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HomeMy WebLinkAbout110 Crown Colony Way 03-1431 COty PERMIT ADDRESS ��(.� � t. ` c� ��(�,- ��'^ � . SUBDIVISION Cn CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER (:I / ADDRESS PHONE NUMBER PERMIT # C� — L1 DATE ._ L PERMIT DESCRIPTION ��l GV PERMIT VALUATION_ SQUARE FOOTAGE J r) (� J ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR, PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE CERTIFICATE OF OCCUPANCY / COMPLETION Drainage Maintenanc Bond This is to certify that the building located at 110 CROWN COLONY WAY for which permit 03-00001431 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Building i is prio the issuance of said building permit, to wit as r complies with all the building, plumbing, electr'ca zo i g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes DATE APPROVAL DATE BUILDING: FIRE: Finaled Inspected ZONING: \ Inspected \ UTILITIES: Water Lines Inbj Meter Set Reclaimed Water ENGINEERING: e PUBLIC WORKS: Street Name Signs I�d�d3 Storm Sewer Street Work Sewer Lines In Sewer Tap Street Paved Street Lights Driveway WWWQ DA Tn DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 4/03/03 01-APPLCTN FEE -BUILDING 4/03/03 01-APPLCTN FEE -MECHANIC 4/03/03 01-APPLCTN FEE -PLUMBING 4/03/03 02-ENGNG DEVLPMT FEES 4/03/03 01-FIRE IMPACT - RESIDENT 4/03/03 01-LI13RARY IMPACT FEE 4/03/03 01-OPEN SPACE 4/03/03 AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 LZE APPROVAL PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 110 CROWN COLONY WAY for which permit 03-00001431 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 OWNER BUILDI G CIAL / E CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: w� PERMIT #: ADDRESS: CONTRACTOR: PHONE #: y()1- y`1 J -Q\� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. gineering Public Works ❑Utilities ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION �00ed q �- **** SINGLE FAMILY RESIDENCE**** DATE: VCR-\C-)--C3 PERMIT #: ADDRESS: \W CONTRACTOR: PHONE #: yCj1- Ln J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. !Engineering OFire i? Io Public Works /791� UZoning 1n ❑Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) L" CERTIFCATE OF OCCUPANCY 0 1 REQUEST FOR FINAL, INSPECT104 i 1 I t **** SINGLE FAMILY RESIDENCE"" 1 DATE: W E PERMIT #: C)3~C o c °D t ADDRESS: >,' 924 U U Ca 0 Cr CONTRACTOR: (z—rn n �,` _ LA. a PHONE #: L\0-) The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering Public Works I Itie CONDITIONS: (TO BF w. El Fire ❑Zoning In l ❑Licensing P�- ONLY IF APPROVAL IS CONDITIONAL) cuuw|r ur uLn�mu1 L. IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75408 DATE: BUILDING P[RMIT NUMBER: _ (CITY) COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE Ji}RISDICT�ON�~�� CITY_[X� SEC: TWP RN8 ' PARCEL:- --- ---'- S\)BDIVISION: /?//���l TRACT: ____________________ PLAT BOOK: /^/ PiAT-BOOK F��E: BLOCK: �'OT: 't�--+� ----' ----' OWNER ADDRESS: APPLICANT NAME: ����/�4/ III l/__'-------_-----------------_-_-_/--_-------_--_-------- ADDRESS: L.A!,ID CATEGORY: CATEEORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _-.'----------_----_-----_----_-----------_-_---_---_--_----~---_---------_------ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOT�L DUE TYrE DIST SCHEDULE DESC. UNIT OF UNITS | -----------------------------------------------------^------------------------- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIDRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHO0-S CO -WIDE O STATEMENT RECEIVED BY:PRINT NAME) dwl unit $1,384.00 1 $ 1,304.00 /| AMOUNT DUE $ 2,285.00 SIGNATURE ... ... ... .... NOTE TO RECEIVING SIGNATORY/APPLICANTx FAILURE TO NOTIFY OWNER AHD ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUI4DIN8 PERMIT. P[RSOI'll S ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULIS GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICEs.' 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVEHUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** e Zr CITY OF SANFORD PERMIT APPLICATION -- 1 Permit NO.:C) 2— i\-1 _-L \ Date: 03/21/03 Job Address: 110 CROWN COLONY WAY Lot: 5 Parcel No.: 33-19-30-5QS-0000-0050 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 83 188.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,288 Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT, I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. � ,,i k.. 03/21/03 03/21/03 Signature of wrier/Agent Date Signature of ontractor/Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name RUSSELL KEITH SUMMERS Print Contractor/Agent's Name I" �, ) 03/21/03 C, 03/21/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date OF rjo DEBBIE TIME F r�o l)EBBIE TIME 'C NOTARY o MY Comm EV- 3l5/05 ,� NOTARY v MY (oE 2/5/05 a Pue+LiC No. CC 999378 �ue��e No. CC 999378 Personify Known I I Other I.D. Peno w y Kna++n 1100. I.O. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY: / Z,,, ---- Date: 03/21/03 Special Conditions: ct oN4 U 9 � s CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ------------- Date: __KAR _j _2003_____ The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Residential: __� Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ---------- - --------------- pplic s Signature 0001663 ------------------------------------ State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: MAR 21 2003 The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida 110 Crown Colon Wa trot: 5 Address of Job:-------------------�Panel: 4 -�----------------------- Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential Amount INature of By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: --_--------- Date: MAR 2 1 2W3 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ____ 110__Crow 1 Colony Wdy__-_----- Lot: 5- Panel: _4 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 nature CFC057039 State License Number $ftalloNMN1101NOR ROwow BBw»soaon$M r NWNK MM9 CLERK OF CIRCUIT COURT NNINU COUNTY SK 0471S PG 1388 CLERK'S * 2003032000 REt3)RDED W/$1/M Welk 7 PN RECORDING FEEB 6,N RECOIOIED BY L NeKinloy NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0050 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 05 110 Crown Colony Way: Subdivision CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest In Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 1101 North Keller Road Suite F Orlando FL 3FIE0 COPY (Name and address) MARYANISIL MORSE SURETY (Bonding Company) CLERK OF ClRculr COURT Name and Address Amount of Bond LENDER 2001 Name and address Bank of America. NA, 750 S. Orlando Ave., #102, Winter Park, FL 3Z7 9 1 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kempf Title. 200 W.1'I St., Sanford, FL 32771 Fax: 407.330-5062, Phone: (407) 322-9404 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 specMed.) 1� RUSSELL UMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 4ut' day of .2003. Notary Public F rIo DEBBIE TIME ARY o My C—M Ev. ?/sus PUBLIC > No. CC 999378 PLOT PLAN for: MARON' HOME5. INC. DESCRIPPON: LOT 5, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G 1 PAGE(S) 7G thru 78 PUBLIC RECORDS OF2EMINOLE CITY FLORIDA vp LOT 35 NEW LOT 8 � NOO°06' 19"W 60.98' PLAT BOOK 11, AE 67 rLL N a 0' 5' 10' 20' GRAM11C SCALE C1 Ra 200.00' A-05° I G'03" ARC-18.36 CH. —18.38' CH.BRG.- N31 030'21 %V BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7,5• SIDE STREET: 20' BUILDING LINE: 60' LOT 7 tV co ui C!1 LU F� 90/ Z LOT 5 CONTAINS 9.494 SQUARE FEET/0.218 ACRES +/- FLOOD CERl7nCA710N BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WTHIN THE 100 YEAR FLOW HAZARD AREA. THIS STRUCTURE LIES IN ZONE " X ". LOT 6 COMMUNITY PANEL Na 120289 0045 E EFFECTIVE DATE: APRIL 17, 1995. MAP REVISION DATE: (SUBJECT TO CHANGE) F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. NOTES: 1, BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 5 BEING N89'S3.41'E. Z ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT, -1 BUILDING TIES ARE TO FOUNDATION. 4, PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. �20,D,E. I I I I I I I Zs I .2 O67 EIE PATIO Jam; 10.00' 40.Oa I �I I MODIFIED W I MODEL: b I ARLINGTON "K" %4 b (4-2) BLOCK `I O FINI5HED FLOOR O ELEVATION -46.16 0 DRAINAGE TYPE: "A " WITH 2' GARAGE EXTEN5ION I I I �)yh LOT 4 10.9C' i ►e s CONCRETE m DRIVE ARc G. �Zcs FLOOR S _ ATION cr MUSTANOVr CROWN SENT ROAD UNLESS GRN� THERWISE APPROVED CE P.T. ABBREVIATIONS/LEGEND: O,-NUMBER P,T,-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT -RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT H.-CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,GG-POINT OF COMPOUND CURVATURE U.E,-U71UTY EASEMENT RC -ARC LENGTH L.B.-LICENSED BUSINESS CHBRG.- ORD BEARING S.&U C -SIDEWALK 8: UTILITY EASEMENT D.U.dSE.-DRAINAGE, UTILITY rk CENTERLINE AJC-AIR CON017fONER PAD aDELTA CCEN7RAi ANGLE) D.&UX.-DRAINAGE & UTIUTY EASEMENT SIDEWALK EASEMENT e7'A TONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED FDA �" �° RAISED R A__: / • REVISION DATE LAND SURVEYORS AND MAPPERS 70 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No, (407) 339-3636 DOMINICK F, CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L,B,5073 PLOT PLAN ?-7-200J LVF Oy ryUL CADO FILE: CROWNCOLIOWC W.0.2003-1513 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. CITY OF 'SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 3. Subdivision: CROWN COLONY Property Address: 110 CROWN COLONY WAY I$] 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. © d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. a 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. a h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. M 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A 0 6. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, Mardi 21, 2003 SIGNATURE: (By Owner or Authorized Agent) ALaronda Homes ====j AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-911 S LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY p CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 5 110 Crown Colony Way. RUSSELL SUMMERS, 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. ek"Iy DEBBIE TIME My Comm Exp. P15/05 No. CC 999378 Known I I OBwr I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc 4 AYONE LNG'.. LLAW AND SCJRVEYORS 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORfOA 32750-5499 TELEPHONE: (407) e30-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 110 Crown Colony Way Legal Description: Lot 5, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 5 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Lavone Florida Surveyor & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9/12/2003 W.O. # 2003-12553 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Imo ftt Read the instructions on 10 m I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance CarWV 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 110 Crown Colonv Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta) Lot 5 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): ( ##' - ##' - ##.##" or ##.###W) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ O#W. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1 120294 SEM4OLE FL 84. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER 65. SUFFIX B6. FIRM INDEX DATE EFFECTIVEfREVISED DATE 138. FLOOD ZONE(S) (Zone AO, use depth d tto kV) 12117C OD45 E 417195 11117195 X 1310. Indicate the source of the Base Foal Elevation (BFE) data or vase Hood depth entered in B9. El FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 139: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the buil ino located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the buiding for which this certfcate is being completed - see pages 6 and 7, If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a+ below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Stow 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 ConversiontComments WA Elevation reference mark used WA Does the elevation reference mark used appear on FIRM? ❑ Yes ❑ No X a) Top of bottom floor (inducing basement or enclosure) o b) Top of next higher floor _. -A(m) `" o c) Bottom of lowest horizontal structural member (V zones only) _. _Nun) ]a o d) Attached garage (top of slab) _. J(m) E g o e) Lowest elevation of machinery andlor equipment u, servicing the building (Describe in a Comments area) _. ft.(m) 2) X f) Lowest adacent (finished) grade (LAG) Z ti o g) Highest adacent (finished) grade (HAG) _. _ft.(m) o h) No, of permanent openings (food vents) within 1 ft. above adaoent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER COMPANY NAME CITY STATE 7JP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spares, copy tlhe coneeponding ftirrnadon from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Indud'rg Apt, Unit Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Poky Number CITY STATE ZIP CODE I Company SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner. COMMENTS here d attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHCWT BFE) For Zone AO and Zone A (without BFE), complete tems E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El . Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph,) E2. The top of the bottorn floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 4 the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjaont grade. Complete items C3.h and C3.i on front of forth. E4. The top of the platform of machinery andkx equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 9 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 tloodplain 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 FEMAassued or corrvrunity- 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 OWNERS OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONOA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH IELLER ROAD, SUITE F ORLANDO FL 32810 SIGNATURE -1e DATE . TELEPHONE Check here if attachments SECTION G - COMMUNITY INFORMATIONN(OK04AL) The local official who is authorized by law or ordinance to administer the oommunitys I loodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) 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 oertffy elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMAAssued 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 -built 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 COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLOT PLAN for. DESCRIP71ON: RE40RDED IN PLAT 1 N Q 0' 5' 10' 20' GRAMC SCALE MARON I10ME5. INC. LOT 5, CROWN COLONY SUBDIVISION �20' D.E. -0�� — — — — — — — — — — I F�9 I I I I A�ss corCItErE rAno �; it . C 1 10.00' R=200.00' LOT 7 I 40.00' A=05° i G'03" c\l ARC-18.39' I CM. =18.38' tn �I '" MODIFIED N31 °30'2 1 %V ( MODEL: OP LU b I ARLINGTON 41 b (4-2) BLOCK BUILDING SETBACKS P '- 0 FIN15HED FLOOR FRONT: 25' REAR: 20' f,*3 01 s 00 ELEVATION =46.1 G. DRAINAGE TYPE: 'ASIDE. Z51 2 WITH 2' GARAGE EXTEN5ION SIDE STREET. 20' I BUILDING LINE: 60' Z LOT 5 CONTAINS I 9.494 SQUARE FEET/0.218 ACRES FLOOD CER17nCA71ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE F `1JJ I S' �1 RATE MAP, THE STRUCTURE SHORN HEREON DOES NOT LIE VATHIN 10 yy 1C I O 00' THE 100 YEAR FLOOD HAZARD AREA THIS STRUCTURE UES IN ZONE - x •. LOT 6 I .- COMMUNITY PANEL NO. 120289 0045 E CONCKETE DRIVE N� EFFECTIVE DATE: APRIL 17. 1991 MAP REWSION DATE: (SUBJECT TO CHANGE) I I / F.H.A. PLOT PLAN / P - OEN07ES PROPOSED ELEVATION I PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS cor NOTES: I : 1. BEARINGS ARE BASED ON THE NORTHERLY `civ LINE OF LOT 5 BEING N893J'41'E. I ' �qe W in Z LOT 4 O IV fv T� r 2. ELEVATIONS AND LOT DRAINAGE TYPE SHORN • HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN IN THE D. ONLY. LOT HAS NOT BEEN STAKED 2e c D �r �\•� THIS IS NOT A SURVEY. RaOO'�7Ci �LOOR BATION ARCg G•� `'� ` MUST 1 14 VE CROWN $ �H ENT ROAD UNLESS RAN .OTHERWISE APPROVED -----e------- --G -�-- ABBREVIATIONS/LEGEND.- CL F.T. =CRCT" P.T.-POINT OF TANGENCY CONC-CONCRETE WE- WALL EASEMENT F.E.-FENCE EASEMENT PA—POWT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.—POINT OF REVERSE CURVATURE O.E.-ORAINAGE EASEMENT P.G—POINT OF CURVATURE O.R—OFFICIAL RECORDS PGG—POINT OF COMPOUND CURVATURE U.E.—UTILITY EASEMENT L.B.—LICENSED BUSINESS CH.BRG— ORD BEARING Sd11.E.—SIDEWALK UTILITY EASEMENT D.U�SE—DRAiNACE,UTILITY A/C —AIR CONOITIONER PAD ,&DELTA CCENTRAL ANGLE) D.#U.E.—DRAWAGE rk UTILITY EASEMENT SIDEWALK EASEMENT A VONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED "FL THE SIGNATURE AND RAISED SEAL OF A FLORIOA LICENSED SURVEYOR ANO MAPPER • REVISION DATE LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH/ LONGWOOOD. FLORIDA 32750-5499 TELEPHONE (407) BJO-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 2-7-2003 LUI Dy NtIL CADO FILE: CRORNCOL5.DWG W.0.2003-1513 Maronda Systems • 0 r Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC00501 5 110 CROWN COLONY WAY ORLN-CRC ARLK4 LEFT ARLINGTON K 3 & 4 +2'-0" a0 GARAGE ADD 1- TRUSS "P1" 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 loadma is in arrnrrianrp with ncr`F 7_oA Thncn •...��e� .,.,, a,..,:...._-,:__ __ ___.___� .___.._..__ Truss ID Run Date Drawing Reviewed - ----- Truss ID - ---- Run Date Drawing Reviewed •.v.v��rY IJYIIM 111 No. of Eng. Dwgs: 44 Layout 10-7-02 0 10-4-02 Roof Loads - VT 4-11-01 01 10-4-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 10-4-02 A 10-4-02 P 10-4-02 B 10-4-02 P1 10-4-02 C 10-4-02 Q 10-4-02 Total 3.10 psf C 1 10-4-02 R 10-4-02 D 10-4-02 R1 10-4-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 10-4-02 S 10-4-02 E 10-4-02 S1 10-4-02 Ell 10-4-02 T 10-4-02 F 10-4-02 U 10-4-02 F1 10-4-02 V 10-4-02 G 10-4-02 W 10-4-02 G 1 10-4-02 X 10-4-02 H 10-4-02 X 1 10-4-02 I 10-4-02 Y 10-4-02 J 10-4-02 Z 10-4-02 K 10-4-02 Z1 10-4-02 L 10-4-02 L 1 10-4-02 L2 10-4-02 M 10-4-02 N 10-4-02 N 1 10-4-02 INV # DESC NTY DATE: FEB 2 8 2003 18331 EHUH26 2 18330 EHUH28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 130 40-0 rj !N Ni Ix 1, X I X X 1� A X 4X> IX IX ]X .11 Ix U x I; IFX 11 >1 I>-, 1 i!-< r, 1 11 I I� IS I i ! (i i �' i j JUA6 HAJfERS I ��� I� T s k L I /A - 4 PLY .==2 .8KH26 HANGERS -1k (2)SKH26 HANGERS F, VOLUME CEILING 12 4 DI VOWCEILING --1 E cl > 16 ODD SPACE ODD SPACE 1> ODD SPA ODD SPACE MtAL 12N I PLANT - VT51AI E I 1 VT52A' EtU-2 D11 A � HUH26ANGER Cl - 2PVLY 10, PLANT SHELF 19-0 -21 L V IQ 6 CEILING L K' _P�DQ SPACE !o ODD SPACE PLY A M 0, 0.— 12 6 '6 12 P, m D Z.4 NAKER aDD S�AC =+. - - - VOLUME iNl 1 P, "j, 0 1:14 N-SCISSOR GAB P - GABLE 194 14-8 - M FEB 2 8 2003 JOB NUMBER: ARLIK +2'-0 0 GARAGE DRAWN �y I DATE: 10.7-02 CUSTOMER: REVERSED g�-go, ad" as m3m I _Pl_TCH _kl 2 & 4/12 LOH:l'-0 & V-6" JOB NAME: ARLINGTON K 3 & 4 BDRIA BEARING: 8" LOAD:330 P% 0 60° 60° or less or 18ss Approximately Approximately Tag '/a truss length 1/2 truss length Line Truss spans less than 30'. LHi1! the ' Spreader Bar attat sling Toe In Toe In I etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to So ill d? i � � r" y 'i' i"7 .�q++C+°"•-_) 1,� m�+.^�'."�R'P''^'�,:"4 a'i"'HtT' �-r.r'� � Tag Line Strongback/ SpreaderBar Typical horizontal tle member with Multiple stakes (H-T) prues o1 bra, oup of trusse (EB) Frame 2 n If a- Over 28' - 42' 3, Over 42' - 60' 3, aver 60' Sl F- Douglas Fir -larch F- Hem -Fir ;ontinuous Top Chord _ateral Brace ,equired 7-� 10' or Greater I 4ttach ment *uirsd SP - Southern Pine SPF - Spruce -Pine -Fir Mw RE .��+i f, gg�r 't9 t „?3C:Z. .�a ,i_te,? Mp� �` ��'�"`�"ff PJ�rp,•n Frame 3 "SCISSORS -TRUSS MU;1 ,•:, of x: ra } n..•, Cr 112k MU '6 tMW '110 , P 'CB W PA SPACING F/UF"C."l Sp :SPF, HF,�- tip to e-,+ 17 12 Over 24'- 424 3/12 0 10 jengineer M:SP;,,HF;*i,, 6 Over 42'- 541 r 4 Over 54' See a registered professional Ut- - Uouglas 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 togethernnd cause collapse Ifthers lanodlego. nalbraoing. Diagonal bracing should be nailed to the underside of the top chord when purlins, are attached to the topside of the top chord. MONO TRUSS` PLUMS Truss Depth D(in) Lesser of D/50 or 211 aximum Plumb isplaoement Line 12" 1 /4" 1 4' 71 36" 3 4"' 31 48" 1 4' 1 601, 1-1 /4" S' 72' 1-1/2" 6' 84" 1-3 4" 7' 961, 81 1081, 2' tT, OLE i T ±1/411 L(In) L in 21, 50" 1/4" 4,2' 100" 1/2" e, 150" 3/4" .12. S' 12 3 or greeter s' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Gre Attachme Required Length L(In) BOW Lesser of L/200 or 211 L(In) Lesser of L/200 or 2" On M, 200" 1" 16.7' 250" 1-1/4" 20JF 300" 1-1/2" 25.0' DESIGN INFORMATION This design is for an lodhfdnal hulWtng eamponeot Aad has ban bored on Lafoematlon provtded by tb. et/ent.. The design- dtsciw— .-Y tespousibWtir for damages as a result of ta'd er 1---t tod—tiun; P-M-U... aodlor designs 6"ndshed to Ure Muss designer by the client and the eorreeieess er aasuacy of this tafmmattnn As it may elate to a ape ealc ptojed and aaept. no—p.—lb{bW or crarises no enob01 with regard 1. fabrba- oota ]amra>& atapment and U.0lUbm, or fius5m- This tflw has been designed Bs an IodrMd-d bu0d a g: comp—L in aazaM. w.th ANSI.I'M I-I9fx5 and NDS97 fa be bnmrpmAle, as part of the bmldiog design by a Building Designer iteglstered architect or prafeasional tsrgneol. When revlewed for appo—at by the inning designer. the dedgo lnaelhrgy st." must be cl-eked. to be slue that the data shown are In age—1 su th the Ingi building codes. leui elk —tie tumid. fin wfiw oraoow leoda. Soled apedflolloms a spedat applied Inds. Unless sh-mm, ttua has not been designed in, strange or oea.PAucy loads_ The design assnmea °ampresaion d—ds R°p err bottom) am Cow. - cooly braced by sheathing unless tb_,,.c aPf"O'L TVhere bottomi hnnd. to toast.. are not rilk booed lateragy by a ta°perly apptied rlgW «0fi'M they ebmdd b. tuaes:d at a raasmmmn apaebg .1 l0'-O' o.- Co. esdor - phte aball be manufactured from 20 gang. hot dipped pl-mb d -led meeting AMM. A 653. Grade 40. ®seas othc_A_ show.,_ FABRICATION NOTES ME. to fabrimUon, the fabdr for shag review. ME. dtawrng to —IfY that U.b dsa-tug a to mnf ten.-- adth lbe fabrteatot'a Pinny and to e blle. a eeartinufng responsfb0ay for a.ch veri- 0ealio- Any 41s-epamjes are to be P'd m vnHtng before adnog or faMloti... PIAL- -ball not he tmtAlied wee knotholes, (mots a distorted graft. Members ab.0 be cut for Nw Olttng wind to now beating. Con- neaor plates aeon be located on both faces of the Iruaa -uh Halls fully Imbedded and shag be sym. about the joint unless other he shown. A Sx4 Plat. is5- add. x 4- [on, A 6.8 plat. 1,6- -ido a 8' long. Sinus Iboiesl run paranet to the plate length spalOed. Double cots no web members shall meet at the cent-9 adthc web, utbess oils..-tre ahomn. Cormectnr plate alv:a lie mtnmmmn shcs based on the rotas alloam and may tad m he b'----d 1-ee tam tww- Oog andl.r aeclaon an:soes. Thls truss ls not to be faheteabed with the retardant betel lumber rr.less othewlse rho-r>. Fat addnl..A xnfmmalan w gualdy emnbei tiler to ANSI/TP1 1-I995 PRECAUTIONARY MOTES All brAdog and a --- nnmmmendaunoa are to be fon"'4 m a-ith'tiandOng InstafUtg BrA-b-C. 111"t. T,-- are to be handleel with puticdAr cane during bnnding and buLldUng, del( cry sod InslansHon !o avail da®g- Tempotary and pe,maueed bracing for hok heg trum 6. a sn-alght and piamb pear Ohn and for—Lsetng 4tera1 farces shall be 4eslg°ed aid 1n+taued by oth-r Careful band- 6ng )s --LW aril aedbp btartBg Is always Mqui ed. Naranl laemuLlamur scan for u fzmsi A11— bet netm ttrnss to .-let toppling bud domioobng- The aupeavisum m a1 er.`m of hit:ses oboes 1.c Hader the eonnni. o/ persons apertwre,d in it. le st.Unts— of trtpsea_ Prrdessbna) adW—shall be sought if needed. .oneentrall°a or ennstmetlon Imds greater ban the design toads star -A be applied to ausscs at soy tan- No loads el b— than Lb. - -Vr of U- erects sbaO be. Applied to A"" until I er All fastenh-g and b,..-A g s rnmplctet MONO VAI I FY VALLEY THUS: COMMON VALLEY VALLEY TRUSSES (TYP.I MARONDA SYSTEMS 'IIPPORTIHG TRUSSES N R jI iTYP.I VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES ITYP.) COMMON OR GIRDER COMMO"TRUSSES (P.