accordance with L- 0. 00" D- 0. 00" T- 0. 00" 1- 2 -3 0.01 4- 0 - 55 0.01 ANSI/TPI 1-19% and NDS-97 to be Incorporated. MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T- 0.00" 0- 3 20 0.O1 Designer (registered Whenre architect or professional b Hal MAX HORIZONTAL LIVE LOAD DEFLECTION: errglneerj. When reviewed for approval by the - building designer, the design loadings shown Tee 0.00 ■ most be checked to be sure that the data shown RMB = 1.15 are in 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 bads. The design assumes compression chords (top or bottom) are cominu- ously braced by sheathing unless otherwise 1-84 specified. Where bottom chords in tension are not fully braced laterally by. property applied 1 2 rigid ceding, they should be braced ata r maximum spacing of 10'4r o.c. Connector 4.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- 11cation. Any discrepancies are to be put in writing Wore cutting or fabrication. 0-11-2 Plates shall not be installed over knotholes. knoll or distorted gram. Members shag be cut for tight fitting wood to wood bearing. Con- 1-4-7 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A plate lowide x 4' long. A 6x8par plate is 6- wide e x S' long.g. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the faces shown. 5X8 and may need to be increased for certain hand. Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfotmatlon on Quality Control refer to ANSI/TM 1.1995 2.000 0-" PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Plate Height Installing & Bracing'. HI8-91. ihisses are to I -- 1-04 = 0-2-1 be handled withparticular care during banding and bundling, delivery and installation to avoid `S 3 damage. Temporary and permanent bracing 138# 8.00" 48# 2.50" for holding trusses In a straight andplumb pos- 1-7-2 worn and for resisting lateral fors shall be 144 deigned and installed by others. Careful hand. (R1-7-0) ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 _ required. Normal precautionary action for requires lng during ��such between ��to ��toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 and dommoing. The supervision Of erection Of Dwg: Truss ID: A trusses shraD be under the control of persons =Maromda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING experienced m the installation of trusses. Professional advice shall be sought If needed. CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 Concentthan the deon t loads bads plater BRACING WARNING: TC Lire 16.0 psf DufFae - Lbr. 1.25 than Itre deslpr bads shad not be applied In 4005 MARONDA WAY trusses at any time. No bads other than the Bracing shown on this drawing is not erection bur . • wind brit ing g TC Dead 7.0 psf DufFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which Is a part of the budding des ring `red. Pow( brae or similar Brach trusses until after all fasten and bracing !� g design and which must reduce considered by the building ions designer. Bracing O.C. Spacing: 24.0" Is cam le[ed g (407) 321-OOfi4 Fax (407) 321-3913 shown le for lateral. support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p g: P made to anchor bateral bracing at ends and specified locations determined by the budding designer. Design Criteria: TPI TO MAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPD. BC Dead 10.0 psf 9 LICENSE 90050008 Ctr+sr' Plate institute. TPI• Is located at 5W D'Onofrio Drive. Madison. Wisconsin 537191. Cade Desc: FLA 1005 VANNFSSA DR.OVIEDOX1.32766 TOTAL 33.0 psf V-'0 ] - 42 .._..a... ,.....�,., . mini a,:ucc-r-vnvVrsJi(.ffCA1 HC& 0&20.02 DESIGN INFORMATION This design is for an bndwtdrai building component and has been based on information provided by the client. The designer disclaims arry 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 h may relate to a spe- cifte project and accepts no responsibility or exnnctses no control with regard to [abrlca- tlon, handling, shipment and installation of trusses. Thb truss has been designed as an Individual building component In accordance wttf 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 deslif r, the design loadings shown must be checked to be sure that the data shown are in agreement with the loll building codes. local chm tic records for wind or snow bads.. project. specifications or special applied loads.. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes coanpressbn chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced bte W by a properly applied rigid ceiling, they should be braced at a maximum spacing of IO'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricator's plans and to realize a continuing responsibility for such vert- 0ntion. Any discrepancies are to be put in writing before cutting or fabrication. Pales shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalis fully Imbedded and shah be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A fix$ plate is 6" wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimumsizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with -Handling Insta"Img & Bracing'. 11113-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installationto avoid damage. Temporary and permanent tracing for holding trusses in a straight and plumb pos- gmn and for resisting latmi forces shah be designed and lnatall d 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 dommoing. The supeMslon of erection of trusses shah be under the control of persons experienced in the installation of busses. Professional advice stall be sought If needed. Concentration of construction loads greater than the destgr loads shag notbe 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. B: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: R QTY:2 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 1 422# 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= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 i 7- 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 CCtZi ICN PER SCHEDULE : Support 1 235# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 _ _== == Joint Locations======:s===nF=== 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-Loa Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 Bar PIN 5-11- 4 75 0 -65 BOT H-ROLL 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= 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 Ilk 1 2 0 2-2-8 1-4-2 1 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I Q8� I I 5-4-8 4 3 248# 8.00" 127# 2.50" 1-1-9 6.0-8 76# .50" (Rl•1-7) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 C/L: -11-4 _ WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: NO: CHEK3 Maronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: R 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 budding designer. Brae shown is for lateral support of truss members only to reduce 1 u 1ding length. Provisions must be � made to anchor lateral bracing at ends and specified locations determined the butkBn des Additional bracing of the overall structure may be req�ed. (See HIB-9t d q. g �1t`' fltuss Plate Institute. TPI. is located at 5M D'Onofno Drive. Madison. Wisconsin 53719). Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live o.0 psf BC Dead 1o.0 psr DurFae - Lbr. 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0m Design Criteria:. TPI Code Desc: FLA 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICF,NSE #0050068 1006 VANNESSA DItOVIEDO.FL32766 TOTAL 33.0 psf V: 02- HCS: 09.20.02 JB: CHESAPEAKE w-%' 3 AC: 10# UPLIFT CHtR3 DESIGN INFORMATION This design is for an individual building componrnt and has been based on tannination provided by the client. The designer disla chns any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the tow designer by the client and the correctness or accuracy of this information as it may relate to a ape• cffic project and accepts no responsarWty or exercises no control with regard to fabri s- tion. handitrrg, shipment and Installation of trusses. This truss has been designed as an individual. building component in accordance with ANSI/TP1 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional eng wed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown aria Inagenuent with the local building codes. local chm tic records for wind or snow loads, project specifications - special applied bads. Unless shave. truss has not been designed for storm or occupanry loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specMe& Where bottom chords In tension are not fully braced laterally by a property applied rWd ttgmg. they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanised 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 drawling is in conformance with the fabricator's plats and to realize a conUnuing responsibility for such vert- fkaUon. Any discrepancies are to be put in writing before cutting m fabrication. Plates shall not be (stalled over knotholes. knots or distorted grain. Mentors shall be cut for tight f tUng wood to wood bearing. Con- nector plates shallbe located on both faces of the truss with nails fully Imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is B` wide x 8" long. Slats (holes) run parallel to the plate length specified.. Double cuts on web members stag meet at the centrold of the webs unless otherwise shown. Connector plate stew are ndnhnum sizes based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on 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'. HIB91. Busses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and perranent bracing for holding [owes in a straight andplumb pos- Won and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of muses. Professional advice shall be sought If needed. Concentration of construction bads grater than the design bads shall notbe applied to tosses at any time. No bads other than the weight of the rectors shall be applied to trusses until after all fastcnfng 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" RMB = 1.15 3-2-3 T 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 —,-at be able transfer 136 pounds of horizontal reaction .TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 if: S 9TY:2 _ ==�Toint Locations=== 1) =0-=0 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 HOT H-ROLL WndLod per ASCR 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl 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 3.00 I 0-8-0 4-0-8 1 4 3 205# 8.00" 98# 2.50" 1-1-9 - le 4-8-8 60# 50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: 7-4 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE5 A n CAAFnn.Fl_9�'laa WAKNINGi 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 shnflar 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 TPI). Muss Plate Institute, TPI:, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgur: TLY TC Live TC Dead BC Live BC Dead TOTAL Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 - Truss ID: S Date: 10-09-02 DurFac - P1t: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrh Analysis JOB PATH: CATEE-LOWOBSTCHEK3 HCS: 0S.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the agent. The designer dtsclahns any responsibility for damages as a result of faulty or incorrect Information. spectlicalions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and :nstagatton of trusses. This truss has been designed as an Individual building component in accordance watt ANSI/TPI 1.1995 and UDS-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 surethat the data shown are in agreement with the kcal building codes. localclimatic records for wind or snow loads, protect speclBmtio s or special applied loads. Unlessshown. truss has not been designed for storage or occupancy bads. The design assumes compresslon 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 lo'-T o.c. Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing isin mance conforwith the fabutcatm s pans and to realize a continuing responsibility for such verl- fkation. 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 beating. Con- nector plates shag be located on both fans of the truss with nals fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6z8 plate Is 6" wick x 8- long. Skis (holm) rum parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are nmlr m"m 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 pre retardant treated lumber unless otherwise shown. For additional kfomatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmrnendations are to be followed Inaccordance with "Handling Installing & Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporaryand permanent bracing for holding muses in a straight and plumb pos- ltlon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essenilal and erection bracing Is always required. Normal precautionary action for tresses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons e pertenced in the Installation of tnuses. Professional advice shag be sought If needed. Concentration of construction leads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLWrICN: L/999 L=-0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 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. 