Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
110 Dominion Ct 03-1723 SFR
ty t7 PERMIT ADDRESS L,-��, �;�-� SUBDIVISION En r- CONTRACTOR PERMIT #�` _ ` 1� DATE ADDRESS Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F PERMIT DESCRIPTION Q ' Orlando, FL 32810 CRC058496 PERMIT VALUATION 407-475-9112 e PHONE NUMBER SQUARE FOOTAGE �� PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR to > t > � v MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE 7`1 ' »21d CITY OF SANFORD'PERMIT APPLICAT ON -.-cSJ Permit No.: �- \—) ;� - Date: 04/29/03 Job Address: 110 DOMINION COURT Lot: 33 Parcel No.: _ 33-19-30-50S-0000-0330 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: 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.: 407-475-9112 Fax No.: 407-475-9115 Contractor: RUSSELL KEITH SUIVEWERS Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407-475-9115 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. 04/29/03 "' 04/29/03 Signat r of wrier, gent Date Signature of ontr or/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name L*4L. -e-2 L-� 04/29/03 04/29/03 Signatu of Notary-S-tate of Florida Date Signature of Notary -State of Florida Date OF << DEBBIE TIME 0 oTARr o MY Comm Exp. Y/ 5 ��o� Fto9 DEBBIE TIME 0 PUBLIC � NOTARY o My Comm Exp. 2J5/05 No. CC 999378 a Puauc ' No. CC 99937$ b + t 1 Otlw I.D. Peno"y wtown I I Odw I D. 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 Special Conditions: 'S .►' = 5-- 3 Date: 04/29/03 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida 3 ----------------------------- Address of Job: la-DW Electrical Contractor: Residential: DANIEL G. PUGLISI Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 5-0 3 pa New Commercial: AMP Service Change of Service: From _ _ AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: `f s. oa By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Applic s Signature _________ _ 0001663 __ State License Number hr rpm I k tyw CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 110 Dominion Court Lot: 33 Panel: 6 Mechanical Contractor: GARY CARMACK ------------------------------------------------ Residential � _____ Non -Residential Amount INature of Work: ication Fee: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number `•Rr MiflA.lieh iya`-. nux,�r. ra CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ----- 11Q Dom-i Lion—C-o !It___ -____—_________Lot_ 33_ Panel_ 6 Plumbing Contractor: _______WILLIAM T. SELF Residential: _ V _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential LS2.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant's Si ture CFC057039 State License Number PLOT PLAN for. DESCRIP77ON: RECORDED IN PEA T B a 5' la 2a GRAPHIC SCALE MARON"�A HOMES, INC. wo LOT 33, CROWN COLONY SUBDIVISION oox 61 PAGE(S) 7C thr'u 76 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA 58904911 1 "W 79.59' 5CA12a ��T•z-------N�j7 F I DOGWOOD DRIVE 1 FNG 15'U.E. FLOORS B VATiON — — — `— — — MU! T BE p,FiOVE CROWN OF ADJACE '�` ROAD UNLESS OTNE ti I. -,—APPROVED I so.a comotm PATIO 28.aT .. . d 34 F I �• LOT ^, e 4o.oa N � j .W i I 3 MODEL: ARLINGTON ' g • (4-2) BLOCK LU CD I' O ELEVATION FLOOR D WNA EO E7,A6 .. O I CONCRETE PA IO O N I I 23.oa 1 9, ' C1 R-50.00' A—2&3630" ARC— 24.97' Ch. =24.71' CH.BRG.= 5G I °52'43"E DOMINION cp COURT IF I CO"c zowl DRIVEa.s 69 0 I 0�� J 10.00' C� O LOT 32 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. BUILDING SETBACKS Go FRONT: 25' E �G.O REAR: 20' SIDE: 7.5' SIDE STREET: 20, BUILDING LINE: 60' LOT 33 CONTAINS 9.971 SQUARE FEET/0.229 ACRES +/- FLOOD CERTIFlCATION NOTES: BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF MANAGEMENT AGENCY FLOOD INSURANCE DOMINION COURT BEING N22VO57'W RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN SHOWN HEREON DOES NOT LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING y THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT. RADIUS POINT THIS STRUCTURE LIES IN ZONE " Jf ; 3. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO, 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED EFFECTIVE DATE. APRIL 17. 1995. IN THE FIELD. MAP REVISION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVAVaVS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER AMA i IERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREV A71ONSA.EGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSiNE55 CH,BRG.- ORD BEARING S.&U.E.-SIDEWALK d UTILITY EASEMENT D.U.rtS.E.-DRAINAGE, UTILITY d: CENTERLINE A/C -AIR CONDITIONER PAD aDELTA CENTRAL ANGLE) D.&U.E.