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET WO: VALLEY SET IF LESS THEN 3-0-0 THEH MOVE DIAGONAL WEB TO NEXT PANEL. TI: VT Ctl I (ll WHEN DIGGONAL WEB PRESENT USE 4X$ PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE ZX4 PLATE 214 / 2x4 OR 416 5X6 OR 316 VALLEY MEMBERS AT DIAGONAL WEBS t 1 3x6 4x6 T 416 24 - O.C. (TYP) REQUIRED WITH SPANS 2x4 OR GREATER THEN 28-0.0 316 2x4 214 214 ]x8 0-G-4 2x4 2X4 VARIES 11 UP TOT 3x6 214 234 2x4 2x4 4110 214 9x6 2x4 2x4 316 $fi °R t 4x6 3x6 Oft oa t 416 2x4 MAX. 6-0-0 O.0 (TYP) ,f 2t4 �. MAX. TRIISS SPACING MAX. 6-0-0 O.C. ITYP) BELOW . 48 • O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT RE0111RED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB: NAILED TO FACE (S) OF WEB WITH I Od NAILS STAGGERED 8a O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt L'XCT;PT AS SHOWN PLATES.ARE TLZO GA TESTED PER ANSIfITI 1-1995 Cont. Support Maronda Systems 4005 MARONDA WAY SANFORD, FL 32-171 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 ]ego ORF.: NRRnr.x — enncnn e.... -- YYKIfIVIIYCi READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. i BRACING WARNING: 13radug shown not this drawmg is not etedion bmeh.g. wind beadog. Pm-W bmdng. simflar bracf°g whfich is a part of the building dcalgn and wbidn must be ennsidered by the building designer. Bractrig shown Is for lateral support of truss members oily to reduce buckling kueh. pn-Lslons most be umde to anchor 6tea1 btadug at ends and speela d t.ratboa deterodued by the building designer. Additional bracing of the weral structure may be required. (Sce HB-91 a TPIL Muss plate Institute- 1PL ls boated at 583 D'Onefrta DrtM MedBou. I%most- i97I ri1 Studs @ 6-0-0 ox. Lr,-rag. Job: Dwg: Dsg-: 'I'LI C11k: TC Live 16.0 FSf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 PSI` Truss ID: VT Dafe: 4-11-01 DurFac - Lbr. 1-25 DurFac - Pft: 1.25 O.C. Spacing: 24.0'r Design Crferia: TPI mnpe..cnt,u.d loner tam+. based on aaem,a.Uaa Ff-fded bl Um eke t The Ie Ir, dlsdl bns V„y r=Pr fblaty for danns_a ua a result al. aakf or kKomd btramtauart spedlkouolu r,d/or dcs/gna 1--1.1d t. U,e troll desrgner r the ctknt and Ule MTeelne'S ur ac=ney .t u,b w..w,.ir... v n near . 1.r t.. ago— . kPlolcct and aaePts no tespons..,lllklc or c Lee na mrlroi will, rcga,d to (a6rty- bn_ IundYbr);. shllu„cnl and IrutallaUon of deta..ed as an Wf4dml bukdb,g—p.ncnl In am,rdance .0 LSIlrTI 1.1995 and N05-97 t. be ¢a Inert of the bullding d-ip ly, Uuudtng P"IfMr Iregfslcrcd w fd ,cede p,ar—k 1 i.np„cerj. When rc.fewcd ror .Ppmral by the b,g dealg.cr, the da,gn Nad,ng. 'barn rr out be. drr.�hed 1. be Gore: tint U.. dala s1�m ire In.grcemcnt wkh the 1 a1 b.Wing codes. ' 1 elrmatle records (.r wlnd er snaw (ends. �a Jcet spceipotlar.s or spcclwt.pplled loads. Unte.s sho+(>. lraas Fras nol been dalgned rar �to,a);e err occnpanq loads_ The design usumes �bmpressrt ,. c1. ds ttop or bottoroi arx eonLbru= I y be i by sh—U,b.g unt.�.a .U.a obc �!drid. Where b.Uwn eh.nls In lenslw,.- !ot rully brand httrallr br a properly appUd jgtd t<Wag, they should be bn,ccd at a �ubmwn. sPacb,g of 10'[r• a.. Conn<d,x 4alcs s1nU be manuradurcd lrmn 20 ga ugc 1,.E IPpcd gal • 1n d steel math,g /LSM(r( 653. .-a. 40. Dole— .U,eretse s1—.. ABRICATION NOTES Herr 1. (Sbrlo Uon, the rabnt=( r sIMU rer1e lis dmwb•g t. rvrry ti.at tiler dra,e/ng b to nf.n -el Ur U-stoical"". plaru and (o �,bae a a..unu,..g .ap.,.awrb(y r.r s.,ch serf. F111 . Any dUo pander are to be Pt 4, umg lxlorc cW.Ung or fa b,j—u o. 3,io shall not bx bi'tatkd —r W,.Ihvlo, dbtor(cd I'- , ob:7,. ra slwa be eul rUghl LTtfng .rood to «urtng- Can- a:uw Plat—'hsa be holed an b.th races .0 k tnus wlth rubs fuay a'obcdded .nd'lull be 1. about thcpt t ,nd— ollrtrebc'lr.,.n. A it plalc Is 5' long, a 6s5 Hate b 6 de x If bnR. Sbts thol-i non Mnticl to P1+1e kngU1 ap¢Ind_ Uor,rsk arL on web pnbns slreli n,e<1 .l the earb.14 .1 the webs Ikss rdhcrwbc sho,si C..n L.r pfate alto 6 mi,trnwu sirs tld _,he rote-'ha,m dnaay nerd t. be "--..d for Bert.-.1n (und- .,d/or aedlan 'lever-_ Thb tsusa b not 6e ralwk>td arch Ike rctar.lanl tro tcd i,bcr Ind— othc b-shown, For addltj_i e Um, .n 9-11ty --"I ,d— t. ANS11TFi 1-1995 ZECAUTIONARY NOTES braeing Goer e,.ecu.,, +ac.n.w.�ndau..0 arc k follmTed fn ocmrda with Flar.dW,g plW,g R a-cf.e, fil"i. Trusses andled aU1, Pa Ueuba care durb,g b.ndb.g bundW.g, deb" y and nalak.lbn to asWd j.g� Teenp..arT->nd pen...rra.r( brae[ng I,sNh.t troller— Iw . slra,gtn .ad Pl..nb Pre_ ..,d (or resbtb.g btmi !•+,ac ahaU be Rr,cd and b..(al/cd by othcn. Ca.efvl hand_ 'b csscntlal and a.cUon b-dng E. il sa7s kcd. Momral prcoullaual7 adbin for so ", ulres such lrmpanrr bnth,g dining Mon btitvccu trusses to a,.kl Io1,P0n4 dmna,olnE, I7,: s..pam`f(f .r accN.n d �a 'hap be tDldcr the c9nvl t4 pcn111u Acacrd In U. b ,Ldl ua„ Cr ttttsse': tsslonai ad.•tee shag be sought it needed. � t-U ..1 corohaeUm, herd, greet— t the d—fgn hoofs. A.0 not 1r. aPPlkd to 's— at Gay Ou.e. Mn Lod. olb- 0­ We bi oC Urc err-dor' ,aluU Iv_'1-I.ked lP . . rot/f otter ab hrtenp•p arnl h,ating 2x OF HIP GIRDER BLOCKING ADDED TO TOP CHORD STEP .HIP TRUSSES TO S1-IORTEf\J. , OSB' NOT TO EXCEED 24 IIO.C.. FO BE NAILED TO TRUSSES wf 19 12" ON CEN_ STAGGERED PRE-ENGID TRUSS TOP WALL OF - BUILDING TIPI AAL BLOCKING G FOR SHE TUTNG lMazeonda S�►s�enzs 4005 MARONDA WAY SANFORD, FL 32771 (407) 321;0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #o05U068 tF50 cme. naafi CF O„IEOO,FL]2766 Orrin: hlarir Atralrrir ww"kt'411Y!lt: READ ALL ilOIES ON THIS SHEE?. A COPY OF 1"141S DRAWING TO BE GIVEN TO ERECT If-4G CONTRACTOR. GRACING WARNING: rJcb is at Putt of th i bulWfn daig k ererUo brncrne. ,Nod bracing. tgrihl bn�t. Q er brular I,raeb, zF,or.,, b ('vr fatenl s , R nand mhkl nunt bt eorsidero) l ib. n+.dc to an i Port M In ss ,nedrbers a h 1. r:dn<e o L 6u IvcaticWb,(: i baud f 1—le,.<r. D,acl,�g ehor lac cal b acb,g t ads ands ,micd �gUt. Prl � ,oust be Iirvsa Add{tlawi bracb,g err U,e —e a .i..rdure nip 11,r onS delcnnb,rd by U.c buUrdb,g d-1g,. PUtr. luatilute. TPI. b 1ooed .1 593 D-Onwrb,U ti InD-gl o[ TPn. e. hladtsurl, tttsc-�.,sbr 5? 71 qi- 'OU "Al": r.17 Of,'U(!,15f_ITCL-Lp; Ut7,s ON TEP- All y '-T Rug. Job. Dwg; Dsgm: 11aX C6k: TC Lire 16.0 _ psf. 1'C Dead Top psr I3C .Live U.0 f�sf BC Dear) 1l7.0 psf TOTAL 33.7 - RUSS ID: [lip Date-- 10-2p-00 DU1Fa Ic I--- Z DurFac - I71t: _Z5 O-C- SPaa1119: 24.0" ves gn Criferia: T111 Coda D DESIGN INFORMATION This design is far an tndlvWuat building component and has been based on Information provided by the client The designer disclatrns any responsibility for damages as a result of faulty or Incorrect Irdfmmalkm. 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- cifk prgcdand accepts no responsibRlty or exerctses no control with regard to fabrics. handling shipment and Installation of trusses. This truss has been designed as an IndNidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design loadhngs 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 lards. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottan) are contim, ously braced by sheathing unless otherwise specified. Where bottomchards in tension are notfully braced laterally by a properly applied rigid ceiling, they should be braced ata maximum spacing of ID-Cr o- Connector plates shall be manufactured from 20 gauge hot dipped gatvanlzed 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 realhe a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots m 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 imbedded 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' king Slots (holes) run parallel to the plate length specified_ Double cuts on web members shall meet at the centraidof the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- JIM and/or erection stresses. This trma; is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All tracing and erection recommendations are to be followed In accordance with -Handling Installing & Sracmg', HIB-91. Trusses are to be handled with particular are during banding and bundling. deltvery and Installation to avoid damage. Temporary and permanent bmefng for holding tensed 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 requites such temporary bracing during Installation between trusses to avoid toppliM and dominoing. The supervision of erection of trusses shatl 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 ivads shall not be applied to trusses atany time. No bads other than the weight of the erectors shallbe applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. 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&BC 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 T 4-5-12 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 toted 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= 125aaiph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 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 SCHEDULE: Support 1 1869# Support 2 1830# ..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 0.17 20-19 16654 0.66 4- 5 -20882 0.18 19-18 23651 0.92 5- 6 -24952 0.21 18-17 23651 0.70 6- 7 -24952 0.21 17-16 23649 0.70 7- 8 -20881 0.18 16-15 23650 0.92 8- 9 -20880 0.17 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 Ti: A 'ATY:4 ...==__ _= -Joint Locations -;a===_____=== 1) 0 0- 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 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11- 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- $- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 -13 -1869 Bur PIN 39- 8- 0 4660 0 -1830 HOT H-ROLL Ilk 74-0 -I 254-0 74-0 1 2 4 5 6 7 8 10 11 8X10 3X6 6X8 1OX10 8X10 5X6 T 0-6-6 4-2-6 T7� 1 Face = 0-3-12 3.00 _�) 3.00 Face = 0-3-12 0-8-0 _ � � ILI 7-2-11 11 24-2-10 7-2-11 21 21 10 19 18 17 16 15 14 13 2 4660# 8.00" 4660>j3 8.00'r 1-0-0 40-0-0 1-" (RO-10-10) I 14751! 1475# f (KO 10-10) EXCEPT AS SHOWN PLATES ARE 10 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 aronda SySteMS LM 4005 MARONDA WAY VVAKIVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Chk-. 16.0 psf , Truss ID: A Date: 10-04-02 DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar brachrg which Is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. inade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of Tpil. BC Dead 10.0 psf { De$n Criteria: TPI g LICENSE #0050068 lahrss Plate institute. TPI, is located at 583 D`Onofrio Drive. Madison, Wisconsin 537191- Code Desc: FLA 1003 VANNE88A DROVIEDO.M32766 I TOTAL 33.0 psf V:: 9 - 67 - 7 Design: Matrix An*sis JOB PATH: C:l7FE-L0KV0BA4RLK HCS: 48.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information presided by the client.. The designer duacisd ns any responsibility for damages as a result of faulty - Incorrect udornati-. specifications and/or destgtw furnished to the tross designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdk project and accepts no responsibility or exerclsea no control with regard to fabnca- lion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7" 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or pmfesslonal. engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are; agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoms are conunu- ously brand by sheathing unless otherwise specified.. Where bottom chords In tension are not fully braced lat-fly by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-W o.c. Connector plain shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to wrtfy, that this drawing is In conformance withthe fabrtcators plans and to realize a continuing resporssibil" for such veri- fication. Any discrepancies are to be put in wrlttng before cutting or fabrication. Plata shad not be Installed wer knotholes. knots or distorted grain. Members shad be cut for tight [Kling wood to wood bearing. Con- necfor plates shag be located on both faces of the truss with nabs fully imbedded and shag be sym, but the joint unless otherwise shown. A 5a4 plate Is S' wide x 4' tong A 6x8 plate is 6' wide x 6' long, Slots (holes) run parallel to the plate length specified. Double cut on web I. members shalt meet at the cent-ld of the webs i.. unlu otherwise shown. Connector plate slims are minimum sties based on the forces shown and may need to be Increased for certain hand- . Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional fruforrmauot on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection reconunendattons are to be followed in accordance with `Handdng Installing fie Br-aetag'. HIB-91. Trusses are to be handled with particular cam during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- tuon. and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmcir* to always required. Normal precautionary action for trusses requites such temporary bracing daring installation between trusses to aysdd toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of constrvcifon loads greater b than the design ads shall not be applied to trusses at any time. No loads other than the weight of the emctios shad be applied to trusses until after all fastewug andbracing is completed. JB: ARUNGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 T 5-1-12 0-6-6 Face = 0-3-12 3.00 I 0 WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web aver 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.62 12-11 3664 0.76 2- 3 -5333 0.61 11-10 3665 0.64 3- 4 -5387 0.51 10- 9 5402 0.83 4- 5 -5372 0.61 9- 8 3664 0.65 5- 6 -4072 0.64 8- 7 3663 0.76 TI: B QTYA =_--==========Joint Locations======_ ===_ == 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 1366 61 -1004 BOT PIN 39- 8- 0 1366 0 -1026 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1004# Support 2 1026# 6X8 4X6 8XIO 6Xs 6 5X6 T 0-6-6 4-10-6 Ty1 I 3.00 Face = 0-3-12 fik 8-3-11 22-0-10 8-3-11 11 10 9� 1366J/ 8.00" �� 1366# 8.00" (RO-10-10) I 40-0-0 14)-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TPI 1-1995 (RO�10 10) scale = 0.1595 Marolnda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE35A DMOVIEDO.1`1-32766 Design: Mafru Analysis WAK111MU: 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 bu6ding designand which must be considered by use budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling kngth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulWbng designer. Additional bracing of the wend structure may be required. (See 1-1I13-91 of TPq. (Truss Plate ImAttute. TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 537191, JOB PATH: C:ITEE-LOKUOBSURLK 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 asf Truss ID: B Date: 10-04-02 DurFac - Pit: 1.25 _ O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the clknL The deslgoer 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 6 may relate to a spe- dflc project and accepts no msponsibtlky or u ftes no control with regard to (.1,d - ton, handling, shipment and installation of trusses. This truss has been designed as an individual building comporentin accordance will ANSI/TPI 1-1995 and NOS-97 to be incorporated as pad of the building design by a Building Designer (registered architect or professional eng(neerl. When reviewed for approval by the building designer. ings the design loadshown must be checked to be sure that the data shown are in agreement with the local bu8ding codes. local cUratic records for wand or snow bads. project specifications or special applied bads. Unless shown. "rugs has not been designed for storage or occupancy bads. The design assumes compresson chords (top or bottoml arc 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 maximum spachig of IO-0' o.c. connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to _. a continuing responsibility for such v -, firalbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots m distorted grain. Members shall be sat for tight filling 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' aide x 8- long. Slots (twin) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unlesa otherwise shown. Connectcr plate sires are mininnum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tbb truss is not to be fabrlated with fire retardant treated hunter 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". HIS-9 1. Trusses are to be handled withparticular are during banding and bundling dell ay and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Hon and for resisting lateral forces shall be ieslgned and Installedby others. Careful hand- ling is essentlaland erection bracing Is always required. Normal preautiortary action for busses requites such temporary bracing during mutilation between trusses to avoidtoppling and dominobng. The supervision of erection of misses shall be under the control of persons xperienced in the installation of trusses. Professional advice shad be sought If needed. :onamtra(Jon of constructionbads greater hanthe design bads shall not be applied to cusses at any time. No loads other than the -Ight of the erectors shall be applied to cusses untg after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPUFT D.L. 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 WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Ercp.Cat. B, Rzt- 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: C == - - e;== Joint Locations=====_==___=__:_ 1) 0 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-I,oc 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 20-0-0 10-0-0 1 3 5 6.00 6X8 8X10 6X8 -6�00 . AD T 5-" T7� I Face = 0-3-12 3.00 l 1 3 00 Face = 0-3-12 0-8- P9 P'i 9-7-11 19-4-10 11 9-7-11 1366# 8.00" 8 1 6 1366# 8.0011� 1�0-0 j iQ 404)-0 (RO-10-10) 1 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . Ma Onda SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: I Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Fax 407 Bracing shown on this drawing Is not erection bracing, wind bracing portal tracing or similar bracing which Is a pad of the building design and winch must be considered by the building designer. Bracing shown is for lateral support truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 n O.C. Spacing: 24.0 (407 321-0064 321-3913 ) ( ) TOMAS PONCE P.E. of members ore to reduce b made to anchor lateral bracing at ends and specified locations detemtih. ed bin the buildindesigner. Additional bracing of the overall structure may be re"Ited. (See MB-91 of M. PS BC Dead 10.0 psf Design Criteria: a: TPI g LICENSE #0050068 (Russ Plate Institute. TPd, Is bated at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. Code Desc: FLA. boos vA"NessA OR.0vreno.tz32766 TOTAL 33.0 psF 0-7. De5ign: Mmriz Analysis JOB PATH: CJTEE-LOKUOBSIANX HCS' 08.20.02 f DESIGN INFORMATION This design 1s for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect Infomatlon, specifications and/or designs furnished to the tries designer by the client and the correctreas or accuncy, of this InformatioInformationrel on its it may ate to a spe- Ic projed and accepts no responsibility or exercises no control with regard to fabrt-- tion,handling, shipment and Installation of trusses. This thus has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 E. be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. Local climaitc records for wind or snow bads. project specifications or special applied loads. Unless shown. taus has not been designed for storage or occuptui y 1-ds. The design assumes compression chords (top or bottom) arc conllnu- oruly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ee8ing. they should be bracedat a madmum spacing of l0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabriatoes plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted groin. Members shall be cut for tight (filing wood to wood bearing. Con- nector plates shall be located on both faces of the tnus with naffs fully imbedded and stroll 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 (holm run parallel to the plate length specl0ed. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sites arc minimumst ca based on the forces shown and may need to be Increased for certain hand - Ong and/- erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdonnatbm on Quality Control refer, to ANSIfM 1-1995 PRECAUTIONARY NOTES Ail bracing anderection recommendations are to be followed in accordance with. -Handling installing d Bracing'. HIS-9 1. Trusses are to be handled with particular care during tending andbundling. delivery and installation to avoid damage. Temporary and pemranant bracing for holding trusses In a stmight and plumb p-- tibn and for resisting lateral forces sha.8 be designed and Installed by others. Careful hand- ling is essenuat and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domlrming. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad! be sought If needed. Concentmtfor of construction loads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied W trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHARDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 WndLod per ASCE 7-98, C&C, V. 1251113h, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/945 at JOINT # 5 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.51" MAR HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB - 1.00 T 5-9-4 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All CCNPRBSSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 520# Support 2 511# ..TC...FORCE...CSI ..BC... FORCE ... CSI 1- 2 -8922 0.47 16-15 7973 0.97 2- 3 -10313 0.51 15-14 8166 0.95 3- 4 -12330 0.13 14-13 9561 0.61 4- 5 -14511 0.47 13-12 12493 0.91 5- 6 -14509 0.43 12-11 8760 0.71 6- 7 -9431 0.45 11-10 7500 0.89 7- 8 -8183 0.42 10- 9 7311 0.89 TI: C1 QTY:2 ===== -====Joint Locations=====___=====_>_ 1) 0 0- 0 7) 34- 5-10 13) 13- 1- 8 2) 5- 6- 6 8) 40- 0- 0 14) 10- 3-11 3) 9-11- 0 9) 40- 0- 0 15) 5- 6- 6 4) 13- 1- 8 10) 34- 5-10 16) 0- 0- 0- 5) 21- 1- 8 11) 29- 8- 5 6) 30- 1- 0 12) 21- 1- 8 ------------ 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 -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2906 36 -520 BOT PIN 39- 8- 0 2689 0 -511 BOT H-ROLL 2-PLYS REQUIRED 9-11-0 20-2-0 9-11-0 1 2 4 g 7 6 0000 8X10 6X8 Face = 0- 3 0U13-10-8 0-8_ �9 10X10 9xln ,2[6 !1 -- 101 3?A `Dace = 0-3-12 T 9-7-11 19-4-10 9-7-i1 I 11 15 14 13 12 10 9 2907# 8.00" 2690# 8.0011 1-° 0) aao-o1 10-0 Cam) A S (24) 2X4 930# j 1934# (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE63A MOVIEDOXI-32766 Design: Matra Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not 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 B for lateral support of truss members only to reduce buckling Length. Provisions must be made to anchor latest bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). rrruss Plate, Institute. TPI. Is located at 563 D'Ondrio Drive. Madison. Wisconsin 537191. JOB PATH: CATEE-L0KV0BSL4RLK Eng. Job: Dwg.- Dsgur: TLY Chk: WO: ARLK Truss ID: C1 Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psr DurFac -Pit: 1.25 $C Live O.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V; _ fICS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION 719s design is for an individual budding t component and has been based oninformation provided by the client The designer disclaims i any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- ctfic project and accepts no responsibility or uacises no control with regard to fabrica- tion. handling. shipment and installation of I trusses. This truss has been designed as an individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding 1 Designer (registered amended or professional engineerl. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes. total climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or botimn) are corrunu- ousiy brand by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximmn spacing or I0'-W o.c. Connector platen shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prtor to fabrication. the fabricator shall review i this drawing to verify that this drawing is in i conformance with the fabricators plans and to realize a continuing responsibility for such ved- - flmUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothoks. knots m distorted grain. Members shall be cut for tight fitting wood to wood hearing, Con- nector plates shag be located on both faces of the truss with nalis fully imbedded and shall be "Tn. 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 tholes) run parallel to the plate length specified. Doubk cuts on web member shall meet at the centrokf of the webs unless otherwise shown. Connector plate sires 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 tare 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 Instatlhng@ Bracing'. HIB-9). Trusses are to be handled with particular care during bending and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. 