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 ATY:2 ==Joint Locations=====_=====o:�= 17 0- Oa-0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 B(7T PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L- 58.0 ft W- 3.4 €t Truss in iNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 11 1 2 6.00 3.00 0-8-0 2-8-5 4 3 161# 8.00" 70# 2.50" I-1- 44# 2 50" e 3-4-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINGI 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, Fie. 32771 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 he considered by We 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. Pmvistons nmust be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specXkd locations determined by the building designer. Additional bracing of the overall structure may be required. (See Hl"I of TP11 BC Dead 10.0psf LICFNSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison, Wscoreshn 53719). 1005 VANNE59A DROVIEDOX1.32766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 - Truss ID: T Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA +rem —1— e..-see-a,vnvvnamt,ncA.t HCY 08.20.02 JB: CHESAPEAKE K 3 AC: 10o UPLIFT D.L. WO: CHEK3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = == ===,Toint Locations===__________ This design is for anIndividual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1) 0 0- 0 3) 2- 0- 8 component and has been based on Information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 provided by the client. The designer disclaims Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION-----, any responsiblbty for damages as a result of faulty or Incorrect Information. speedicatbnsbearingWndI,od per ASCS 7-98, C&C, V. 125ag�h, %-LOC Vert Horiz Uplift Y-Loc Type and/or designs funtishedtothe trussdesigner H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCBBDQLE: Bld Type= Enel L= 58.0 ft W. 2.0 ft Truss 1-11- 4 60 0 -191 BUT H-ROLL of this information as R may relate to a spe- Support 1 157# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf c➢k project and accepts no responsibility or exercises no control with mg" to fabrira- Support 2 191# Impact Resistant Covering and/or Glazing Req tion, handling. shipment and installation of MAX LIVE LOAD DEFLECTION-. trrtsses. This truss has been designed as an L/964 at JOINT # 2 ..TC ... FORCE... CSI ..BC ... FORCE... CSI tndtvldualbuilding componentinaccordance with L=-0.02" D- 0.00" T=-0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI/TPI I-19%and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 as part of the building design by a Building T- 0 , 03" Designer (registered sewed for or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). When reviewed for approval by the - building designer. the design loadings shown T= 0.040 must be checked to be sure that the data shown are in ageernent with the local building codes, RMB - 1.15 local. cLatic records for windor snow loads. project specifications or special applied toads. Unless shown, ttuss has notbeen designed for storage or occupancy toads. The design assranes compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise 2-0-8 specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ailing. they should be braced ata maxknum spacing of 10'-W o.c Connector 6 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ikatiun. Any discrepancies are to be put to writing before: cutting m fabrication.. 1-2-8 Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 1-10-3 nectvr plates shall be located on both faces of --ii-- the truss with nags fully imbedded and shall be t- sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4• long. A 6x8 pate Is 6- wide x 6- long. Slots (holes) run parallel to 0-6-6 the plate length specified.. Double cuts on web members shall meet at the centrokl of the webs ' 04-2 unless otherwise shown. Connector plate sties are minimum sins based on the form shown and may need to be Increased for certain hand- 5X6 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Qvallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A➢ bracing and erection recommendations are to be followmi in accordance with -Handling Installing & Bractttg". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ➢1on and for restating lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for U-- ret{tth- 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 loads greater than the design bads shall not be applied to Cusses al any time. No loads other than the weight of the erectors she➢ be applied to trusses until after all fastening and bracing is completed. 3.00 I 0-8-0 i 1-4-8 4 3 127N 8.00" 60# 2.50" (Rill 7) 2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSiP1rP1 1-1"5 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Mtdl onda SysteimS 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 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 TC Dead 7.0 psf 407 321-0064 Fax 407 321-3913 ( ) ( ) shown is for lateral support of truss members on to reduce only buckling length.abuMProvisions Live 0.0 psf TOMAS PONCE P.E. des made to anchor braci lateral bracing at ends and may be re locations determined o by the bWMmg designer. Additional bracing of the overall structure may x nequued. (Sec H1B-91 of TPi1. BC Dead 10.0 case LICENSE #0050068 rrruss Plate Institute. TPL Is bmled at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 1005 VANNESSA DR.OVIEDO.F1.32766 TOTAL 33.0 psf scale = 1.1370 Truss ID: U Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA _rxm wirers nmmryns JUB PA/H: RI71:bLUKV0H5ICHEK3 HCS: 08,20.02 I I JB: CHESAPEi i '_ K 3 AC: 10# UPLIFT D.L. WO: lenC'K3 WE: TI: V ATY:2 DESIGN INFORMATION This design is for an indlvldual 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 fumbhed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- odic profed and accepts no responsibility or exercises no control with regard to fabrica- tion, handhng shipment and installation of trusses. This truss has been designed as an. Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part tithe budding design by a Building Designer U%Utered 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 ate in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss bas not been. designed for storage or occupancy loads. The design assumes compression chords (top or bottoml ane continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10'-T o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators platys and to realize a continuing responsibility for such ved- ftcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shall be located on both faces of the truss with nags 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 6" wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members stall mad at the centrold of the webs unless otherwise shown. Connector plate st2 ate minimum WV 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 fnformation. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations arc to be followed in accordance with "Handling installing Q Bracing`. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essentialand erection bracing h always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shambe sought If needed. Concentration of construction loads greater than the design Lads shall not be applied to trusses atany time. No loads other than the weight of the erectors sham be applied to trusses ..tit after an fastening and bracing is completed.. TOP CHARDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" Ta 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-2-7 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 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft NP. 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 l 1-1-9 e (R1-1-7) 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 #OO5W68 1005 VANNFSSA 0R.0V11KW.R_. 27&& a •s__ == ==.Joint Locations ..=>c== 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 HOT PIN 0- 8- 4 7 0 -1 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDIILz: Support 1 Ill# Support 2 77# L 0-9-0 I. 1 2 6 0000 Attach with (1) 10d Toe -Nails 0-10-14 Attach with (1) 10d Toe -Nails 7�5�� 0-9-0 L Ilk 4 1 65# 7.501" 8k 1.50" 1 fe - ?J Q.SOr� Over 3 Supports WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing TC Dead 7.0 psf which is a part of the building designand which must be considered by the building designer. Brarlg shown is for Lateral support of truss members only to reduce buckWg Length. Provisions must be BC Live 0.0 psf 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 TPII. BC Dead 10.0 psf frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191, TOTAL 33.0 psf 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 r/elrb'n.- M011a _you JUG rAIH: L:11th-LUAVUf1J1CHtAS HCS 09.20.02 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 damages as a result of faulty or incorrect Information. spect(imlbro and/or designs furnished to the tress designer, by the client and the correctness or accuracy of this Information as a may relate to a spe- cdk projectand accepts no responsibilty or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This tress has been designed as an indWual 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 (registered architect or professional engt ce ). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the datashown are Inagreement with the local building codes. local dimatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottom) are commu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a property applied rigid ceiling, they shouldbe braced at a maxims spacing of 10'.0" o.c. Connector plates shall be n ufactumd from 20 gauge hot dipped galvanized steel meeting AS'FM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing B in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before culling or fabrication. Plates shall rot be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nsds fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) remparallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be increased for certain harrd- 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 Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing". HIB-91. Trusses ate 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 straightand plumb pos- abn and for resisting lateral forces shall be designed. and installed by others. Careful hand- ing Is essential and erection bracing is always requlmd.. Normal precautionary actionfor trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominob4 The supervision of erection of trusses shall be. under the control of persons experienced In the Installation of trusses. Professional advice shall be soum(dit If needed. Concentration Of construction loads greater than the design loads shall not be applied to tresses at any time. No toads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. B: CHESAPEAKF K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WadLod 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. 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 HORIZONPAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 0-6-2 EK3 WE: 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: 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 TI: W QTY:2 = = ==Joint Locations=-= ======:p== 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 Q 0- 6- 0 -38 9-10-13 ----MAR. REACTIONS PER BEAR -UM 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 Ilk I 2 3 11 24 3X8 w' 9-10-13 Ilk 5 4 215# 11.31" 417# 2.50" 1-6-2 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 hers VANNESSA DROVIEDO.FL32766 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. Dsgur: TLY Cbk: I Date: 10-09-02 - BRACING WARNING: TC Live 16.0 psf DurFae - LbC 1.25 Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or sImrar bracing TC Dead 7.0 Psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral supportof truss members king length. only to rectum lore le h. Rovi�knns must be BC Ltve 0.0 Psf q O.C. Spacing: 24.0 I� 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 HIB-9I of TPI). BC Dead 10.0 psf Design ig n Criteria: TPI rrruss plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison.. Wisconsin 53719). ^, Code Dese: FLA TOTAL 33.0 Psf V:09.05.02- 7895- 5, •-"•b"- nwvw„" --y+ Jun rArr: C.; iJCC-WAUUBdiUitAJ HCS: 08.20.02 DESIGN INFORMATION This design Is for an tndWWual building component and has been based on Information provided by the client. The designer disciatms any responsibWty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- 111 cdx project and —pis no responsibility or exercises no control with reg rd to fabrics- tion, handling, shipment and 1nstatla0on oftrusses. The truss has been designed as an individual buIldbng has In accordance with ANSI/TPI I-1995 and NDS-97 to be tncogxwated — part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. buss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom} are mrttnu- ously braked by sheathing unless otherwise apeelfled. Where bottom chords In tension are notfully braced laterally by a properly applied rood ceiling, they should be braced ata mwdm= spacing ofI0'-(r 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 conformance with the fabricator's plane and to realise a conWnutng responsibility for such vert- fication.. Any dlscmpancles 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 Ruing wood to wood bearing. Con- nector plates shall be located on both faces of the muse with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wile x 4- toner A 6x6 plate is 6- wide x T lung. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the -nt—fd of the webs unless otherwise shown. Connector plate sizes are rtumanum sI.- based n on the forces show and may need to be Increased for certain hand- ling and/or erection stresses. This h- ss 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 Ail bracing and erection recwnmendattwrs are to be followed In accordance with -Handling InstaWng h Bracing*. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installatim to avoid damage- Temporary and pervsanent bracing for holding tresses In a straight and plumb pos- Rion and for restating lateral forces shall he designed and Installed by others. Careful hand- ling ta essential and erection bractng Is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tenses shall be under the control d penrom ',. experienced In the imudbtion of trusses. Professionaladvice shall be sought If needed. Concentration d construction loads greater than the design loads shall not be applied to tosses at any time. No bads other than the ',. weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT 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 SCHEDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.001 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00' MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 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 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 ft 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 QTY:1 - ---Joint L0Catitm8===a:x _==,v 1)0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ---------- Uniform PLF From PLFTo 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 BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 4- 6-13 120 52 -430 TOP PIIN 0- 2- 8 28 121 -375 BoT PIN 4- 7- 2 240 0 -56 HOT H-ROLL 4-8-9 1 2 F 4 24 11 4 28# 4.95" L 1-6-2 I (R1-6-0) 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 VANNEWA DR6VIEDO.FI-31766 Design: Matrix Analysis 2-2-2 �T4 3 '1 120f1 2.83" 4-8-9 240# 2 00" CANT: 0-0-7 Over 3 Supports C/L: 4 13 WAKIVIKU: 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 bractM wind bracing, portal bracing or similar bracing which H a part of the building design and which must be. comidend by the building designer. Bracing shown is for }alma] support of truss members only to duce buckling length. Provisions must be made to anchor lateral bmctng at ends and specified locations determined by the building designer. Additional bracing Of the overall structure may be nyWnd. (See HID-91 of TPII. rrruss Plate Institute. M. is located at 563 D'Onoldo Drive. Madison. Wisconsin 537191. JOB PATH: C:1TU-L0KV0nCHEK3 Attach with (3) 10d "Cue-NaifS Attach with (4) 10d Toe -Nails scale = 0.8481 Dwg: Dsgnr: TLY Chk: Truss ID: WI Date: 10-09-02 TC Live 16.0 psf DurFae - 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 - RCS: 08.20 02 DESIGN INFORMATION This design is for an Individual building component and has been based on Worm ulon ' provided by the client. The designer di cialms any responsibility for damages as a result of ifaulty or in—ect Information.. specnteations and/or designs furnished to the truss designer by the client and the correctness or accuracy i of this Information as It may relate to a spe- cific protect and accepts no responsibility or —.1ses no control with regard to (abda- y lion. handl4rg, shipment and istalfatlon of teases. Tills truss has been designed as an Individual building component In accordance with ANSlfM 1-19%and NDS-97 to be incorporated as part of the build&* design by a Building Designer (registered architta or professional j englneed 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 climatic records for wind or snow bads. projectspecGfcatfors or special applied loads. Unless shown. truss has not been designedfor storage or occupancy loads. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spedtkd. Where bottom chords in tension re a not fully braced laterally by a property applied rfg)d ceding they should be bracedat a maximum spacing of l0'-0" o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, on otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriator's plans and to realize a continuing responsibility for such veA- flation.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothotes. knots or distorted grain. Menders shall be cut for tight filing wood to wood bearing. Con- nector plates shall be located on both fae of the truss withmans fully imbedded and shall be sym. about the joint unless otherwise shown. A U4 plate is 5- wide x 4- long A 6x8 plate is 6" wide x e' king. Slots thoksl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based m 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 the retardant treated to-ber unless otherwise shown. For additional information on guatfty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a stralght and plumb pos- Itbn and for resisting lateral forces shall be designed and installed by others. Careful hand. Ung a essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing daring Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design kids shall not be applied to trusses at any time. No bads other than the might of the erectors shad be applied to trusses until after all fastening and bmcmg is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D 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. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 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 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 l Must be able transfer 172 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- Eacl L= 58.0 ft W= 7.0 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 -71 1.00 4- 3 0 0.85 TI: Y _ == ==Joint L==___ ocations=======_== =1,==0:===2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- 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 1 1 7-0-0 4 q 8.00" 3 151p 2.50" ttr -1a 7-0-0 82# .50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI 1-1995 Over 3 Supports C/L: 10-12 M a r o n d a Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKN[N(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 sbnnar brw.cing 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 leteml bracing at ends and specified locatfors determined by the budding designer. Additional bmcbmg of the overall structure may be required. ISee H1B-91 of TPd. firuss Plate Institute. TPI. is located at 593 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Attacil with (3) 10d Toe -Nair Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKV08SiCHEK3 HCS: 08.20.02 I JB: Cei-iESPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Z ATY:4 DESIGN INFORMATION This design Is for an individual budding component and has been based on hifommatlon 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 eorrsctriess or accuracy of this information as It may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion.. handling shipment and Installation of trusses. This taw has been designed as an individual budding component in accordance wild ANSIrM 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 designbadtngs 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., truss has not been designed for storage m 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 ceding, they should be braced at a maximum spacing of 10'40" o.c. Connector plates shall be manufactured from. 20 gauge hot dipped galvanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verty that this drawing Is in conformance with the fabricators pans and to reaNre a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knob or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nalls fully imbedded and shalt 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. spelled. Double cuts on web members shall meet at the centtokl of the webs unless otherwise shown. Connector plate sties are minbnum sizes based on the form shown and may need to be increased for certain hand- ling and/- erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance wdh -Handling installing 9 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting lateralforces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses MWIlm such tmporay brackig dud" mmsfallaUon between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be miler 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 shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be appliedto trm55ea until after all fastening and bracing is completed. TOP CHARDS: 2x4 SP #2 BOT CORDS: 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 DEFLECTION: T. 0.00" RMB = 1.15 3-4-11 0-6-6 _f Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coabposite 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 147 pounds of horizontal reaction i4ndLod 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= 5.1 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 -51 0.66 4- 3 0 0.51 - —Joint Locations - -_=---- —a - -1) 0--20 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 CONNECTION PER SCHEDULE: support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6r .00 3-1-2 5-1-8 4 3 219# 8.00" 110# 2.50" �a 1.1-9 5-1-8 61#450" (R1-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING! READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bra -mg 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 o(TPfi. (Truss Plate Institute, TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin. 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: WO: CHEK3 Dwg: Truss ID: Z 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 V:09.05-02- 7899- 6( vesrgn: rearm nnaysu !UU YAIH: (,:1it-WKVUSSICHEK3 HCS• 08.20.02 - ' - C I JB- CHESAPEAKE K 3 AC: -J# UPLIFT D.L. WO: CHEK3 - WE: TI: Z1 ®TY:4 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 furnishedto the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ctBe project and accepts no responsibility or exercises no control with regard to faMfce- tion. handlin& shipment and installation of trusses. This truss has been designed as an individual building component In accordance wnt ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer Registered architect or professional englneed. When reviewed for approval by the building designra, the design loadings shown most be checkedto be sure that the data shown arc In agreement with the local budding codes. kcal climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy beds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Intension are not fully braced laterally by a properly applied rod ceding, they should be braced at a maximum spacing of 101-0' o.e_ Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40. unless otherwise shown. -ju114140iL•I71TO 1*7 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 veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Prates shall not be installedover knotholes.. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wife x 8' long. Skis lhoksl ram parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are rtdnlmum. sizes based on the forces shown andmay need to be Increased for certain hand. ling andlor erection stresses. This truss is net 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 bra" and erection recommendations are to be followed In accordance with 'Handling Installing Q Bracing. HID-91. Trusses are to be handledwtth particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pus - lion and (or restating lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always requind. Normat precautionary action for trusses requires such temporary bracing during Installation between trusses to avowtoppling and donaInotnt The supervision of erection of russes tshad be under the control of persons experfenced in the Installation of trusses. Professlonal advice stall 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 Wises until after all fastening and bracing is completed. 