-DRAINAGE k UTILITY EASEMENT SIDEWALK EASEMENT e7'A TONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED OR►o CEN51:D STURE UND RAISED SEAL. OF RVEYOR AND MAPPER ,�y��' • l-""�_ �+A REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGI OOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COA/ OOMINICK F. CAVOr lE - PRESIDENT FLORIDA SURVEYOR & VAPPER NUMBER 2005 I LICENSED BUSINES`; NUMBER L.B.5073 I PLOT PLAN 3-27-2003 1 CB LOT by CHIP cAOD W.0.2003-3998 FILE: cROWNca33.owG CITY OF SANFORD .BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 33 Subdivision: CROWN COLONY Property Address: 110 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for struchares (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). IF] c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x 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. aO 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. M h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. ❑O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 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: Tuesday, April 29, 2003 SIGNATURE: (B r or Authorized Agent) ALaronda Homes ===j AN EASILY OBSERVABLE BETTER UALUEI 1101 NORTHKELLERROAD, Sum..-F • ORLANDo, FLoRiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 33 110 Dominion Court. RUSSELL EI S MERS, 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. 1(ex;-w DEBBIE TIME MY Comm Exp. Y/5/t)5 No.CC 999378 aUyWw+m tt00w1A NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc U. o o� U0 4190 El Waz Z.r0 9ENME M CERK OF CI6CUIT COURT 9K 04A00 PG 1222 CLERKS R 2003671866 RE I)MB 04/30/2003 04121135 POP RECDRDINB FEE9 6.00 WXDRDED BY N Weldon NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0330 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 33 110 Dominion Court: Subdivision: CROWN COLONY General Description of Improvement _ Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) V CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America. NA, 750 S: Orlando Ave., 0102, Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1" St., Sanford....FL 32771 Fax: 407-330-5062, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates _ or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) RUSSELL KdOH46mMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this IRA, l pa, I ��LNotary Public dayof _,200� jipR 0 Elk; GE{tT1f1E9 COPY Of F10 DEBBIE TIME tJE �{) euc M�'om comet Up, ?rsros CIRCUIT COuiYM vu No. CC 999878 t ERK - FLOItt� w� t � o�n. �.o. MINOLE. C4UN�• CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 110 DOMINION CT for which permit 03-00001723 has heretofore been issued on 5/07/03 has been completed according to plans and specifications filed in the office of the Building Offici 1 p or to the issuance of said building permit, to wit as complies with all the building, plumbing, ctrica zoning and subdivision regulations ordinances of the City of San ord and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In - b-0 4pLines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage \\ 4-0 \ Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs\- V3 �• Lights _ Storm Sewer Driveway _ Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 5/07/03 10.00 01-APPLCTN FEE -BUILDING 5/07/03 10.00 01-APPLCTN FEE -MECHANIC 5/07/03 10.00 01-APPLCTN FEE -PLUMBING 5/07/03 10.00 02-ENGNG DEVLPMT FEES 5/07/03 10.00 01-FIRE IMPACT - RESIDENT 5/07/03 59.27 01-LIBRARY IMPACT FEE 5/07/03 54.0'0 01-OPEN SPACE 5/07/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 110 DOMINION CT for which permit 03-00001723 has heretofore been issued on 5 07 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 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 OWNER BUILDING CIAL DATE 1 • 1 1 1 j � 1 • 1 1 1 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE; 1\- aN -o y? w a. 4A t• PERMIT #: -s-naj ta W 1: m i ADDRESS: \\ .:1� 9r� oar-,r*� - + CONTRACTOR: - PHONE #: -1b`1 W) 77 The building.41vislon 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 i �,.. tillt es 0 Fire 1p, Works O Zoning f\ OLicensing CONDITIONS; (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCA 1 E OF OCCUPANCY REQUEST FOR FINAL INSPECTIC& ***SINGLE FAMILY RESIDENCE* DATE: C .r PERMIT : CJ . n a ADDRESS: 1\ CONTRACTOR: PHONE # `1- LA") -"*A\ ii The building division has prepared a Certificate of Occupancy for the above location and is requesting foal 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 DPublic Works Fire 1 Zoning � r OLicensing Y-\ 1 tc�- CONDITIONS: (TO Ed COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \\ -- � � ,.r PERMIT #: n 0 ADDRESS: �« CONTRACTOR: PHONE #: - Ly) --%\ 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. a . Engineering Fire \ blic Works P,�Q)rlGs OZoning t1 ` Utilities 