0.bn 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 actionfor musses requires suchtemporary bracing during installation between trusses to avoid toppling and dorninoing. The supervision of erection of trusses stall be under the control of persons eaperlenced in the installation of trusses. PYofessional advice shaft 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 un(l) after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION-. T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 T 6-5-12 0-6-6 Face = 0-3-12 3.00 I 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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= 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 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 6X8 8X10 41.xs 1366# 8.00" 1-0-0 (RO-10� [a 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 LMaronda LysJte 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE5 A DROVIEDO.fL32766 Design: Matrix Andysfs :IIAKIVING: 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 constdcred by the building designer. Bracing shown is for lateral support. of trussmember only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPq. (Truss Plate institute, TPI. is located at 563 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: CJTF6-L0K1J08S4RLK TI: D ATYA ___ __=__=====Joint Locations======----====- 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL 5X6 6-2-6 0-6-6 Tr� I [ 3•00 Face = 0-3-12 i 9 __I g' 1366N 8.0011 10-0 (Ralaloj scale = 0.1595 Eng. Job: ARLK Dwg: Truss ID: D Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: HCS: 08.20.02 DESIGN INFORMATION' This design B 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 hdormation, specincatbm and/a designs furnishedto the truss designer by the clientand the correct- or accuracy of this Information as it may relate to a spe- cH4 project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of muses. This truss has beendesigned as an Individual building component in accordance wftt ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professtona( 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 agreementwith the local budding codes. local climatic recordsfor wind or snow loads. project specilkations or special applied bads. Unless shown. truss has not been designed roc storage or occupancy loads. The design assumes comrpression. chords (top or bottom) are conthlu- ousty braced by sheathing unless otherwise spa0ied. Where bottom chords in tension are not fully braced laterally by a properly applied rfod ceding, they should be braced at a. maximum spacing of la-0" o.c. Connector plates shalt be manufactured [rant 20 gauge hot dipped galanlzed 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 fabrint-'s plans and to realise a continuing responsibility for such vent. fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Phtea shall not be kuhlled over knotboles. knots - distorted gain. Members Shan be cut for tight fitting wood to wood (eating. Con- nector plates shall be located on both races of the truss with trans fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x6 plate is 6" wide x ai long. Slots thotesl run patanef to the plate length specified. Double cuts on web members shag meet at the centtoid of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown and tray need to be Increased for certain hand- ling and/or etedlon strcsses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations am to be followed In accordance with -Handling Installing Q Bnctrif. HIB-91. Trusses are to be handled with particular care during banding and bundkn& delivery and Installation to avoid damage. Temporary and petm"nent bracing for hokkng trusses in a straight and plumb pos. . ltdon and for restating lateral forces shag be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action fa trusses requires such temporary bracing during Installation between trusses to avod toppling and domiaoing. The supervision of erection of trusses shall be under the control of persons expettenoed in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads grater than the design loads shag not be applied to trusses atany thne. No bads other than the weight of the erectons shall be applied to misses until after an fastening and bracing is completed. JB: ARLINGTON K 3&4 Ai.: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 T ARLK 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= 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 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 D i QTY:1 ==---------= =Joint Locations==._=______ s 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-:14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 HOT H-ROLL, 6 _ -TOW-1f. 6X8 8XIO uses Face = 0- 0-8 1366# 8.0011 is 1-0-0 Col 4A S (24) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #t0050068 1005 VANNESSA MOVIEDD.P1.32766 Design: Marra Analysis VVIkKNfNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing which Is a partof 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. provisio- must be made to anchor lateral bracing at ends and specified locations determined by the building desigrer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. (P ss Plate Institute. M. Is located at 563 D'Gnofrio Drive. Madison. Wisconsin 53719). JOB PATH` Ca7EE-L0KV0BSURLK 0-6-6 �13 --axr) T M 13 OUP Mace = 0-3-12 Eng. Job: -- Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 P.sf BC Dead 10.0 psf TOTAL 6-2-6 --i i 8 1366/D 8.00" I 11 (Ra1a10) scale = 0.1595 Truss ID: D1 Date: 10-04-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS., 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client- The designer disclaims any respona bWty 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- clilc project and accepts no responsibility or exercises no cormvi with regard to fabrlcs- lion, handling. shtpment and installation of trusses, This truss has been designed as an individual building component In accordance with ANSI/7PI I A M and NDS-97 to be incorporated as fart of the building design by a Building Designer (registered architect or professional erigbreeri- When reviewed for approval by the building designer. the design loadings shown most be ch-Jc d to be sure that the data shown are in agreement with the local building codes. local climatic records for windor snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spec"' When bottom chords Intension are riot fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of t0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rea(lze a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut ;.r tight filling wsrod to wood bearing. Con- nector plates shag be located on both faces of the truss with nalis fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x6 plate is 6" wide x 6- long. Slots (hobs run parallel to :the plate length specified. Double cuts on web members shag meet at the centroid of the webs. ..:unless otherwise shown. Connector plate sizes :are minknum 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 heated :dumber unless otherwise shown. For addkknW :trdormation on Quality Controlrefer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracng', Hl"l. Trusses an to be handled with parUcular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pm : ttbn and for resisting lateral forty shag be i. designed and Installed by others. Careful hand- ling Is essential anderection bracing is always requited. Norval prewutlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of creation of trusaes shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction Inds greater than the design bads stall not be applied to trtrsses at any time No bads other than the weight of the erectors stall be applied to ttusses until after all fastening and bracing b conpleted- JB: ARLING ON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=:-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 WV. WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- l.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 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 TI: E ATYA __=____=_=====Joint Locations============a:== 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 121 3-2-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL Ilk 12-8-0 14-" LZ-8-0 1 2 4 6 G 00 6X8 3X4 6Xs Face = 0.3-12 3.00 1 6 0 sxri 6-10-6 0-6-6 rT� I I 3.00 Face = 0-3-12 080 1 12-3-11 k 14-0-10 12-3-11 1 13 1 11 9 8 1366# 8.00" 1-0-0-0 1366# 8.0(Mr (R0.1a10) i 40-0-0 �e1-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (' R0-1.1595 scale = 0.1595 �aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 It)ns VANNESSA DR-OVIEDOXI-32766 WAKNIIVG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erectionbracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shtown is for lateralsupport. of truss members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-9 I of 7Pt)_ Rruss Plate Institute. TPL is located at 583 D'Onofrio Drive, Madison, Wtscomn 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 asf Truss ID: E Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA Design: Matrix Andlysu JOB PATH: C:ITEE-L0KU0BS(4RLK NCs: 08.20.0-7 JB: ARLINGTON K 3&4 Ai,: WO: ARLK WE: DESIGN INFORMATION This design is for an Individual building III componentand has been based on information provtded by the client. The designer disclaims B any responsibility for damages as a mutt of 'faulty or incorrect Information, specifications and/a designs furnished to the truss designer by the client and the correctness or accuracy 1 of this Information as It may relate to a spe- cdk project and accepts no responsibility or ezereises rm control. with. regard to fab ka- lira, teandlfn& shipment and Installation of i trusses. This truss has been designed as an individual building component in acconfance with ANSI/TPI 1-1995 and NOS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineerl. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown ! an: In agreement with the local budding codes. local climatic records for wind or snow loads. project specMcations or special applied bads, Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top err bottom) are eonumi- 1 ously braced by sheathing unless otherwise j specllkd. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a I maxtmum spacing of 101-0" ox. Connector !. plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. iFABRICATION NOTES Prior to fabrication, the fabricator shall review ( this drawing to verity that this drawing is In conformance with the fabricator's plus and to :realize a continuing responsibility for such verf- ficatlon. Any discrepancies are to be put in i writing before cutting - fabrication. Plates shall not be Installed over knotholes. !. knots or distorted grain. Members shaft be cut for tight rating wood to wood bearing. Con- nector plates shalt be located on both fan 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 ir long. Scots (holes) run parallel to :the plate length specaied. Double cuts on web members shag meet at the centrod of the webs tudess otherwise shown. Connector plate slur :are minimum sizes based on the forces shown ,laird nay need to be Increased for certain hand- '.Ung and/or erection stresses. This truss is not to (abria be with (Ire retardant treated Lumber untess otherwise shown. For additional ;biformation. on Quality Control refer to ANSUTPI I-I995 'PRECAUTIONARY NOTES iAll bracing and erection recommendation are to be followed In accordance with -Handling histalibig & Bracing". HIS-91. Trusses are to be handled with particular care during banding :.and bundling. dekrery and Installation to avoid ;damage. Temporaryand permanent bracmg for holding susses in a straight and plumb pos- nion. and for resisting lateral forces shag be designed and tnstalledby others. Careful hand- itng is essential and erection bracing a always !required, Normal precautionary action for :trusses requires such temporary bracing during installation between trusses to avoid toppUng and dominoing. The supervision of erection of hisses shall be under the control of persoms experienced In. the Installation of trusses. Professional advice shall be soughtif needed. Concentration of co stniction 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 allfastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2X4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 T 7-1-12 0-6-6 Face 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 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 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 TI: El QTY:1 _____= =---Joint Locations======_=_______ 1) 0 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0- 5) 27- 4- 0 10) 27- 0- 5 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 100 -988 BOT PIIN 39- 8- 0 3-365 0 -1027 BOT H-ROLL, 12-8-0 14-8-0 12-8-0 1 2 1 4 6 !- 6.00 6X8 3X4 6XR 0-11 L- 30�10�-8 ---I 00 5X8 13.00 Face = 0-3-12 0-8-0 _ 12-3-11 14-0-10 12-3-11 1 1366# 8.00" 13 1 11 1 9 g 1-0 13667 8.0011 CdW>"A (12) 2X4 40-0-0 1-a �l EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 0-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK_ Maronda Systems)l A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 Bmctng shown on this drawing Is not erection bracing, wind bracing portal bracing or simdar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shows Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locatlors determined by the Mudding designer. Additional bracing of the overall stritcturc may be required. (See HIB_9I of T"). BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 Frnus Plate Institute, Tint. is located at 583 D'Onof a Drive. Madison, Wisconsin 537I9). Cade Dese: FLA 1005 VANNESSA OP-OVIEDO.M32766 TOTAL 33.0 psf I V- 05 - - Design: Matrix Analysis JOB PATH: C:l EE-L0KV08SURLK HCS.- 08.20.02 JB: ARLINGTON K 3&4 AC: 1 trice UPLIFT D. L. WO: ARLK W TI: F QTYA pESIGN INFORMATION Us design Is for an individual building ornpoitent. and has been based on Infomration mvided by the client. The designer dlsclakns y responsibility for damages as a result of utty or incorrect: Information. specifications dl or designs furnished to the truss designer the client and the correctness or accuracy this inror uai- as it may relate to a spe- r1k project and accepts no responsibility or exercises no control with regard to fabrtca- tfon. handlin& shipment and installation of trusses. This truss has been designed - an lndjMuaJ building coarponent In accordance wlth ;-, I.1995 and NDS-97 to be Incorporated the building design by a Budding e(reglslered architect or professional When reviewed for approval by the designer, the design loadings shown must be checked to be sure that the data sbown hre in agreement with the local building codes. local cirnatic records for wind or snow bads. project specifications o special applied loads. riless shown. truss has not been designed for Marne or occupancy loads. The design assumes compressson chords (top or bottom) are contlnu- otesly braced by sheathing unless othetw(se specified- Where bottom chords in tension arc not. fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spatting of Hy-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped pivanded 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 rcaftre a continuing responsibility (or such. verl- ficalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be hwtaikd over knotholes. knots or distorted gram. Members shall be cut for tight f t ing wood to wood bearing. Con- nector plates shalt be located on both faces of the truss with nits fully knbeddedand shall be fym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate b 6' wide x 8- long. Slats (holes) run paraW to the plate length specified.. Double cuts on web members shag meet of at the cent-fri the webs unless otherwise shown. Connector plate sins ere minionum sins based on n the forces show wW may need to be increased for certain hand- ang and/or erection stresses. This truss isnot io be fabricated with fire retardant treated kmmber unless otherwise shown. For additional formation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES 42 bracing and erection recammendatbns are to be followed in accordance with 'Handling Installing @ Bracing'. HIB-91. Trusses are to Se handled with particular care during banding rod bundbn& delivery and InstathDon to avoid damage. Temporary and permartent bracing ur holding trusses in a straight and plumb pos- sion and for restating lateral lames shall be designed and insta8ed by others. Careful hand - king is essential and erection bnwWg Is always required Normal precautionary action for :tosses requires such temporary bracing during je tab ilon between trusses to avoid toppling urd doormokrg. The supervision of erection of :susses shall be under the control of persons xperienctd in the Installation of trusses. Professional advice shag be sought If needed. Concentration of constrtrcion loads greater Iran the design bads shag not be applied to susses at any tine. No loads other than the .weight of the erectors shah be applied to :,rases nnnl after lag fastening and tracing s completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 987# Support 2 1026# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 7-9-12 0-6-6 MULTIPLE LOADS -- This design is the ceniposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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= 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 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3- 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.53 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 = =======______ Joint Locations====== 1)= 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 103 -987 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 14-0-0 k 12-0-0 k14-0-0 Ilk 1 2 4 6 6 00 G00 6X8 3X4 6X8 DAa .-,., 5X8 7-" 0-6-6 Face = 0-3-12 3.00 I 1 3 00 Face = 03-12 0-& P9 08-0 P� 13-7-11 114-10 13-7-11 11 13 12 11 10 9 8 8.00" 1366# 8.00" _�1366# (R010-10) i i.r 40-"(� 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Ro-foie) scale = 0.1595 WARNING: READ ALL NOTES ON THiS SHEET. Eng. Jab: WO: ARLK Mallolnda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F y StEmS CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 Psi DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. windbracing. portal bracing or simgar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing is for lateral miss to buckling length- BC Live 0.0 psf O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of member only reduce Provisions must be made to anchor lateral bracing at ends and specified locations detemdrted by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ps Code DeSc: FLA LICENSE #0050068 frruss Plate institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. 1005 VANNESSA D20VIEDO.FL32766 TOTAL 33.0 psf - V' .0 26797-21 Design: Mmrir Analysis JOB PAIN: C:l7EE4,0KV0BSIARLK HCS: 0&20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT &.i. WO: WE: DESIGN INFORMATION This design is for an Individualbuilding component and has been based on Informailon provided by the client- The designer disclairns any respomfo tly 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 itformaton as It may relate to a spe- dflc pmJect and accepts no responsfaliity or uerdses no control with regard to fabric- tion, handling, shipment and installation of trusses. This truss has bem designedas an Individual building component In accordance with ANSI/TPl 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect - 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 bads. project specifications or special applied loads. Unless shown. buss has not beendesigned for storage or occupancy bads. The design assumes compression chords (lop or bottom) are conttnu- ously braced by sheathing unless otherwise specdled. Where bottom chords In tension are not fully braced laterally by a property applied rigidceiling, they should be braced at a. maximum spacing of la-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabricatlon, the fabricator re lor shall this drawing to verify that tlds drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fleatlon- Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grail. Members shag be cut for tight (Itling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with rails fully imbedded and shag be sym, about the Joint unless otherwise shown. A 1x4 plate is 5' wide x 4' long. A 618 plate is 6" wide x 8' long Slots (holes) run parallel to the plate length specified. Double cats on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum situ 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 Ali bracing and erection recommendations are to be followed io accordance with 'Handling installing h Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundlin& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Rion and for resisting lateral forces shall be designed and installed by others. Careful hand. ung is essengal and erection bracing is always rcgWred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topp8Tr8 and dorm wi ng. The supervision of erection of trusses shag be under the control of persons experienced In the installation of muses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to musses at any time. No loads other than the weight of the erectors shag be applied to trusses until alter ail fastening and bracing Is completed. TOP CHORDS( 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECPION PER SCHEDULE: Support 1 987# Support 2 1026# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 MULTIPLE LOADS -- This design is the congosite 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, He, 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...PORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3- 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.53 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 TI: F 1 - ATY: l =__== _=_=====Joint LOCatiMS=============== 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 103 -987 HOT PIN 39- 8- 0 1365 0 -1026 HOT H-ROLL' 0-0 12 0 0 14-0-0 1 2 4 6 0 6X8 3X4 6X8 Face = 0-3hf2- 13-31 I -al o-s-o -6 00 J1i8 i 3.00 Face = 0-3-12 13-7-11 114-10 13-7-11 I 1 13 11 1 9 8 1366# 8.00" 13669 8.00" 1-0-0 40-" 1(� 0-0 CCj�A (12) 2X4 (R0-100-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 (M-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VANNE95A DR.OVIEDO.1 L32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sinnilar bmcing 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 spectfled locations determined by the building designer. AddiUonal bracing of the overall structure may be required. (See HIB-91 of TPg. (Truss Plate Institute. TPI. is located. at 583 D'Onofrto Drive. Madison, Wisconsin 537191. 108 PATH: CaTEE-LOKUOBSlWX Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: F1 Date: 10-04-02 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: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V 9 0 2- 14CS: 08.20.02 K 3&4 AC: 104 ii?UFT D.L. WO: ARLK 'WE: TI: G QTY:1 ESIGN INFORMATION N. design is for an individual building ontponent. and has been based on fnfbrinatlon movided by the client. The deslger dlsclabns ny responsibility for damages as a result of �sully or incorrect Information, speclflcatlons %ml/or designs furnished to the tress designer the client and the correctness or accuracy this loformatlon as It may relate to a ape - Me project and accepts no responsibility or cokes no control with regard to fabnm- �on, handling, shipment and Installation of Itusses. This truss has been designed as an ;dividual. building component in accordance witt S[/TPI 1-19% and NDS-97 to be incorporated ps part of the budding design by a Building r)esigncr (registered architect or professional rngneed. When reviewed for approval by the 'pudding designer. the design loadings shown must be checked to be sure that thedata shown. ire in agreement with the local budding codes. 