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--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION 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 ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, I- 1.00, Eip.Cat. B, Kzt- 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 _ --.Joint Locations=====_______:__ ===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 HOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 6.00 2-1-2 3-1-8 4 3 154# 8.00" 67# 2.50" 1-1-9 y 3-1-8 37# 2 0" r (R1-1-7) CIL: 3.04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: CONTRACTOR. gnr' TI,Y Chi. 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing portal bracing or smular bracing which is a par of the budding design and which must be considered by the budding 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. Additional arinlateral bracing at ends � �pMike locations determined by the budding designer. y required. (Sec HIH-9l olTPd. BC Dead 10.0 psf LICENSE #0050068 (muss Plate Institute, TPI. is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. 10% VANNFSSA DROVIEDO.FL32766 TOTAL 33.0 psf 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 uesign: Mainz Analysis JOB PATH: C.'17U-10KU0BSICHEK3 HCS: 0910.02 DESIGN INFORMATION This design is for an. Individual building component and has been based on information provided by the client. The designer disclaimsany responsibility for damages as a result of faulty m Incorrect information, specifications and/or design furnished to the truss designer by the client and the correctness m accuracy of this information as it may relate to a spe- cok project and accepts no responsibility or exercises no control with regard to fabrics- Mo. handling. shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI I-I9% and NDS-97 to be incorporated as part of the building design by a Budding Designer registered arddlect or protessbnal engineer). When revbwed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are I agreement with the local building codes, Waal climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designedfor storage or occupancy bads. The desigri assumes compression chords (top m 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 maxi mrmn spacing of 19-0- O.c. Connector plates shaft be manufactured (9 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 verity that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- deatlon. Any discrepancies are to be put In wrftirrg before cutting or fabrfcatlon. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fhU ng wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with nads fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shaft meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sifts based on the forces shown and may need to be increased for certain hand - king and/or erection stresses. This thus is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed In accordance with -Handling InstaWng tit Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- itron and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing Is always required. Normal precautionary action for tnissm RQUUGS such tem1pomry bracing during Installation between trusses to avoid toppling and dominoing The supervision of erection of trusses stead 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 loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to busses until after all fastening and bracing is completed.. JB: CHESAPEAKE- K <,' AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 iEDGES- 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: CHEK i ' WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction iRndLod per ASCB 7-98, C&C, V- 125mph, B- 15.0 ft, I= 1.00, Exp-Cat. B, Kxt- 1.0 Bld Type. 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... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: L2 ATY:4 = =--Joint Locations =zz-==-=--_ -z 1) =s0-=2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 , ----MAX. REACTIONS PER BEARING LCICATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT R-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. - Support 1 165# Support 2 65# Support 3 7# 1-1-8 L Ilk1 2 6 0000 k__ a 3 89A 8.00" 25# 2.50" 13# 2. " CIL. 114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. L[CFNSE #0050068 1005 VANNESSA DR.0V1ED0.FL32766 WAKNIN41 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 buiding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding des(gxr. Additional bracing of the overall structure may be required. (see HIB-91 of M). n'russ Plate Institute. TPi, is located. at 583 D'Onotto Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 - Eng. Job: W Dwg: Truss ID: Z2 Dsgnr: TLY Chet: 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: TPL Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 79D 1- 6: ucsnxn.- coons a ysa aUB ruin: C:11Pb4,1KLf0H51CHEK3 HCS: 06.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the thus deawg by the client and the correctness or accuracy of this information as it may relate to a spe- chlc project and accepts no responsibility or exercises no control with regard to fabrics- tion, handling. shipment and instahatlon of trusses. This truss has been designed as an individual budding component in accords— with ANSIfM 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect - professional engineed. When reviewed for approval by the budding designer. the design leadlnp shown must be checkedto be sure that the data shown are to ageernent with the local budding codes, local climatic records for wind or snow loads. project speriliratim- or special applied loads. Unless shown. trues hasnot been designed for storage m occupancy loads. The design assumes compression chords (top or bottom) are continu- msly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a properly applied rigid ceding. they should be braced at a maximumspacing of Icr-T O.C. Connector plates shah be manufactured (roan 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shah review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shah not be installed over knotholes. knots or distorted. grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tress with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is S- wide x 4' long. A 6x8 plate is 6- wide x 8- king. Sleds (holes) run parallel to the plate length specified.. Double cuts on web members shalt meet at the centmfd of the webs unless otherwise shown Connector plate sizes are minimumsues based on the forces shown and may creed. 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 trifornation on Quality Control refer to ANSI/TPf 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing h Bracing. 1-1I8-91. Tresses are to be handled with partle dar care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and ptumb pos- itionand for resisting lateral forces shall be destgred and installed by others. Careful hand- ling is essential and erection bracing b always required. Normalprecautionary action for trusses requires such temporary bracing dultng installation between trusses to avoid toppling and daWootr4 The supervision of erection of tresses shall be under the control of person experienced in the Installationof trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design leads shah not be applied to trusses at any time. No bads other than the weight of the cuectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESr%rEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WBDGFS: 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 DEFLEMON: L/999 L=-0.02" D. 0.00" T.-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LAAD DEFLECTION: T. 0.00" RMB . 1.15 2-5-15 I wu: CHEK3 WE: Analysis based on Simplified Analog Model. MOLTIPLE 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 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125m1ph, H. 15.0 ft, I. 1.00, Exp.Cat. B, &zt= 1.0 Bld Types, Part L- 58.0 ft W= 3.3 ft 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 TI: Z3 ATY:3 _ _ ===joint Locations ............ ... `1_ )==0==2a 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION -----e 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 CONNECTION PER SCALE: Support 1 330# Support 2 190# Support 3 55# 3-4-0 Ilk 1 2 6 0000 2-2-6 3-4-0 F I 4 161# 3.50" 72# 2.50" f(e 1-1-9 pie 3-4-0 63# 2 50" C/L: 3-2-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Over 3 Supports Maronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050ir68 1005 VANNLWA DR.OVIEDO.F 327— WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additlorai bracing of the overall structure may be required. (See HIB-91 of TPI). (miss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Erg. Job: WO: CH'EK3 Dwg: Truss ID: Z3 Dsgnr: TLY Chk: Date: 10-09-02 - TC Live 16.0 psf Durfae - 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 Cods Desc: FLA TOTAL 33.0 psf V:09.05.02- 7902- 61 r.ehrgr "rearm —yi. JUa rnfn: c:IICI:-AJKVUf%N(;HPK! HCS: 08.20.02 Z: 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 Information: specifications and/- designs fumtshedto the buss designer by the client and the correctness ar accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regmd to fabrira- lion. handling shipment and hrstallatlon of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-19%and NDS-974o be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineed. When reviewed for approval by the budding designer, the design IOadittgs shown must be checked to be sure that the data shawn. are in agreement wtth the local building codes, local climatic records for wind or snow loads. Project specgluations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords 1. tension are not fully braced laterally by a Property applied rigid ceding, they should be braced at a maximum spacing of I01-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this!drawing is in mxaformarnoe with the fabricator's plans and to maltze a continuing responsibility for such ven- fication. 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 beaming. Con- nector plates shall be located on bothfaces of the truss with nags fully Imbebded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. 1A 6xS plate is 6' wide x 8' tong. Slots (holes) Wit parallel to the plate length specified. Double cuts on web members shag meet at the cenitmfd of the webs unless otherwise shown. Contactor plate sizes are ndnnirmm sizes used on the form shown and may need to be increased for m1tam hand- ling and/or erection stresses. This truss is not to be fab kated with Iire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY; NOTES Au bracing and erection, recommendations are to be followed in accordance with-Hanndkng Installing h Bracing". MB-91. ; Trusses are to be handled with particular rare during banding and bundling, delivery and Wtallation to avoid damage. Temporary and permanent for holding trusses in a straight and plumb bracing - Itlon and for misting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection biacmg is always requited. Normal Precautionary action for trusses revires such temporary bracing during Installation between trusses to avoid toppling and domhnoing.. The supervision of erection of trusses stag be under the control of persons experienced in the 1,t-n.,.0 n,4 busses. Professional advice shall be sought if needed. Commtratlan of construction loads greater than the design loads shag not be applied to trusses at any time. No loads utber than 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 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 Le, 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 Sialplified 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 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, 8xp,Cat. B, Xzt- 1.0 Bld Type- Part L- 58.0 ft W= 1.1 £t 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- 2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 • ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 HOT PIN 1- 0- 4 21 0 -16 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# 2, 6 0000 1-1-8 4 3 89# 3.50" 259 2.50" 1-1-9 1 1-1-8 21# 2. rr �® (R1-1-7) CIL. i 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEW Fr_'f Detirn: Matrix Ardwsa WAKNINGi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownonthis drawing is not erectionbracing, wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the building desigrner. Bra shown is for lateral support of truss members only to reduce buckling length_ Provisions must be ll made to anchor lateral bracing at eats and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. rr"as Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: CHEK3— Dwg: Truss ID: Z4 Dsgur: TLY Chk: Date: 10-09-02 IDurFac TC lave 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf - 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:09.05.02- 7903- & HCS: 09.20.02