1 cUrnau records for wind or snow bads. ect specdlcatfons or special applied bads. shown, truss has rmt been desiged for or occupancy bads. The design assumes pmsslon chords Itop or bottom) are eontinu- kisly braced by sheathing links$ otherwise specified. Where bottom chords in tension are fully braced laterally by a properly applied ,W ceding, they should be braced at a tmdmum spacing of 101-W o.c. Connector plates shall be manufactured from 20 gauge hot. lipped galvanized steel meeting AS[M A 653, grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review �hts drawing to verify that this drawing is In ormfonnance with the fabricators plans and to eabze a continuing responsibility for such ven- [Icatlon. Any discrepancies are to be put in avritirng bdore cutting or fabrication. slates shad not be Insia9ed over knotholes, ',snots or distorted grain. Members shag be cut or tight fitting wood to wood bearing. Con- kector plates shall be located on both faces of the tress with nails fully imbeddedand shad be sym, about the Joint unless otherwise shown. A V4 plate b 5' wide x 4' long. A 6x8 Ptak Is 6- wMe x 8" long. Sots (holes) run parallel to he plate length specified. Double cuts on web nernbers shall meet at the centtokl of the webs aweas otherwise shown. Connector plate sters lie mirdmum stun based on the forces shown red may need to be brcreased for certain hand- ling and/or erection stresses. This buss /s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional nit ormauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES w bracing and erection recom mendaUons are A be followed in aceotdarice with -Handling ;mislli ng & Bracing'. HIB-91. Trusses are to e handled with particular care during banding uW bundling. delivery and installation to avoid amage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- ibn and for resisting lateralforces shall be leslgned and Installed by others. Careful hand. Ing Is essential and erection bracing Is ahvaya ;Nutted. Normal precautionary action for xusses requires such temporary bracing during nnsWlatkn between trusses to -old toppling vat dominoing. The supervision of erection of susses strati be under the control of persons experienced in the Installation of busses. Wessiunal advice shall be sought If needed. :oncentratlon of construction (cods greater than the design loads shad not be applied to '{rases at any time. No loads otter than the weight of the erectors shall be applied to n ;oses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHARDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 986# Support 2 1025# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T>=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta 0.21" RMB w 1.15 8-5-12 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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. 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 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 = _= == = = ___ ======Joint Locations=======___ _ =1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 106 -986 BOT PIN 39- 8- 0 1365 0 -1025 BOT H-ROLL 154-0 k 94-0 11 154-0 11 1 2 5 6 6.00 -6 0000 Face = 0-3-12 0-8 3.00 I 6X8 6X8 0Au 3.00 Face = 0-3-12 14-11-11 8-8-10 14-11-11 11 11io 8 1366# 8.00" 1366mV 8.00" (RO10-10) I 1e-0-0 e1-0-0 (I RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNP.95A MOVIEDOXE-32766 Desigic Marra Andysis WAKNIN(t: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawn% Is not erection bracing, wind bracing. portal bracing or similar bracing which Is apart of the budding design and which must be considered by the budding designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. 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. IS- HIB-9l of TP9. (Truss Plate Institute. TPI, is located at 583 D'Onafrlo Drive. Madison. Wisconsin 53719). JOB PATH: CAW-L0KL10B5I4R1K Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: G Date: 10-04-02 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 0 .02- - 8( HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information jprovided 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 g may relate to a spe- cMc project and accepts ne responsibility or exercises no control with regard to fabrfn- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance w1a ANSt/TPl 1-1995 and NDS-97 to be incorporated as part of the building. design by a Building Designer (registered archttea or professional engineer). When reviewed for approval by the building. designer. the design loadings shown most be checked W be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, prgect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise spediled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cdhr& they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shag review this dnwing to verify that this drawing is in conformance with the fabricator's plans and to real fu a continuing responsibility for such ven- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knoll-ks. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym- about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is 6' wide x 6' ling. Sims (holes) run parallel to the plate length speclfled. Double cuts on web members shall meet. at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/Tit I-I9% PRECAUTIONARY NOTES AN bracing and erection recommendation are to be followed in accordance with -Handling installing h Bracing". HIB-91. Trusses ace to be handled with particular care during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusty in a straight and plumb pos- Won 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 requites such temporary bracing during installation between trusses to avoid toppling and dominotng The supervision of erection of trusses shag be under the contra of person experienced In the installation of trusses, Praesslonai advice shag be sought If needed. Concentration of construction loads greater than the design bads shagnot be applied to trusses at anv time. No leads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 'B: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER 9C EDULE.- Support 1 986# Support 2 1025# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" De-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6.00 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, 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 Iapact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 6X8 6XII Face = 0-hL 0-8 G 1 ATY:1 =_ ====Joint Locations=====__===.=s=� 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) IS- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 106 -986 BOT PIN 39- 8- 0 1365 0 -1025 BOT H-ROLL - Q 8-2-6 0-6-6 TT� 1 3.00 Face = 0-3-12 I 1411-11 8-8-10 14-11-11 1 1366# 8.00" 11 0 8 7 1 0-0 1366# 8.001, s A (12) 2x4 EXCEPT AS SHOWN 40-0-0 1-0-0 PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Ilto-laic) scale = 0.1595 ►---- WARNING: READ ALL NOTES ON THIS SHEET. FAg. Job: WO: ARLK MarOnda Systems A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss iD: Gl CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac --ER 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not traction br4rdrtg wind bracing, portal bracing or similar bracing witch k a part of the building design and which moat be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of truss members only to reduce buckling length. Provisions must be �� a anchor lateral bracing at ends and speci0ed locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE #0050068 Bing of the overall structure may be required. (See HIB-91 of TM. (Truss Plate institute. TPI, is located at 563 D'Onofrta Drive. Madison. Wisconsin 537191. BC Dead 10.0 psf Design Criteria: TPl g Code Dese: FLA 1005 VANNEssA D11-MEDo.FL32766 TOTAL 33.0 psf V: Deign: Mafrix An(yfif JOB PATH: C:ITEE-LOKVOBSURLK -600-81 MCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information providedby the client. The designer dbcWms any respomibdity for damages as a resultof faulty or incorrect bJomutwn. specifications and/or designs furnished to the truss designer by the client and the correamsas or accuracy of this Information as A may relate to a spe- cdk project And accepts no responstbWty or exercises no control with regardto fabrics - Um handling. shipment and inatsltatton of trusses. This truss has been designed as an Individual building component in accordance with. ANSI/TPI i-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineesl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown Arc in agreement with the local building codes, kcal cimauc records for wind or snow bads, project specdk2tions or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression. chords (top or bottoml are conunu- ouuly braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a properly applied nigd ceiling. they should be braced ata maximum spacing of l0r4r o.c. Connector Plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkaUon. the fabricator sha. review this drawing to verify that this drawing is in conformance with the fabneatoe5 plaza and to reall- a continuing responsibility for such vert- flratlon. Any discrepancies are to be put in writing before cutting or fabricatlon. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Ming wood to wood bearing. Con- nector plates shall be located on both faces of Me truss with nails fully Imbedded And shin( 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) can para.11ei to the plate length specified. Double cuts on web members shall meet al the centrotd of the webs unless otherwise shown. Connector plate sizes Are minunum sizes based on the forces shown and may need to be increased for certain hand- ling and/or election stresses. This truss is not to be fabricated with fie 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 Instaiting & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pennammt bracing for holding trusses In a. straight and plumb pos- Rion And for resisting lateral forces shall be designed and tnatalfed by others. Cardin hand- ling is essentlal And erection bracing is always required. Normal precautionary actkat for trusses requites such temporary baadng during Installation between busses to avoid toppling and dominoitg. The supervision of erection of muses shalt be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed.. Concentration of construction loads greater than thedesign loads shall . not be applied to trusses at any time. No bads otter than the weightof the erectors shall be applied to trusses unfit alkr all f-tenintg and bracing is completed. J11: ARLIN(ciIUN K 3&4 AC: 10# UPL11-I D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SF #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of (multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 1 6.00 Face = 0-3-12 3.00 I as WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.a 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, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4060 0.57 12-11 3655 0.79 2- 3 -3246 0.53 11-10 3672 0.66 3- 4 -2899 0.37 10- 9 2899 0.45 4- 5 -3246 0.54 9- 8 3671 0.66 5- 6 -4059 0.59 8- 7 3654 0.79 I. R-s-o 1. 6X8 6X8 1366# 8.00" 11-0-00) I (Ra1a140-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AiYSUTPI 1-1995 WAR NG: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 3277I (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or .1m to bracing Is which a part of the building design and which must 6e caru)demd by the building designer. Bracing shown Is for lateral support of truss members only to buckling TOMAS PONCE P.E. educe length. Provisions must be made to anchor lateral bracing at ends and specfiedlocations determined by the bn8ding designer. Additional bracing the LICENSE #0050068 of overall structure may be required. (See H16-91 of TPII. friuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. 1005 VANNESSA DR0v1E00.F1-32766 Design: Matrix Andyns JOB PATH: C17-EE-L0KU0BSIARLK " = __ =__ -===,e7oint Locations======---==--== 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 73 -976 BOT PIN 39- 8- 0 1365 0 -1014 BOT R-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1014# 8-10-6 0-661-6 1 .5X8 I 3.00 Face = 0-3-12 8 � 7 1366# 8.0011 1 IRO-10-10) scale = 0.1595 Eng. Job: L Dwg: Truss ID: H Dsgur: TLY Chk: Date: 10-04-02 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 psi _ S, HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Wdbr atkm provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, spectncations 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 exertlses no control withregard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component inaccordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer Imptered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow bads, protect spccUlcatlous or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cade 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 shad not be installed over knothoies. knots or distorted gram. Members shad be cut for tigfrt fitting wood to wood bearing. Con- nector plates shad be located an both faces of the truss with nails fully Embeddedand 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- long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sir am minimum sills 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. Me 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 with "Handling installing & Bracing". HIS-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 shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed - Concent.-Wn Of construction loads greater than the design loads shad not be sppiled to trusses at any time. No loads other than the welght of the erectors stall be applied to trusses untd Eder all fastening and bracing Is completed. .Its: AKL1N(:flUN K 3&4 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T--0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6 0000 9-6-4 0-6-6 Face = 0-3-12 0-8 1366A 8.00" 11-0 U (RO-10-10) I 14 EXCEPT AS SHOWN PLATES ARE TL20 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 1111.0VIEDOXI-32766 Design: Marir Andysis 3.00 ) WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt. 1.0 Bld Types Encl L= 58.0 ft W= 40.0 ft Truss in TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.57 12-11 3659 0.78 2- 3 -3143 0.54 11-10 3673 0.66 3- 4 -2826 0.36 10- 9 2825 0.41 4- 5 -3143 0.54 9- 8 3672 0.66 5- 6 -4062 0.59 8- 7 3658 0.78 6X8 6X8 40-0-0 GA TESTED PER ANSI/TPI 1-1995 MKKMIMU: 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 shaven 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 merad structure may be required. iStt fi1B-9{ of TPiI. (buss Plate institute. TPL Is located at 583 DThnofrto Drive. Madison. Wisconsin 53719). JOB PA771: C:17E.E-L0KV0BSURLK -----Joint -===u7oint Locations-=_ _===__===== 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. RFACPIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 73 -968 BOT PIN 39- 8- 0 1366 0 -1007 BOT ft-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 968# Support 2 1007# I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 mf T 9-2-14 0-6-6 5AIJ Face = 0-3-12 080 7 1366# 8.001, 1� -0-0 (RO 10-10) scale = 0.1595 Truss ID: I Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.• 08.20.02 its: AKLIM:HU v K 3&4AC: 10# UPLIFT D.L. DESIGN INFORMATION This designis for an fndividual budding component and has been based on Information provided by the client The designer dleclatrns any responsibility, for damages — a moult of faulty or Incorrect UJormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormatlon as It may relate to a spe- ctflc project and accepts no responsibility or ererclses no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed - an individual budding component In accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building. design by a Budding Designer (registered architect or pmfessbnal engneerl. When reviewed for approval by the building designer, the design loadings shown must to checked to be sure that the data shown are in agreementwith 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 omrpancy loads. The design assumes compression chords (top or bottom) arc 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 spa" of IO'-0" O.C. Connector plates stall be manufactured from 20 gauge hot dipped gaMnbed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, 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 joist unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate b 8' wide x 8" long. Skits (holes) non parallel to the plate length specified. Double cuts on web members shag meetat the centroid of the webs unless otherwise shown. Connector plate stun are minimum sizes based on the forces shown and may need to be Increased for certain haW- 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/-fPl I-1995 PRECAUTIONARY NOTES AD 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 bundling. deWery and installation to avoid damage. Temporary and permanent bracing for bolding trusses in a straight and plumb pos- Rion and for resisting lateral form shag be designed and installed by others. Carefulhand- ling is essential and erection bracing B always required. Normal precautionary action for trusses requires suchtemporary bracing during Installation between trusses to avoid toppling and don dnoing. The supervision of erection of trusses stag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought 6 needed. Concentration of construction bads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DlzfrLECTION- T 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 4-5-15 0-6-6 620# 8.00" 1-1-9 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 14.3 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 -792 0.37 7- 6 649 0.26 2- 3 -1539 0.48 6- 5 639 0.41 5- 4 1319 0.50 .OV I (R1-1-7) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPL 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMteSSA OrtOVIEDOXI.32766 Design: Morin Analysis 4X6 TI: J HTYA _= .... = ===Joint Locations=== 1)0- 0 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL 4-2-6 0-8-6 2X4 6X8 14-4-0 1308# 3.62" 14-4-0 93011 scale = 0.4333 WF►KIVIN4: 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 bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determinedby the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TH). (Truss Plate institute. TPI, is located at 583 D'Onof io Drive, Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKUOBSUnK Eng. Job: Dwg: Dsgmr: 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 DO ID: J 10-04-02 DurFac - Pit: 1.25 O.C. Spacing. 24.0" Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 JB: ARUNGTON K 3&4 AC: DESIGN INFORMATION This design Is for an individual building component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect aJonnatlon. spatllcstions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as m may relate to a spe- tlBe project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an. Individual budding component in accordance with ANSI/M i-1995 S and ND97 to be incorporated as part of the budding design by a Building Designer (registered architector professional engineer). When reviewed for approvalby the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow 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 continu- ously braced by sheathing unless otherwise specified. Where bottom chords Intension arc not fully braced laterally by a properly applied rW telling they should be braced at a maximum spacing of 10'-(r O.C. Connector plates shad be manufactured from 20 gauge hot dipped galvar tmd steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for suchverl- fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing, Con- nector plates shad be located oat both faces of the truss withnabs fully imbedded and shad be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4" tong, A 6x8 plate is 6' wide x 8' tong. Slots (holesl run parallel to the plate Length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based oat the forces shown and may need to be increased for certain hand - bug 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 AN51/TPI I-1995 PRECAUTIONARY NOTES All bracbeg and erection recommendations are to be followed in accordance with -Handling baatalling & Bracing', RIB-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- hionand 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 requbes such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other thanthe weight of the erectors shad be appliedto trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAF) DEFLECTION: T- 0.01" RMB = 1.15 4-5-15 0-" 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 13.0 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 -571 0.22 8- 7 477 0.21 2- 3 -431 0.19 7- 6 -327 0.18 3- 4 448 0.20 4- 5 27 0.13 6 00 487# 8.00" L 1is -1-9 (R� 113-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.CMEDO.FL32766 4X6 TI: K 9TY:2 ====-====- -==Joint Locations======__ ___ ===_ 1) 0- Oa 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loo Vert Horiz Uplift Y-Lot S 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL 1"O 3X4 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing Is noterection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design andwhich 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 speNBed locations determined by the budding designer. Additional bracing of the overall structure may be required. (•See HI8-91 d TPll. fitvss Plate institute. TPI, islocated at 583 D'Onofrto Drive. Madison, Wisconsin 537 M. Eng. Job: Dwg: Dsww. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 423# 2.50" scale = 0.4674 vv— rya M Truss ID: K Date: 10-04-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSUBLK HCS: 08.20.02 JD. KKLINVIUN K J&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design s for an Individual building component and has been based on information provided by the client. 17e designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this information as It may relate to a spe- cHk project and accepts no responsibility or exercises no control withregard to fabrlca- thm. handling. shipment and Installation of trusses. This truss has been designed as an Individual bu8di"g component in accordance wit] ANSUTPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When rwlewed for approval by the building designer. the design loadings shoran. must be checked to be sure that the data shown are In agreement with the total building codes, local climatic records for wind or snow lows. project specifications or special applied bads. Unless showntruss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latently by a Properly applied rgld ceiling, they should be braced at a maximum spacing of I0r-O- 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 drawing Is In conformance with the fabricator's plans and fo 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the trusa with nWs fully Embedded and stall be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is fr wide x 8- king. Slots lhoksl 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 st— 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 _IeSs otherwise shown. For additional lofonnatlon on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing At Bncbmg',. HIB-91. Trusses are to be handled with particular care during banding andbundling. delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateralforces shall be designed and Installed by others. Carefulhand- ling Is essentialand erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads 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 alter all fastening and bracmg Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D--0.01" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-5-15 0-6-6 F 487# 8.00" WO: ARLK WE: MXILTIPLE 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 mind pressure. WhdLod 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 €t W= 13.0 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 -566 0.17 7- 6 -483 0.21 2- 3 -432 0.18 6- 5 0 0.17 3- 4 -359 0.30 6.00 L 119 i (R1-1-7y 1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VA14NMSA D/LOVIEDOSE-32766 Design: Matrix Andysis TI: L Locations============-== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 4X6 IVA saw 2X4 VVMNIN4: 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 cons red by the bulidmg designer. Dracumg shower is for lateral support of truss members only W reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building desfgner. Additional bracing of the overallstructure may be required. (See HIS Reuss of TPII. Reuss Piste institute. TN. islocated at 583 D'Onofrio Drive, ktadson, Wisconsin 53719). JOB PATH: C:t7EE-L0KU0BSL4BLK 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 nsf 4-2-6 423# 2.50" scale = 0.4674 Truss ID: L Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS: 08.10.02 DESIGN INFORMATION This design Is for an Individual building 3 component and has been based on information provided by the client. The designer disciahas airy responsibility for damages as a result of ji faulty or Incorrecttnfornatbn, specifications andlor 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 responsuAty eir exenYses no control with regard to fabrica- tion. handling, shipment and installation of trusses. 7bb truss has beendesigned as an Individual building component in accordance with 1 ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the buildings design. by a Building Designer (registered architect or professional engneeri. when reviewed for approval by the building designer. the design badlngs shown must be checked to be sure that the data shown are In agreement with the local building codes. Loral climatic records for wind or snow bads. project specification or special applied bads. Unless shown. truss has not been designed for j storage or occupancy loads. The design assumes compression chords (top or bouoml are contnu. j omly braced by sheathing unless otherwise sped(le& where bottom chords in tension are not fully braced laterally by a properly applied !. rigid ceding. they shouldbe braced at a maximum spacing of la-(r o.c. Connector, plates shalt be manufactured from 20 gauge hot dippedgalvanized steel meeting AS1M 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 fabrtntaes plans and to mail- a continuing responsibility for such veri- fication. Any divcrepanctes are to be put in writing before cutting or fabrication - plates, shall not. be Installed over knotholes. knots or distorted gran. Members shall be cut for tight fitting wood to wood bearing. Con- necter 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- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may needto be inc-ased for certain hand- ling andlor 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 recora nendauous are to be followed inaccordance with'Handling Installing 8 Brachx&r. HIB-91.. Trussesare to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent btcing far holding trusses in a straight and plumb pas - Rion and for restating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avokl toppling and dmnhwing. 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. Concentratkm of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Jb: ARLINt-ifUt .: J&4 AC: 10# UPLIFT D.E. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 13, 0" span framed to BC one face Or 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SfInMDULE: Support 1 382# Support 2 417# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" Din-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 3-0-0 0 T 1 930# 3.50" m,e WE: Q: Plate(s) OFFSET from joint center. The Joint Detail Report mast be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CBC, V= 125mph, H= 15.0 ft, I= 1.00, KV.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 8.9 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 -761 0.04 8- 7 -9 0.39 2- 3 -734 0.06 7- 6 41 0.76 3- 4 0 0.03 6- 5 0 0.70 L i ATY:1 ____ ___= ===Joint Locations====== _==_= 1) 0- Oa 0 4) 8-10- 8 7) 1- 4-14_ 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 3) 7- 2-12 6) 7- 2-12 ------------ TOTAL DESIGN LOADS -------- Uniform PLF From PLFTo TC Vert L+D -23 0- 0- 0 -23 8-10- 8 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 1-12 930 9 -382 BOT PIN 8- 8-12 930 0 -417 BOT H-ROLL 6X12 « tonoj 3X6 8-10-8 EXCEPT AS S110" PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmru Analysis WAKI 1111ti: 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 bmchig which is a part of the building design and which mustbe consideredby the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See 14IB-9I of 7Pq. (Russ Plate Institute. TPI. la located at 583 D'Onofrie. Drive. Madison.. Wisconsin 53719). 3-0-0 1-6-0 o5 930# 3.50" scale = 0.7000 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: Ll Date: 10-04-02 av DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: CI EE-LOKVOBSURLK hres: 08.20.02 JB: ARLINGTON K 3&4 AC. 40# 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 dam- - any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- + d(k project and accepts no responsibility or I exercises no control with regard to fabrtm- tlon. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance wnl ANSI/M 1-1995 and NDS-97 to be brcorporated as part of the building design by a Building Designer (registered architect or prof ssLona! engtoceri. When reviewedfor approval by the building designer. the design loadings shown must be checked to be sure that the data shown an in agreement with the localbudding codes. local demotic records for wind or snow loads. proged spectfCatbns or special applied bads. Unless shown, truss has not beendesigned for storage or occupancy bads. The design assumes compression chords (top art bottom) are conunu- ously braced by sheathing unless otherwise sperifkd. where bottom chords in tension are not fusty braced laterally by a properly applied rigid ceiling, they should be traced at a maximum spacing of 10'-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 shaft review this drawing to verify that this drawing Is in confomrance with the fabr atoes plans and to real) a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be bnslalled over knotholes. knots or distorted grain. Members shall be cut for tight filling 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 is6' wide x 8' long. Slots (holes) ram para8cl to the plate length specified. Double cuts on web members shall meet at the centrold of the webs i unless otherwise shown_ Connector plate sims re am minimum sizes based on the forces shown smi 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 Alf tracing and erection recommendations are to be followed In accordance with -Handling Installing A Brac hg'. His-91. Trusses are to be handled with particular care during banding and bundling. deft—,y and Imtabiatbn to avoid damage- Temporary and permanent btacmg for holding trusses In a straight andplumb pos- Ition and for resisting Lateral forces shall be designedand installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requhim such temporary bracing during Installation between trusses to avoid toppling and dofnoig. he itusses shall be rdesupervision of erection of r the control of persons experienced In the fnstaflatbn of trusses. Professional advice shall be sought If needed. Concentration of construcUon loads greater than the design loads shag notbe applied to trusses at any time. Ne bads other than the weight of the erectors shall be applied to trusses until after all f"Unung and bracing Is completed. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 750# Support 2 750# NM LIVE LOAD DEFLECTION: L/715 at JOINT # 3 L--0.14" D--0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" ARLK 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 191 0" span framed to TC one face 81 0" span framed to TC opposite face WndLod per ASCE 7-98, MWFRS/C&C, V= 125mph, H. 15.0 ft, i 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl. L= 0.0 ft W= 8.9 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- 2 280 0.59 6- 5 0 0.97 2- 3 0 0.31 5- 4 0 0.97 RMB = 1.00 2-PLYS REQUIRED 3-0-0 L2 QTY:2 -----------===Joint Locations=====__======__ 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS --------- Uniform PLF From PLF To -- TC Vert L+D -435 0- 0- 0 -435 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1934 0 -750 HOT PIN 8- 8-12 1934 0 -750 HOT 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 drain). Truss must be marked to prevent UPSIDE DOWN erection. SX6 — SX6 6-10-8rT 6 1934# 8.001, 5 4 1934# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 WARM G: scale = 0.7000 READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda SyeatemS ) A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: L2 h— CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 which shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing Inch is a part of the budding design and which must be considered by the budding designer. TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. Bracing shown Is for lateral support of truss members only to reduce buckling Length. Provisions must be dditJo� bracing`of Ove, 11 SwM�� may '°re`�� d""13-9I by the budding designer. BC Live 0.0 psf O.O. Spacing: 24.0" LICENSE #0050068 1005 VANNESSA Um required. Is« Hle-sd mr,Pn. frruss Plate institute. TPI, is located at 583 D'Onufrio Drive, Madison. Wisconsin 53719). BC Dead 10.0 psf Design Criteria: TPI 9 Code Desc: FLA DB.OVIEDOXI-327"6 TOTAL 33.0 psf V: _ af Design: Marir Andlysis JOB PATH: C:17F-E-L0KU0BSURLK _ RCS: 08.20.02 JB: ARLINGTON n iy&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual buifding 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. ap..ffk tions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as R may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- ton. handling. shipment and Wtaflarbn of trusses. This truss has been designed as an individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the localbuilding codes. local climatic records for wind or snow bads. project Specifications or special applied Wads. Unless shown. thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxlmurn spacing of Icy-0' o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Oils drawing to verity that this drawing is In conformance with the fabncat e. plans and to realize a contmumg responsibWty for Such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Mates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con-nector plates shall be locatedon both faces of the truss with nalls 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` wide x 8' 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 Shawn. Connector plate sizes arc minimum sues 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 Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES ALL bracing anderection recommendations are to be followed Inaccordance with -Handling Installing Q Bracing", HIB-91. Ttvsses are to be handled with particular cam during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ron and for restsUng lateral forces shad be designed and Installed by others. Careful haml- ling Is essential and erection bracing is allays required. Normalprecautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of erection of tresses shall be under the control of persons experienced in the installation of trusses. Professional advlrx shall be sought It needed Concentration of construction loads greater than the design bads shalt not be applied to trusses at arry 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 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 477# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D=-0.02" T=-0.03" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 WO: ARM WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless rioted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eacl L= 58.0 ft W= 14.3 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 -707 0.27 8- 7 599 0.27 2- 3 -537 0.18 7- 0 570 0.22 3- 4 -534 0.20 0- 6 385 0.15 4- 5 -675 0.26 It M ATY:3 =__ =___======Joint Locations=============== 1)0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION---.- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 7-4-0 7-0-0 1 2 4 5 6 0000 t tQ 4X6 0na 522f1 8.00" 1. 1-1-9 I (RI-1-7)� 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFOR.D, 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 shownon this drawing Is not erection brachng, wind bracin, portal bracing or similar bracing whkh is a part of the building design and which must be considered by the building designei 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 1­1I13-91 of ipt). rrruss Plate Institute. TM, is located at 583 D'Onofro Drive. Madison. Wisconsin 537191. sx4 3X4 6X8 M 476# 3.62" scale = 0.4333 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: M Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design Maatr Analysu JOB PAIN: CA7EE-L0KU08SI4RLK I/CS: 08.20.02 JtS: AKILIN61ON K 3&4 AC: 10# UPLIFT D.L. I DESIGN INFORMATION 1 This design Is fern an individual building component and has been based on information provided by the chent The designer disclaims any responslbllity, for damages w a result of faulty or incorrect information, specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this tnfonmtion as it may retate to a sy- ic ffc project and accepts no responsibility or exercises no control with regard to fabrlca- ? tin, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance with ( AN1SIfM I-1995 and NDS-97 to be incorporated as part of the building designby a Budding Deslgrw (registered architect or professional y. engineer). When reviewed for approval by the ! budding designer. the design loadings shown must be checked to be sure that the data shown are In ageement with the local budding codes, j local ch mallc records for wind or snow loads. project specifications or special applied loads. i Unless shown, truss has not been designed for j storage or occupancy load . The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise 1 specified. Where bottom chords In tension are 't not fully braced laterally by a properly applied rigid mdhi ,. they should be braced at a nwdmum spacing of 117-0' - Connector plates shall be manufactured from 70 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. ation. the fabricator shall review this drawing to verify thatthis drawing is in conformanov with the fabricator's plans and to realize a continuing responsrbWty for such very flntion. Any discrepancies are to be put in writing before cutting ce 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 shah be located on both faces of the truss with Md. 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 (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroM of the webs unless otberwisc shown. Connector plate sizes arc minimum sizes based on the force shown and may need to be increased for certain hand - UM and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfomiatlon on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AD bracing and erection recormnendatlom are to be followed in accordance with -Handling Installing & Bracing". HIS-9 L. 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 Ina straight and plumb pos- tllwt and for resisting lateral fort" shall be designed and Installed by others. Careful hand- hng Is essential and erection bracing is always required. Normal precautionary action for tnWes requires such tempomq bracing during Installation between toppling and to avoid toppg and eianliottig The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice staff be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shalt be applied to tresses untd alter alb fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 4-5-15 0-66-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the codposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL== 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -616 0.21 2- 3 -965 0.22 3- 4 -827 0.17 4- 5 -827 0.17 5- 6 -965 0.22 6- 7 -616 0.21 6.00 ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 TI: N QTY:1 _ _.____ = __ ___====Joint Locations====___:===c== - 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAR. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 6.00 0-6-6 4-2-6 3.00 1-3.00 54-0 2-0-0 2-0-0 L, 54-0 16 15 1413 1110 9 1-1-9 8 536# 64.00" 536# 64.00" GABLE (ft7t* (20) 2X4 14-8-0 0 1 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 (R1-1-7) scale = 0.3958 Marvnda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marra Arw/ysfs W^KMINEi: 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 simllar 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 trade to anchor lateral bracing at ends and specified locations determined by tine budding designer. AdditkMaf bracing of the overall structure may be required. (See H18-91 of TPU. (Tiuss Plate Institute, Tn. is located at 583 D'Onoftio Drive. Madison, Wisconsin 53719). Eng. Jab: 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 psf Truss ID: N Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PAIN.' C:1TEE-L0KV0B5)ABLK HCS: 0&20.02 __ LJB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: N1 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information providedby the edenL The designer disclaims any responsfbig y for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the cumctness or accuracy Of this information as It may relate to a spe- cifk prcject and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by. Building Designer (registered architect or professional engmeerl. When reviewed ["approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the Local budding erodes. Local climatic records for wind or snow loads. project specifications or special applied loads. Unkss shown., truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conthu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ity-0" a.e. 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 verity that this drawing is in conformance with the labrfolor's plans and to realize a continuing responsibility for such vert- fkaton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shad be cut for tight filling wood to wood b-,tog. 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' long Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the cenuo(d of the webs unless otherwise shown. Connector plate sues are minm imusizes 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 atkm on Quality Control refer to ANSI/TPI 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 [noses in a straight and plumb paa- Mon and for restating lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required_ Normal precautionary action for trvsses requbes such temporary bracing during Instadatkm between trusses to avoid toppbg 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 (cads shall not be applied to trusses at b any time. No ads other than the weight of the erectors shad be applied to trusses until after all fastening andbracing is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/99'9 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 4-5-15 0-6-6 i I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft Nam 14.7 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 -953 0.49 6- 0 -677 0.18 2- 3 976 0.50 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 ____ - ======.joint Locations—= ..... ====== 1) 0 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING' LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type. 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL Ilk 7-4-0 k 7-4-0 i 3 6 0000 4X6 -6 0000 is 3-8-0 IN fie---- 3-8-0 1PI 3.00 1 3•00 0-6-6 1 4-2-6 as 1 6-8-0 6-8-0 6 1 536# 8.00" 5361f 8.00" �1-1-9 _ 14-8-0 COSMETIC PIlXWS,7 ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3958 -_ si1'onda SJ/StEI11S LM WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg:Truss Dsgnr: TLY Chk: . ARLIK ID: N 1 Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing portal bracing or simlar bracing which Is a part of the budding design and which must be considered by the building designer. Bracbmg TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0004 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce bucking length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Add]UO=l bracing of the overall structure may be required (See HIB-91 of Tp BC Dead 10.0 psf f Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onof-lo Once. Madison. Wisconsin 53719). Cade Desc: FLA 1005 VANNESSA OROVIEDOSI-32766 I TOTAL 33.0 psf 1 V:09.05.02-1 _ Design: Ma ru Analysis JOB PATH: CATEE-L0KV0B5URLK HCS: 08.10 02 ARLINGTON K 3&4 AC: 10# JPLIFT D.L. WO: ARLK 'WE: DESIGN INFORMATION This design Is for an individual bulking component and has been based on information provided by the client The designer disc)atms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- c9le protect and accepts no responsibility or exercises no control with regard to fabncs- tknL 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 17 to be incorporated as part of the building design by a Building Deslgner (registered architect or professional engineerl.. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the datashown are In agreement with the local building codes. local climatic records for wind or snow loads, protectspecifications 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 c rrimu- orsly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rWd ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah anlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thts drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vent- :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 trails 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" lung. Slots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the mntmtd of the webs unless otherwise shown. Connector plate snn 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 wtth fire retardant treated lumber unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES Al bracing and erection recommendations are to be followed in-rdance with "Handling Installing, & Bracing", HIS-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral fora shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required.. Normal pmmuuonary action for trusses requires such temporary tracing during hsstallationbetweentrusses to avoid toppling and domninafng. The supervision of erection of trusses shall be under the control of person expeneneed in the Installation of trusses_ Professional advice stall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the emclom shall be applied to lnnses untilafter all fastening and bracing Is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2ii4 SP #2 WEIGGES: 2x4 SP #2 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. 25.9 ft Truss in Eh1D zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 1 -0.05" D=-0 MAX HORIZONT T= 0.07" MAX HORIZONT T= 0.04" RMB - 1.15 T 3-0-0 i MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 1 367# Support 2 663# Support 3 755# AL AL .05" T=-0.09"-.TC... FORCE ... CSI ..BC ... FORCE...CSI TOTAL LOAD DEFLECTION: 1- 2 165 0.26 16-15 69 0.24 2- 3 198 0.15 15-14 68 0.24 LIVE LOAD DEFLECTION: 3- 4 243 0.25 14-13 66 0.31 4- 5 491 0.30 13-12 78 0.31 5- 6 508 0.42 12-11 677 0.22 6- 7 745 0.46 11-10 767 0.24 7- 8 929 0.44 10- 9 769 0.30 9-11-8 15-11-8 1 2 3 4 6 .00 -6 00 4X6 n 1 -6.00 '16 15 i4 0 112 �1 277# 3.50" 844# 8.001, 1-1-9 25-11-0 GABfl PLATES (0) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 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 N0050068 Design: Merin AAdfyfis WAKNINGZ 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 "( 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 RIB-91 a(TPf). rFruss Plate Institute. TPI, is bated at 583 [Mcro(rie Drive. Made on. Wisconsin 53719). JOB PATH: CJTEE-LOKUOBSU)ZLK TI: O 6ITY: i ___==____=====Joint Locations==� _==__ ___ === 1) 0- 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0' 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 277 -66 -367 BOT PIN 6-11- 0 843 0 -663 BOT H-ROLL 25- 7- 0 693 0 -755 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead TOTAL env 693# 8.00" (R1-1-7) scale = 0.2378 WO: ARLU Truss ID: O Chk: Date:10-04-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psf .0 HCSr 08.X02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided . by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect lnforma ion. spec➢Icatbns and/or designs furnishedto the truss deatgr e by the client and the correctness or accuracy of this information as It may relate to a spe- cMc project and accepts no responsibility or exerdses no control with regard tC Cabrka- tim handling, shipment aria Installation of trusses. This truss has beendesigned as an tndtvidual building component in accordance with ANS1./TPI 1-IM and NDS-97 to be incorporated as part of the building design by a Building Designer (registered amhiect or professional engineer) When reviewed for approval by the building designer, the design )oadhngs 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 speciff& Where bottom chords in tension are not fully braced laterally by a properly applied rWd ceNng, they should be braced ata maximum spacing of IO'-O" o.e. Connector plates shall be manufactured from 20 gauge hot dipped gaWanmsd 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- fkatlon. Any discrepancies ane to be put in writing before cuttingor fabrication. Plats shall not be Installed over knmthoks, knots or distorted grain. Members shag be cut for tight fitting wood to wood tearing. Con- nector plats shall be located on both faces of the truss with na.11s 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 paratief to the plate length. specified. Double tuts on web members sha11 meet at the centroid of the webs I .unless otherwise shown. Connector plate sizes. ':. are mminum at- m besed. on the forshown and may need to be increased far certainhand- ling arid./or erection air--' This truss is not to be fabricated with fire retardant treated .lumber unless otherwise shown. For addltlonai ftlMlton on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "handling n4 Installing Bracing', HIB-9I I. Trusses are to be handled with particular care during banding andbundling, delivery and Installation to avod damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ifng is essential and erection bracing is always required. Normal precautbrary action for tnmss requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervision of ereclbn of trusses shall be under the control of persons experienced it the installation of trusses. Professional advice shall be sought If needed. Concentration of conststrction bads greater than the design loads shall not be applied to busses at any it-. No bads other than the weight of the erectors shallbe applied to busses until after all fastening and bracing Is completed. -10. nrculY 71UjV K J&4At.: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, A= 15.0 ft, I= 1.00, Ex1.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 ft We: 25.9 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=-0.03" D=-0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 T 3-0-0 R 6 0000 ARLK WE: MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked an truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 290# Support 2 451# Support 3 508# TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -140 0.28 12-11 81 0.22 2- 3 -390 0.30 11-10 31 0.21 3- 4 -405 0.31 10- 9 668 0.21 4- 5 -672 0.31 9- 8 762 0.24 5- 6 -916 Y 0.26 8- 7 _ 763 0.30 4X6 TI: 01 ATY:3 = ___ - === ===Joint Locations==========-==== =1) 0- 0- 0 5) 19- 9-12 9) is- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-3.2 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-1-2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING; LOCATION----- X-Luc Vert Horiz Uplift Y-Luc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL la 9-0-12 - JAV I 6.00 r12 1 t ib T-_ 283# 3.50" 842# 8.0011 1-1-9 COST( 10) A 25-11-0 12 2X4 EXCEPT AS IP TESSTED SHOWN ATES ARE TL20 GA PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. MarOnda SyStemS ]CONTRACTOR. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING BRACING WARNING: 4005 MARONDA WAY $ANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal lxaciog or sinntlar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 32I-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of truss members only to reduce bucking length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. LICENSE #0050068 Additional bracing of the overall structure may be required_ (See HIB-9) of TPI). (Truss gate Institute. TPI. Is located at 583 D'Onofrto Drtve. Madfson. Wisconsin 537191. 1005 VANNESSA DP-CMEDO.F'L32766 Design: Mdfrfx An dysis JOB PATH: C:ITEE4,0KU08A4RLK 1 9 8-6-2 0-66-6 T71 1 690# 8.001r 119 scale = 0.2378 Eng. Job: : ARLK Dwg: Truss ID: 01 Dsgur: TLY Chk- Date: 10-04-02 TIC Live 16.0 psf DUrFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live BC Dead TOTAL 0.0 psf to-o psf 33.0 psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA _ _ 10 HCS: 08. N1.02 ' DESIGN INFORMATION 1 This design is for an Individual building component and has been based on information provided by the client The designer disdalms any responsibility for damage as a. result of ifaulty or Incorrect Information, specifications and/or designs furnished to the thus designer f+ by the client and the correctness or accuracy f alibis Information as It may relate to a spe- ciUo project and accepts no responsibility or exercise no control with regard to fabrica- tton, handling, shipment and installation of trusses. This truss has been designed as an I Individual building component in accordance will ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the bulklhrg design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the �. building . g designer. the design loadings shown must be checked to be sure that the data shown are io agreement with the local building. codes. f beat c11ma.Uc 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 comPmwbn chords (top or bottom) are continu- ously braced by sheathing units. 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 I(Y-T o.c. Connector plates sham be manufactured from 20 gauge hot dipped gabanbed steel meeting ASTM A 653. Grade 40. unless olherwfse 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 mntinutng responsibility for such ved- ficatlon- 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. (thing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nail fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrohd of the webs unless otherwise shown. Connector plate alas .are minimum sties based on the forces shown and tray need to be tine-aaed for certain hand- ling and/or emctfon stresses. This thus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wmh 'Handling Installing h Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bractng for holding trusses in a straight and plumb pm Klon and for resisting Lateral forces shag be designed and Installed by others. Careful hand - Ling is essential and erection bracing Is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of Irusses shall be under the control of persons experienced In the Installation of tresses. Professional advice shall be sought if needed. Concentration of construction bads grater than the design bads shall at be applied to trusses at any it... No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. .Its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS- 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 WO: ARLK WE: (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any suhmittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the coatposite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125n1ph, Hw 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 440 0.42 2- 3 -128 0.34 3- 4 -144 0.26 4- 5 -512 0.28 5- 6 -768 0.22 ..BC ... FORCE ... CSI 12-11 -322 0.32 11-10 -366 0.33 10- 9 508 0.20 9- 8 632 0.21 8- 7 633 0.24 6.00 - 0 4X6 1-9 8-8-12------�{ 16.00 TI:02 QTY: __ = ====_ __====-Joint Locations=_==______ 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- g 4) IS- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 6- 9-12 1194 -44 -1007 BOT PIN 25- 7- 0 612 0 -437 BOT H-ROLL. M M "12 11 10 - - - CANT: 6-8-0 1195# 3.50" 0-11-8 C00&l-L4)A 25-11-0 EXCEPT AS SHOWN (PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 FfMaro7nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marrix Analysis VVALKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown. is for lateral support of truss members only to reduce bucklin length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1-1I8-91 of TPII. fins Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. 108 PATH: CATEEL0KV0B5L4RLK TOTAL Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 osf 0-6-6 EM 612# 8.001r 1119 (R1-1-7j scale = 0.2385 WO: ARLK Truss ID: 02 Date: 10-04-02 DurFac - Lbc 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V-0 0 HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION Thin design Is for an Individual building conaponent and has been based on information provided by the client The designer discl ums ji any responsibility for damages as a result of faulty or incorrect hrfomnauon. specification II and/or designs furnished to the truss designer by the client and the correctness or accuracy 3 of this information as It may relate to a spe- cgk and accepts project pis no responsibility or exercises no control with regard to fabrim- tlon, handling, shipment and installation of trusses. This truss has been designedas an undlMual building component in accordance with. ANSI/M 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). Wienreviewed far approval by the buiding designer, the design laadknga shown must be checked to besure that the datashown are In agreement with the local building codes. local dhnatic records for wind or snow loads, project specifications or special applied loads. Unless shown.. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are con[mu- ously braced by sheathing unless otherwise spedRed.. Where bottom chords in tension. arc not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10'-U' o.e Connector plates shag be manufactured from 20 gauge hot dipped gnlvantad steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verily that this drawing is in conformance with the fabricator's plans and to realtze a continuing responsibility for such ven- lkatlon. Any discrepancies ase to be put in writing before cutting or fabrication. Plate shag not be installed over knotholes. knots or dtstorted grain. Members shag be cut for tight (Rung wood to wood bearing. Con- nector plates shag 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' long A 6x8 plate is 6' wide x 8' long Slats (holes) run parallel to the plate length specified. Double cuts on web member shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minanum 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 withfire 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 9 Bmctrie. 1118-91. Trusses —to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilan and for resisting lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing is atways required. Normal precautionary action for trusses requires such temporary tracing durbhg Installation between trusses to avold toppling '.... and dominoing. The supervision of erection of musses shag be under to control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No leads 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 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. ..TC... FORCE ... CSI .-BC ... FORCE ... CST 5-7-15 0-6-6 i 1 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE regnd on any web exceeding 14, denotes ONE edge or ONE face denotes BOTH edges or BOTH faces 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, Rzt= 1.0 Bld Type= Encl L- 19.3 ft W= 19.3 ft Truss in END zone, TCDL-- 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req 6.00 4X6 TI: P ATY:I _ --- -----===Joint Location= s============== =1) 0- 0- 0 9) is- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loci Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 600 0-" -._ 5-4-6 19-4-0 Q#222 �n A20 19 18 17 16 15 14 13 12 8.0# 8.00" 19-4-0 (�1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTI'I 1-1995 (R1-1-1�7) Studs Cif? 2-" o.c. scale = 0.3103 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP-(MF-O0.FL32766 Design: Matrix Andfysis WKKIYIMU: 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 sham is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required_ (See HIB-91 of TPII. (Truss (hate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:11 EE-LOKUOBSL4RLK Eng. dab: 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: P Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.• 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or 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, cffc project and accepts no responsibility or —erases no control with regard to fabrica- ismL handling. shipment and Installation of trusses. This truss has been designed as an. Individual building component In accordance w8h ANSI/M 1-19-45 sort NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure thatthe data shown are in agreement with the (oral building codes. local climatic records for windor snow loads. project specifications or special applied loads. r 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 I specified. Where bottom chords in tension are ( not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector i plates shaft be manufactured frmn 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 is in j. conformance with the fabricator's plans and to ! -Madre a continuing responsibility for such verl- Ideation- Any dlscrepandes arc to be put in 'I..writtng before cutting or fabrication. :Plates shaft not be hastaned over knotholes. knots or distorted grain. Members shalt be cut for light fitting wood to wood bearing. Con- nectar pules shall be located on both faces of ',.. the truss with naffs fully Imbedded and shelf 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 shag meet at the centrokl of the webs ''...unless otherwise shown.. Connector plate sizes >are minimum atrxs based on the forces shown and may need to be Increased for certain hand- -.hag and/or erection stresses. This truss is not to be fabricated with fire retardant (rented 'lumber 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 followed Inaccordance with "Handling installing & Bracing'. Hl"1. Trusses arc to be handled with particular care during banding and bundling delivery and Intallationto avoid damage. Temporary and per n anent bracing for holding trusses in a straight and plumb pos- ition and for resfstmg lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Insfallatdon betweentrusses to avoid toppling and dordnomg The supervision of erection of trusses shall be under the control of persons experienced in the installatlon of trusses. Professional advice shallbe sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors strati be applied to trusses unill 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION- L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB - 1.15 5-7-15 0-6-6 1 I MULTIPLE LOADS -- This design is the ccalpasite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CL-C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Types, Encl L- 58.0 ft W= 19.3 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 -925 0.41 8- 7 784 0.38 2- 3 -725 0.29 7- 6 784 0.38 3- 4 -725 0.30 4- 5 959 0.46 TI: PI ATY:2 ___==== _ ===Joint Locations====== ar===__== 1) 0 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL Ilk 9-8-0 9-8-0 1 2 4 5 G 0000 4X6 -6�W 0-6-6 1 T 1 I I I I 19-4-0 8 690# 8.0011 7 6 1-1-9 ` 690# 8.00" (RI-1-7) le 19-4-0 �6-1--1-99 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TFI 1-1995 (1 R1-1-7j scale = 0.3103 WARNING: READ ALL NOTES ON THIS SHEET. Eq. Jab: WO: ARLK Marunda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P1 CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Ls not erection bracing wind bracing, portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-006r4 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psfp O.C.Spacing: Cing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overail structure may be required. ISee HI3-91 of MI. BC Dead lo.o f Ps Design Criteria: TPI g LICENSE #0050068 rrruss mt. institute. M. is located at 583 D'Onofrio Drive. Madison, wisco—in 53719). Code Dese: FLA 1005 VANNESSA 0P-(MZD0.F1-327W TOTAL 33.0 psf V: _ - 10 Design: Matrix Analysis JOB PATIi. CATEE-L0KU0BSL4RLK HCS: 08.20.02 ,/a: AKUN(:iI(JN K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages, as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness m aecmacy of this Information as it may relate to a spe- cltk project and accepts no responsibility or exerefses no control with regard W fabrica- tbn, handmrg, shipment and Installation of muses. This truss has been designed as an. Individual building component In accordance .0 ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data sham are In agreement with. the Total budding codes. local cftnatic records for wind or snow loads. projerY 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 conttnu- ously braced by sheathing urdess otherwise specgkd. are Where bottom chords in. tension a not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum. spacing of ICY-U' 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 fabncatoes 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. knob or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on bothfaces of the truss with nails fully Imbeddedand shall be sym. about the jolt unless otherwise shown. A 5x4 plate Is 5" wile x 4" lot*. A 6x8 plate B 6- wide x Ir 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 Mlzes based on the fortis shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with (ire 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.-HandWg installing & Bracing". IirB-91. Trusss 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 lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing B always requlmd- Norval precautionary action for trusses requires such temporary bracing during tnstallatlon between trusses to avoid toppling and dominotng. The supervision of erection of I— shalt be under the control of persons expetfenced 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 lineb . No ads 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 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- 13.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 0-6-6 i TI:6Q QTYA MULTIPLE LOADS -- This design is the = __ = _- ___ —,-=,joint Locations=====_____�_ composite result of multiple loads. 1)0- 0- 0 4) 13- 0- 0 7) 0- 0-___ 0 All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 continuously braced unless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION---- - to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379 BOT PIN Support 1 379# 12-10-12 422 0 -352 BOT H-ROLL Support 2 352# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.20 7- 6 459 0.24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 8-8-0 4-4-0 1 2 4 6 0000 4X6 3X4 - -- sea 2X4 4-10-6 13-0-0 7 487# 8.00" 6 1-1-9 I 4231f 2.50" (R1-1-7)1 13-M EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 W#kKn1nv: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda SySteMS A COPY Of THIS DRAWING TO BE GIVEN TO ERECTING Dwgr Truss ID: Q CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erecflon bracing. wind bracing, portal bracdrrg or smn6ar brachrg which is a part of the budding design and which must be considered by the building designer. Brae ing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown la for lateral support of truss members only to reduce buckling length. pr—=slum must be BC Ltve 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral tracing at. ends and specfied locations determined by the building designer. Additional bracing of the overall structu- may be regrtfred. (See HIB-9I of Tod. BC Dead 10.0 psf Desr n Criteria: TPI g LICENSE #0050068 frmss Plate Institute. TPI, Is located at 563 D'Onofrto Drive. Madison. Wisconsin 53719). Code Desc: F LA 1005 VANNE55A DftOVIEDOSI-32766 TOTAL 33.0 psf V: 05 Q - 2 -10 Design: Marrix Andysis JOB PA77f. CATPE-LOKUOBSIARLX HCS: 09.20.02 DESIGN INFORMATION i This design is for an Individual building component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a. result of faulty or Incorrectinformation. specifications and/or designs furnished to the buss designer by the client and the correctness or accuracy o(hes Information as it may relate to a spe- cilicprgect and accepts no responsibility of exercise no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wfU ANSI/TPI I-I995 and NDS-97 to be incorporated as part of the building design by a Building Destgmm (registered architect or. professional engbneerd. 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 clbrattc records for wind or snow loads. project, specifications or special applied loads. Unless sham. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterAly by a properly applied rig1d ceding, they should be braced at a maximum spadng of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot ! dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review ''.. the drawing to verify that this drawing is in conformance, with the fabrtcatoi s plans and to maate a continuing responsibility for such veri. Ocation. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall notbe installedover knotholes, knots or distorted grain.. Members shall be cut for tight fitting wood to wad bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6" wide x W long. Slots tholes) 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 sties are minanurn sins based on the forces shown and may need to be increased for certainhand- ling amd/or erection stresses. This truss is not. to be fabricated with fire retardant treated dumber 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'. HtB-91. Trusses are to be handfed with particular care during banding and bundWrg delivery and installation to avoid damage. Temporary and permanent bracing for hokhng trusses in a straight and plumb pos- gbn and for resisting lateral forces shag be designed and Installed by others. Careful hand. ling Is essentialand erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and daninobng. The supervision of erection of trusses sha8 be under the control of persons experienced. in the Installation of trusses. Professional advice shag be sought if needed - Concentration of construction bads greater than the design foods shag notbe applied to trusses at any time. No foods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 1Os UPLIFT D.L. WO: ARLK WE: TI: R QTY:2 TOP (HORDS: 2x4 SP #2 D Continuous lateral bracing attached to =___ _==_=====Joint Locations==========__=== HOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1)= 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ----------- BEAR. BLR: 2x8 SP #2 Brace gust extend at least 90% of web length Uniform PLF From PLF - To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. cof>"ite result of multiple loads. Concentrated LBS Location WndLod per ASCE 7-98, C&C, V= 125utph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE, TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bld Type. Encl L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCEEMULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L/577 at JOINT # 5 L=-0.25" D- 0.00" T=-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-3-2 MAX HORIZONTAL TOTAL. LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLHGTI+31# T= 0.06" 111 2- 3 - 06 0.92 5- 167 0.47 48# 70it ----MAX. S PER BEARING LOCATION----- 9}l�� Ver iz Uplift Y-Loc Type Z3 0-10 71 0 TOP RMB = 1.00 13-1-14 0- 4-13 678 263 -591 -609 H-ROLL PIN 1 2 3 3.33 4-5-10 0-6-1 1-0-0 1.68 0-1-0 T 1-7-7 I 074 2-6-10 I 11-6-10 6 g 678# 9.56" 4 719# 2.50" 1-10-91 6 10 0--8--0- (R1-10-7) 6# 19# 44# 60J{ 76# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 Maronda Systems 4005 MARONDA WAY SANFORD, Fl_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNESSA DMOVIEDd.1`1_32766 Design: Marrix Analysis VVF1Kr41r4gi: 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 rat erectlon bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the bunding 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 mcmil structure may be required.. (See H16-91 of TPIJ. rrruss Plate institute. TPI. is located at 583 D'Onofrlo Drive. Madison., Wisconsin 53719). JOB PATH: C:tTF.S-LOKVOBStARLK Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: R Date: 10-04-02 TC Live 16.0 psf DurFae - Lbc 1.25 TC Dead 7.0 psf DurFac, - 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 0 2- 6 8- i 0 HCS• 68,20.02 I DESIGN INFORMATION i This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect. Information, speematbms i and/or designs fumished to Lh truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific ptgect and accepts ne responsibility or exercises ne control with regard to fabrica- j !fort, handling, shipment and Installation of trusses. This truss has been designed as an Individualbuilding component in accordance wit] ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archftect or prof —tonal engineer). When reviewed for approval by the building designer. the destgr toadtngs shown must bechecked to be sure that the data shown are in agreement with if. local building codes, local climatic records for wind or srrow loads, project specifications or special applied loads. Unless shown, truss has not been designed for ! storage or occupancy bade. The design assumes compression chords (top or bottaml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' 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 fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to mallet a continuing rsponsib0lty for such ven- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not beinstalled wen knotholes, knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing Con- e nectar plates shall be located on both faces of the truss with natls fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' king. A ex8 plate is 6- wide x T king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the oentrold of the webs unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown ',. and nay need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fab.icated 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 & Bracing', HIS-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 andplumb pos- Kim and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donnhw(ng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professlonal advice stall be sought if needed. Concentration of con 1ructbn bads greater than the design bads shall not be applied to trusses al. any time. No loads other than the weight of the erectors shall be applied to truss- until after all fsstening and bracing Is completed. .its: ml(LIMilQN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Eacl L= 58.0 ft W= 12.6 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/608 at JOINT # 5 L=-0.24" D- 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB = 1.00 4-5-10 0-6-1 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14r-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 262# TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 1 3 1694 1.00 - 4 -203 0.30 35# � 87# r3.33 1.68 I 1 11- 6 5 367N 9.56" 1�(R1-10-7� 12-6-10 EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1-19 55 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysts 11UAKNINU: 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 trues members only to reduce buckling made to anchor lateral bracingat ends ands determined blength. Provisions must be Additional bracing of the overall i structure may be required. d.((SeeeHIB-91 of TP a building designer. (Truss Plate institute, TPI. Is located. at 583 D'Onofrio Drive. Madison. Wismns(n 53719). JOB PATH: C:ITEE-L0KV0BSURLK TI: R 1 =___=___ =====Joint Location= = — — ========-- 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------ --- Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 - --MAX. REACTIONS PER BEARING LOCATION----- X- Vert 1 546 Horiz 01 Uplift Y-Loc TOP Type 366 "21 B 262 BOT PIN 0-6-6 T 1-7-12 I 2-6-5 547# 22..50 I 64# 40 (RO-8-5) scale = 0.4437 Eng. Job: Dwg: Dsgnr: TLY Chk: : A L C Truss ID: R1 Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV: TOTAL 33.0 psf 5 /TCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for 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 sp, cifk Project and accepts no responsibility or exercises no control withregard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPr 1-1995 and NDS-97 to be Incorporated " Part of the building design by a Building Designer (registered architect or professional engineer). wben reviewed for approval by the budding designer, the design loadings show must be checked to be sure that the data shown are in agreement with the foal building codes, local climatic records for wind or snow bads. Project speef(lations or specialapplied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top m bottom) are eonum, ousy traced by sheathing unless otherwise specffkd. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should he braced at a maximum spacing of I(Y-0" o.c. Connector Plates shall be manufactured from 20 gauge hid dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mlhd a continuing responsibf tty for such verl- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. ation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut. for tight rating wood to wood beartng. Con- nector plates shall be located on both faces of the truss with nails fully Embedded and shall be sym. about the joint "Ices otherwise shown. A 5x4 plate is T 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 atzes are mfnanum sizes basedon the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss la 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 ImtaWng 8. Bracbtg'. 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- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Precautionary action for trusses requires such tanporary bracbng during Installation between trusses to avoid toppling and domtnoing. The sujxtviston d elecUrsonsml oftrusses shall be under the control of pe experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction bads grater than the design loads shall not be applied to Cusses at any Zinc b No ads other than the weight of the erectors shad be applied to d trusses until after afastening and bracing Is completed. Jo: AKulVt7lVN K J&4 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 1 422# 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 WO: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI S QTY:2 ====__===-====Joint Locations==========.=— 1) 0- 0- 0 3) 6- 0- 8--------- 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION-;--_ X-Loc Vert Horiz Uplift Y-LOC Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Rncl L= 58.0 ft 14= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 _ 2 G 000 2-2-8 1-4-2 I 3.00 i 0-8-0 —B i $-4-8 4 248# 8.00" 3 1-1-9 127A .50" 6 0-8 76t1 .$0" I (R1-1-7) ErTn — EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -11-4 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA DROVIEDOXI-92766 Design: Mxrfz Aradviis TT1AKn1r4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing show on this drawing 1s not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the budding designer. Bracing shown is for lateral. support of truss members only to reduce buckling length. provisions must be -toed locations determined by the building designer. made to anchor lateral bracing at ends and spec Additional bracing of the overall structure may be required. (See HIB-91 of TPfI (Truss Plate Institute, M. is located. at 583 D'onotrio Drive, Madison, Wisconsin 537191. JOB PATH: C:1TEE4,0KU08A4RLK Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe•Nails scale = 0.5459 Eng. Jab: : A Dwg: Truss ID: S Dsgur: TLY Chi;: Date: 10-04-02 TC Live 16. pfDurFac - Lr.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 0 - 1 _ 1 HCS: 0& 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT u.Li. WO: ARLK WE: DESIGN INFORMATION This design is for an Individualbuilding component and has been basedon information provided by the client The designer disclaims any responslbftity, for damages as a mutt of faulty or ircorrct infunt ation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomtatlon as R may relate to a spe- clfk projectand accepts no responsibility or )cliches no control with reprd to fabrica- tbn- handling, shipment and trtsta8ation of trusses. This truss has been designed as an individual building component in aecwdamce with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engirt-ri. 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, projectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes canpresslon chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be rnanufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grad! 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confortuance with the fabricator's plans and to realm a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing Wore cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shag be cut for Light fitting wood to wood tearing. Con- nector plates shaft be located on both facts of the truss with nails fully inbeddedand shag be sym aboutthe joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is T wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web —fibers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sloes based on the form shown and pray need to to increased for certain hand- ling and/or eteclfon stresses. This truss Is not to be fabricated with fire retardant treated Imnber unless otherwise shown. For additional i nfomstkrn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconunendatbns are to be followed. In accordance with -Handling installing & Bracing'. HIB-91. Trusses are to be handled with particular we during banding and bundUn& delivery and. Installation to avoid darrrage. Temporary and per —nit bracing for holding trusses in a straight and plumb pos- It on and for resisting lateral form shaft be designed and installed by others. Careful hand• Iftng Is essential and erection bracing is always i required. Normal precautionary actionfor trusses requires such temporary bracing during insiaftation between trusses to awold toppling and dominoing The supervision of erection of trusses shall be under the control of persons experkrtced in the installation of trusses. Professional advice shag be sought if needed. Concentration of mmLrucum loads greater than the design loads shag not be applied to trusses at any the. No loads other than the weight of the erectors shag he applied to tosses until after all fastening and bracing '.. b canpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2X4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 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 3-0-0 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. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Types Encl L= 40.0 ft W= 6.7 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 0 0.56 4- 3 0 0.18 TI: S1 ====_____= ===.loi.nt Locations=============== 1) 0- 0s 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type- 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# 6-8-0 1 2 2X4 LA,* 0 220# 8.0011 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNESSA DR.Ov(EDO.F1.3]766 Design., Matrix Analysis UYF►KNINGS 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 si alar bracing which is a part of the building design and width must be considered by the building designer. B acing shown Ls for lateral support of truss members only to reduce buckling length.. Prnvlslom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall tr ay ay be required. )See HIB-91 of TPq. rfruss Plate Institute. TPI, is betted at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PATH: C.•ITEF_-LOKV001ARLK I VA 2X4 220# 8.00" Studs a 2-0-0 o.c. scale = 0.7000 Eng. Job: RL' Dwg: Truss ID: S1 Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - L r 1.25 TC Dead 7.0 psi 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. - 83 -10 RCS: 08 20.02 i ' JB: ARLINGTON K 3&4 AC: 104 UPLIFT D.L. WO: ARLK WE: TI: T QTY:2 DESIGN INFORMATION Thb design is for an Individual building component and has been based on dnform"k7 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 lids 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 tnstagation 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 (registered architect or professional engleer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown., thus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid calling, they should be braced at a maximum spacing of Ia-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES j Prior to fabrication, the fabricator shall review thb drawing to verify thatthis drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- /: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 rating wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with naLs fully imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6 wide x 8" long. Slots tholesl run parallel to the plate length. specified. Double cuts on web members shag meet at the centrold of tie web* unless otherwise shown. Connector plate sizes are minimum sires based on the forces shown and may need to be increased for certain hand - Ling and./or erection stresses. This truss is not to be fabricated with fire 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 @ Bractrie. NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and I stallatbn to avoid damage. Temporary and pem went bracing for holding trusses in a straight and plumb pos- N1on and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and ereNton bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Wtallatbn between trusses to avoid toppling and dominoirg. The supervblon of erection of trusses shag be under the control of persons experienced in the installation of trusses. Pmfe tonal advice shag be sought If needed. Concentration of construction bads greater than the design loads shall notbe applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after aU fastening and bracing I. 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 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 136 pounds of horizontal reaction .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 __----- -===Joint 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 Typ6 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 HOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, 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= 4.7 ft Truss in It7T zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 11 1 2 6.00 3.00 I 0-8-0 r 4-0-8 4 3 205# 8.00" 98# 2.50n 1-1-9 le w� 4-8-8 60# 2 50 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 wANNE55A DR.OVIEDGXL32766 Design: Marra Analysis Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr.- TLY TC live I Chk: 16.0 psf : ARLK Truss ID: T Date: 10-04-02 DurFac - Lbc 1.25 Bracing shown on this drawing b not erection bracing wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 - which is a partof 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. ProvWons must be BC Live 0.0 psf O.C. Spacing: 24.0" P 9� 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 H16 -91 of TPQ. BC Dead ea . 100 [ p5 . .Design Criteria: TPI ft'russ Plate institute. TPI- is located at 583 D'Onofrfo Drive, Madison. Wisconsin 53719). Cade Desc: FLA TOTAL 33.0 Psf V" 9 5.0 - 3-108 JOB PATH: CATEE-LOKUOBSUM-K HCS: 08.20.02 JB: ARLINGTON K orst-i AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dlscbtrns any responsibility for damages as a result of faulty or incorrect Information. specifications andlor designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cl(k project and accepts no responsibility or exercises no control with regard to fabrics- . Lion, handling. shipment and Installation of trusses- This truss has been designed as an individual building component in accordance with ANSI/TPI 1-19M and NDS-97 to be incorporated as padof the building design by a Building Designer (registered archtted or professional engincert. 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 loads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rod ceiling. they should be braced at a maximum spacing of 16'-O" — Connector plates shall be manufactured horn 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES prior to fabdmtion, 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- firrtion. Any discreponcles 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 imbeddedand stall be sym. about th<joi nt unless otherwise shown. A 5x4 plate Is 5- wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (how) 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 force shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss (s not to be fabdnted 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 "liandifng Installing & Bracing', HI" 1. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to aw(d damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces had be designed and tnstalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precaution my action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and dominomg The supervision of erection of trusses shall be under the controf of persons experfenced 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 tape. 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 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-6-3 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the call "ite 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 _=__=_=_======Joint Locations=====_=====_ == 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type• 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 B1d Type- Encl L= 58.0 ft W= 3.4 ft Truss in INN zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req 3-4-8 Ilk I 2 6.00 1-6-8 0-8-2 1 3.00 I 0-8-0 1 2-8-8 4 1-1-9 161# 8.00" 70H 1.50" (6 3-4-8 441/ 50 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) 321-39I3 TOMAS PONCE P.E. LICENSE #0050068 WAKMIN44: 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 b—tng, portal bracing or similar bracing which is a pad of the building design and which must be considered by the building designer. Bracing shown is for lateral support of I—" members only to reduce buckling length, provision must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of lire overall structure maybe required. ISee HIB-91 of TPII. (Tnss Plate Institute, TPI, is located at 583 D'Orlofrio Drive, Madison, Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale em 0.8355 Truss ID: U Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA Design. • Morris Analysis JOB PA771: CATEE-L0KV0BS1ARLK TOTAL 33.0 HCS: 0& 20A2 JB: ARLINGTOtq ti 3&4 AC: 10# UPLIFT D.L. I DESIGN INFORMATION This design is for an individual building component and bass been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty car incorrect trdotmatfon, 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 pmoject and accepts no responsibility - exercises no control with regard to fabrica- tion. handling, shfpment and installation of trusses. This truss has been designed as an Iridivlduad building component in accordance with ANSf/TPI 1-1995 and NDS-97 to be incorporated as part of the building designby a Building Designer (registered.-cbitect. or professional engineer). When rsvleutd for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom. chords In tension am notfully braced laterally by a properdy 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 galvanized steel meeting ASTAL A 653. Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing 1s in eunforrance with the fatirkatmr'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. lints or distorted gain. Members shall be cut for tight fitting wood to wood bearing Con- nect— plates slab be located on both faces of the truss with Watts fully unbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is Sr wile 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 cerrtrold 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 arM.lor erection stresses. This trans is not to be fabricated with fire retardant treated lumber unless otherwise shown. Por additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AM bracing and erection. meconmrendatwns are to be followed in accordance with `Handling Installing & Bracing'. HIB-91. Trusses are to be handledwith 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 tones shall be designed and installed by others. Careful hand - Wig Is essentlal and erection limcing is always required. Normal precautionary action for tosses requires such temporary bracing during installation between trusses to avoid toppling and dtmninobtg. The supervision of erection of tresses shall be under the contrul a persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shaft not be applied to tosses at any time. No loads other than the weight of the erectors shah be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 - HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction 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: AKLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ceagiosite 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. 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= 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 19 0.06 4- 3 -7 0.04 Face = 0-3-12 T: V ATY:2 ==============Joint Locations=====--=-==-=-- 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER HEARING LOCATION--'-- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -179 HOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCEMMULE: Support 1 179# Support 2 125# Support 3 4# 2-0-8 1 2 6 0000 3.00 I 0-8-0 i 1-4-8 4 3 _ 114# 8.00" 48# 1.501r 10-10) 1 2-0-8 19# 50rn EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1-11-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marrtr Analysis TWAKlrIl1V4: 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 emctlon bracing, word bracing, porial hiacing or stmils bracing. which s a part of the building design and which mustbe considered by the building designer. Bracing shown Is for lateral support of truss. members only to reduce buckling kngth. Provisions must be made to anchor lateralbracing at ends and specif ed locations determined by line building designer. Additional bracing of the overall structure maybe required. (See HIB-9l of TPq. frmss Plate institute, TPI, is located at 583 D'Onofrdo Drive. Madison. Wisconsin 537191. Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf scale = 1.1458 Truss ID: V Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PATH: C9TFE-WKV08S14RL8 HCS: 08.20.02 JB: AR.;::JGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibtlity 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 with regard to fabrt-- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engkmed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the datashown. are 1" agreement with tire local budding codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. tr uss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom. chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-(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 fab ti ator shall review this drawing to verify that ails drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such v i- 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. omits 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 ."It at the centrold of the webs unless otherwise shown. Connector plate sizes arc 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 fin retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES Ali bracing and erection recommendations an to be followed in accordance with "Handling lmtaWng & Bracing'. HIB-97. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusts In a straight and plumb pos- Ition and for restating. lateral forces shall be designed and Installed by others. Careful hand - it" is essential and erection bracing Is afways requited. Normal precautionary action for Cusses requires such temporary bracing during installation between trusses to avoid toppling and domhroing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought U needed. Concentration of comstructlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the eredom shall be applied to trusses unto after all fastening and bracing B completed. TOP CHORDS: 2x4 SP #2 - BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" 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 1 2-7 T : ARLK 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 moist be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 £t, I= 1.00, E:cp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 0.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 fe 1-1-9 j (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOM'AS PONCE P.E. LICENSE #0050068 1005 VANNESSA UROVIEDOXI-32766 Design: M,9- Analysis TI: W QTY:2 _== -- -- = T0int Locations=======_==== 1) 0 2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 7-3-2 16 20 -44 Top FIN 0- 4- 0 76 24 -143 BoT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# y 0-9-0 'I 1 2 6 0000 0-10-14 0-9-0 4 31 77# 8.001' 17# 2.50" -- 0-9-0 8# 2.5 ' 0-0-1 C/L: 0-7-11110-0-1) Over 3 Supports WAK11141MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the budding designer. Bracing slruwn is for lateral support of truss members only to reduce buckling length. Provislom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-9l of TPI. fr uss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:I7"EE-L0KV08A4RLK Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 1.7484 Truss ID: W Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS, 08.20.02 DESIGN INFORMATION This designis for an lndMdual building component and has been based on Information. providedby the client. The designer d&.kkaa any responsibility for damages as a result of faulty or incorrect Informaton, specifications and/or designs furnished to the trus designer by the client and the correctness or accuracy of this information as A may relate to a. spe- cific project and accepts no responsibility or exercises no control with regard to fabrka- tlon, handling, shipment and installation of trusses. This truss has been designedas an Individual budding component in accordance with ANSift'PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (mglstered architect, or professional englneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local chmatic records for wind or snow loads. proJect specifiations or spectai applied bads. Unless drown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chards In tension are not fully braced laterally by a properly applied rigid cedIn& they should be braced at a maximum spacing of lv-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertify that this drawing is in conformance with the fabrkatoe. plans and to realize a continuing responsibility for such veri- fi atiom Any dlscrepancles 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- necior plates shad be located on both faces of the truss whb 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 G' wide x 8" long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown, Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain had - ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quaily Control refer to ('. ANSI/TPI 1-1995 I PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing'. HIS-9 1. Trusses are to j be handled with particular care during banding arid bundn.9e delivery and Installation to avoid damage.. Temporary and permanent bracing for holding (ruses in a straight and plumb pos- aron and for resisting lateral forces shall be designed and installed by others. Careful hand- 11ng is essential and erection bracing Is always required. Normal precautionary action for (susses requires such temporary bracing during installation between trusses to avoid toppling and durdnoing. The supervision of erection of trusses shall be under the control of pennons experienced in the installation of trusses. professional advice shall be sought If needed concentration of construction loads greater than the design loads shall not be applied to trusses atany time. No bads other than. the weight of the erectors shall be applied to trusses until after ad fastening and bracing is completed. .su, nRut1fvfvry R .5dc4 -, ,: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. SLR: 2x4 SP #3 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- 40.0 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=-0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 4-5-11 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result Of =11tiPle 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 1 448# Support 2 518# TC... FORCE ... CSI .-W... FORCE ... CSI 1- 2 -998 0.54 6- 5 920 0,22 2- 3 -964 0.62 5- 4 55 0.17 1 4.00 2.00 1 16 Ltr 433# 8.001r 5 1-7-2 (RL-7-0) 10-8-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design' Mornx Analysis TMlkninLi: 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 thebuilding 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 tilB-,I1 of Tpl). (Truss Plate ImUtute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PA771: CATEE-LOKUOBSVIRLK TI: X QTY:12 -----===Joint Locati0ne========7 _=7 === 1) =0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 Top H-ROLL, 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# 2-6-5 �� 358# 2.5011 (RO-2-IS) scale = 0.4694 Eng. Job: Dwg: Truss ID: X Dsgur: TLY Chi: Date: 10-04-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 .113: AKLING101-r K 3&4 AC: 10# UPLIFT D.L DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any respom ibWty for damages as a result of faulty or Incorrect Information. spectikattons and/or design furnished to the truss designer by the client and the correctness or accuracy of this Infuriation as it may relate to a spe- cilk project and accepts no responsibility or exercises no control with regard to fabrfa- gon, handling, shipment and Installation of tnsses. This truss has been designed as an Individual building component in accordance with. ANSI/TPI 1.19% and NDS-97 to be Incorporated as part of the building. design by a Building Designer (registered ambited or professional engineer). When reviewed for approval by the Wilding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local ctinatfe records for wind or snow loads, Protect spee8kaflo is or special applied bads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottoms are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a j maximum spacing of I(Y-0" o.e. Connector piates shall be manufactured from 20 gauge hot dipped galvanizedsteel 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 I. in conformance with the fabricator s plans and to realize a contirruing nsponstbility far such vett- fkatlon. Any disampancles are 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 tooted 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" king A 6x8 plate is 6" wide x 8" long. Slats (holes) run parallel to the plate length specified.. Double cuts on web members shag mat at the centrold of the webs unless otherwise shown. Connector plate sizes are mmlmum ales based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Ls not to be fabricated with. if- retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/T'PI 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 are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straightand plumb pos- Klan and for resisting lateral forces shall be designed and installed by others. Careful hand- ling b essential and erecllonbracing is always required. Normal precautionary action for trusses requires such temporary bracing during Wtallation between fusses to avoid toppgrig and domhrming. The supervision oferection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be appliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 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 1 238# MAX LIVE LOAD DEFLECTION: L/427 at Mid -panel # 3 L=-0.29" D= 0.06" T'=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 0-6-6 sm WO: AKLK 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. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, 2= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L- 40.0 ft W= 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 1111 0.57 5- 4 -1238 0.40 2- 3 -94 0.46 4 0000 TI: X1 ATY:2 == =�7--- 0int Locations============ 11 0-0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ---MAX" REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -258 Top H-ROLL 0- 4- 0 399 238 -427 BOT PIN 10- 1- 4 246 0 -243 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 427# Support 2 258# Support 3 243# 2.00 I 0-8-0 I 9-7-0 fl 400# 8.00" 4 1-7-2 sL (R1-7-0) }" EXCEPT AS S11OWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050008 t00.5 VANNESSA D20viEDOXI-32766 Design: Mmrnx Analysis 2-44 1-7-3 i 80# 2.50" 10-3-0 247# "50" Over 3 Supports C/L: 1-1-4 scale = 0.4971 WA1IC11 HMV: READ ALL NOTES ON THIS SHEET. Eng. Job: W 0: RL A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X1 CONTRACTOR. Dspw: TLY Chk: Date: 10-04-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr", 1.25 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which 1.a part of the bufidtng design and v+hh h must be considered by the building designer. Bracing TIC Dead 7.0 psf Durfae - Pit: 1.25 - shown Is for lateral support of truss members only to reduce budding length. Provisions must be made to anchor lateral bracing »t ends and specified locations determined BC Live 0.0 psf O.C. Spacing: 24.0" by the building designer. Additional bracing of the overall structure may be required. (,See IJIB-91 of 9pI). BC Dead 10.0 p$f Design ig n Criteria: TPf fltuss Plate Institute, TPA. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. Code:t Code Desc: FLA TOTAL 33.0 psf - -1 1 JOB PATH: CATEE-LOWOBSIAXX HCS: 08.2a.02 .III: ARLINGTON K 3&4 AC. 1 0# UPLIFT D.I. 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 mutt of faulty or Incorrect Warr allon, specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information As It may relate to a spe- cif c project and. accepts no responsibility or exercises ne control with regard to fabrica- tion. handling, shipment and. Installation of trusses. Tits truss has been designed as an individual building component in accordance with ANSUTPI 1-19% and NDS-97 I. be Incorporated As part of the building designby 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 cWnatit records for wind or snow loads. project. specZtIo s or special applied loads. unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) an continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigjd ceding,they should be braced at a maxta um spacing of IO'-0 O.C. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thus drawing is in conformance with the fabrfcator's plans and to realize a continuing responsibility for such veW fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fining 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- burg. A 6x8 plate is 6- wide x 6" king. Skits (holes) nun parallel to the plate length specfied. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes Am minmnum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire 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 d 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. Ilionand for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is abvays required. Normal precautionary action for trusses requites such temporary tracing during Installation between trusses to avoid toppling and (kr111ruNng, The supervision of erection of Erases shag be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed.. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors stag be, applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 454# MAX LIVE LOAD DEFLECTION: L/600 at Mid -panel # 2 L=-0.14" D= 0.02" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-2-12 7 0-661-6 Face = 0-3-12 0-" ARLK WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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= 40.0 ft W= 7.2 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 -137 0.63 4- 3 -13 0.41 2.00 1 TI: Y QTY:2 =__-a==-aa Joint Locations_ _____________ 1) 0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 172 0 -454 TOP H-ROLL 0- 4- 0 308 253 -398 BOT PIN 7- 1-12 67 0 0 BUT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULM. t Support 1 253# I Connection by others. 308# 8.00" 3' I 1-6-0 172a 2.50" f" (RI-5-3) a 7-3-0 67N 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TP1 1-1995 Over 3 Supports C/L: -1-12 s scale = 0.6502 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNIES,4A Dn.OVIEDO.FL32766 Design. Mara Andfysis wAKNINI is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing H not e_it.. bract.& wind bracing, port.;] bracing or similar bracing which is a part of the building design and wAnch must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be [Wade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overallstructwe maybe required, (See Hi6-9l of TPiI. rf uss Plate Institute, TPi, islocated at 583 D'Onefrto Drive, Madison, Wisconsin 537191. JOB PAIN: C.1W-L0KV0BSV= Eng. Jab: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: Y Date: 10-04-02 DurFac - Pit: 1.25 - O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 Jb: ARLINUIUl-: K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual budding component and has been based on information providedby the clfent. The designer disclaims any responsfi llty for damages as a result of faulty or ircoreet. Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- c9k protect and accepts no responsibility or exercises no control with regard to fabrlca- tfon, handing; shipment and installation of trusses. Tins truss has been designed as an Individual building component in accordance wal ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enginxr). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local chrnatic records for wind or snow bads. protect specafcatfons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoms are contlnu- ously braced by sheathing unless otherwise specified. where bottom chords in tenskrnare notfully braced laterally by a property applied rigid ceding. they should be braced at a Maximum spacing of 101-0- 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 conformance with the fabricators plans and to reatlze a continuing responsibility for such verf- flcatlon. Any discrepancies an to be put in writing. before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain.. Members shall be cut for tight fitting wood to wood bearing, Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate Is 6- wide x 8" long. Slots (holes) nun param to the plate length specified. Doubt- cuts on web members shall meet at the centrofda the webs unless otherwise shoaTr.. Connector plate alms arc 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 fabricatedwith fire retardant treated lumber unless otherwise shown. For additional iifonnauan on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing'. HIS-91. Trusses are to be handled with particular care during banding andbundling, delivery and installation to avokl damage. Temporary and permanent bra" far holding trusses In a straight and plumb pos- Rion 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 domimoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shad 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 2-2-11 0-6-6 AL WO: AKLK WE: Analysis based on SiMplified Analog Model. MULTIPLE LOADS -- This design is the colposite 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 I must be able transfer 82 pounds of horizontal reaction -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: Z =__ ====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, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eacl L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf IWact Resistant Covering and/or Glazing Req 4-3-0 1 2 2.00 --J 0-8-0 I 4 T_ 212# 8.00" L 1-7-2 (R1-7-0) e�t EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis 87# 2.50" — 4-3-0 — 54# 2I50" Over 3 Supports C/L: 4-1-12 scale = 0.9442 TWAKNIMU: 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 notemctlon bracing, wind bracing, portal bracing or similar bracing which le a part of the budding design and wlU! h must be c idered by the building desipmer. Bracing shown Is for Lateral support of truss inembers only to reduce buckling length. Provisions must be made to anchor lateral Frrariurg at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce HIB-9I of TPII. rFm" Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PAT71: C.ITEE-LOKUOBSURLK Egg. Job: Dwg- Dsgnr: TLY Chk: WO.Am. Truss ID: Z Date: 10-04-02 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: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-0 2- 8_ 123 HCS. 08.20.02 DESIGN INFORMATION This destgn 1s for an Individual building component and has been based on information provided by the elfent. The designer disclaim any responsibility for damages as a result of faulty or incorrect Information. specdlcatbns and/" designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spc- cifk pmjed and accepts no responsibility or areretses no corrtrnl wrh regard to fabrim- tion handling, shipment and installation of trusses. This truss has been designedas an individual building component in accordance wilt 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 bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes canpressbn chords (top or bottoml are continu- ously traced by sheathing unless otherwise specified. when, bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding,they should be braced at a mexinum spacing of W-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASCM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify thatthis drawing is in conformance with the fabriaatm 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 shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Wing woodto wood bearing. Can- neetm plates shad 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 5' wife x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sues Lased on the forces shown and may need to beincreased for certain hamd- dnbg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing. & Bracing', HIS-9 1. Trusses are to be handfed with particular cue during banding and bumdlfng, delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pcs- ition 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 damino(ng. The supervision of erection of trusses shall be under the control of persons experienced In the installationof trusses. Professional advice shalt 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 shad be applied to trusses until alter all fastening and bracing is cornpkted. JB. ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 1-4-7 T 0-6-6 WO: WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All C'OMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: Z1 __ ===_ ==.Toint Locations=====_=___==__= 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION--_-_ X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 2.00 I 0-8-0 Plate Height l4 i-0-4 = 0-2-1 1-7-2 1 138# 8.00" 48# 2.50r' I (R1-7-0) -T-- 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 VANNESSA Dm.OViEDO.f'L.32766 Design: Matrix Analysis 1-8-4 WAKMIMl4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcftng 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. sracfng shown is for lateral support of truss members only to reduce buckling length. Provisions must he made to ancinor lateral bracing at ends and specified locations detennired by the building designer. Additional. bracing of the overall structure may be required. (See I IIB-9 t of TPW UrU5S Plate institute, M. is located at 583 D'Onafrb Drive, Madison. Wisconsin 53719). JOB PA771: C.1TEE-L0KV0BSV1RLK scale = 1.5329 Eng. Job: , ARLK Dwg: Truss ID: Z1 Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 - BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V• .05 d -6849-124 i1CS: 08.20A2 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLIy,GTON 4Wq Builder: MARON HOMES Address: ��[,�� � (i(,lQ.t� Permitting Office: ���, City, State: Permit Number: a Owner: ELE RIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 11.00 4. Number of Bedrooms 4 _ b. N/A _ 5. Is this a worst case? yes - _ 6. Conditioned floor area (W) 1875 W c. N/A 7. Glass area & type _ a. Clear - single pane 196.0 ft2 - 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 f12 _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft2 - b. N/A 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A b. N/A - c. N/A - 14. IIot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Iusul, Exterior R=4.2, 1132.0 ft2 _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 196.0 112 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, 2085.0 ft- _ 15. HVAC credits PT, b. NIA _ - (CF-Ceiling fan, CV -Cross ventilation, c. N/A IIF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED B 4�d DATE: MAR 21 2003 I hereby certify that compliance with th OWNER/AGE ilding, as designedlis in DATE: MAD 2 12003 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATEi 04vUE sr�r� O,t EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 62.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 Exterior 1132.0 0.70 1.90 137.2 2150.8 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1132.0 196.0 1.16 1.00 1313.1 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 17.0 Exterior 40.0 1.60 4.80 27.2 192.0 Exterior Insulated Adjacent Wood Exterior Insulated 20.0 17.0 20.0 4.80 2,40 4.80 96.0 40.8 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) Raised 0.0 -31,8 0.00 -6296.4 0.0 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge(& DCA Form 60OA-2001 EnergyGauge®/FlaRES-2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 357316 66 Summer As -Built Points: 38097.4 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) 35736.6 0.4266 15245.2 38097.4 38097.4 1.000 (1.087 x 1.150 x 1.00) 0.310 1.00 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeT"' DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS 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 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Bass Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA-2001 Energ yGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 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) 5165.4 0.6274 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0,950 0.950 4594.7 4594.7 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge(DRaRES-2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water' = Total Points Points Points 15245 3241 10256 28742 14025 4595 9705 28325 PASS l�C0 EnergyGauge7l' DCA Form 600A-2001 EnergyGauge sORaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , T , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss 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, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606. 1.ABC. 1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. GA.22 ATHFR PR1=cf10t!aT1 = ur-ACr 10=e ��...�.• �... ..... ..-_.._�_J_J v.. �__:J_____ . _: COMPONENTS ____ _,.,. .._. T.. .-.�.-.�-. SECTION •.....�. •�v ..•v- v. .a�Yvv.w�.� M e.. 1iiw'71MW"T %Fo. 11 REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must beprovided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. _ Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se agate readil accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New i 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 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) _ 1875 W c. N/A 7. Glass area & type a. Clear - single pane _ 196.0 ft' v 13. Heating systems b. Clear - double pane 0.0 ft, - a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 f? d. Tint/other SHGC'- double pane 0.0 fe b. N/A 8. Floor types _ a. Slab -On -.Grade Edge Insulation R=0.0, 198.0(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, 1132.0 W b. Frame, Steel, Adjacent R-11.0, 196.0 ft- b. N/A c. N/A d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 W 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft e RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Codqcom fe t Builder Signature: Date: MAR 2 1 2003 Address of New Home: City/FL Zip: PT, Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 TSE S 14 *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is -!Iota Building Energy Rating. if your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar''f designation), your home may qualify for energy effcieney mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rczting. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about_ Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21)