0Licensing Y1 � t CONDITIONS (TO BE COMPLETED ONLY IF APPROVAL I5 CONDITIONAL) �. M I fla =,j kt(-f k;r* %�7U CERTIF'CATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** A , , " j IQ-. DATE: ©1 10 PERMIT #. - ADDRESS: k\S.8c� CONTRACTOR: PHONE #: - Ln f�) -(::k\\ The buildingAvision 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 k lic Works Il IZ4/v-;OZoning Y\ A Utilities OLicensing _- _ f�_ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 4 i ERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE; \\- )\ -cal r• PERMIT #: �_) ADDRESS: �\ CONTRACTOR: PHONE : LAC D - W"I t„, 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 Ov, .5--Jt ' 11 1 Public Works --".Utilities 0 Fire ❑ Zoning 0 Licensing c� CONDITION�SI.. (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTYFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: (L) PERMIT #: C �"1 J L) ADDRESS: \\ 0- CONTRACTOR: PHONE #: �ccl - Wn t' -Qma 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. -- g neering Rio . Public Works Utilities CONDITIONS: (TO Wo SI5 tau 0 Fire 0 Zoning t1 \ 17Licensing Y1 + BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) U AVONE LAND SURVEYORS Address: 110 Dominion Court 300, COUNTY ROAD 427 50UTH LONOW000, FLORIDA 32750-5499 TELEPHONE: (407) 530-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 33, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 33. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Donanick F. Cavone Florida I.&A Surveyor & Mapper Reg. No. 2005 Licensed Business No. 5073 11-6-2003 Date Fieldwork Completed W.O.# 2003-15229 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOgW INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE hnpoftt Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurww Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 110 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 33 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( ##° ##' ##.##" or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROM COLONY 112=4 SEWOOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREASED DATE B8. FLOOD ZONE(S) (Zane AO, use depth of Hooding) 12117C 0045 E 4t17195 4t17195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or vase flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' El Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I (Select the twilling diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, ARIAH, AR/AO Complete Items C3: a4 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 Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? Yes El No X a) Top of bottom floc (including basement a enclosure) �I. �fl.(m) o b) Top of next higher floc — _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) _ft.(m) o d) Attached garage (top of stab) o e) Lowest elevation of machinery andla equipment o g) Highest an�acenl(finished) grade (HAG) _. J(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (food vents) in C3.h _sq. in. (sq. cm) M y $o wm E J SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE TURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In two spaces, Copy the corresponding infomotion from Section A For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suk and/or Bldg. No.) OR P.O. ROUTE AND BOX NO., N Po6ky Number 4 CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AID AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3J only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are =red to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLOMDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KEI I R ROAD, SURE F ORLANDO FL 32810 DA COMMENTS 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordnance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FSMA4ssued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: --ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3301 33 110 DOMINION CT ORLN-CRC ARLB4 LEFT ARLINGTON B 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in arrordanrP with A-Rrl= 7_QA Thaaa 4riva a ern i.. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing ^ Reviewed No. of Eng. Dwgs:,59 Layout 10-7-02 L 10-4-02 L/ Roof Loads - VT 4-11-01 L1 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 L2 10-4-02 t,,/ A 10-4-02 M 10-4-02 AA 10-4-02 N 10-4-02 B 10-4-02 0 10-4-02 Total 33.0 psf BB 10-4-02 02 10-4-02 C 10 4-02 03 10-4-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" C1 10-4-02 P 10-4-02 CC 10-4-02 P1 10-4-02 D 10-4-02 R 10-4-02 D 1 10-4-02 R 1 10-4-02 D2 10-4-02 �,•� S 10-4-02 t% D3 10-4-02 S 1 104-02 DID 10-4-02 S2 10-4-02 E 10-4-02 S3 10-4-02 El 10-4-02 T 10-4-02 E2 10-4-02 U 10-4-02 EE 10-4-02 V 10-4-02 a/ F 10-4-02 W 10-4-02 F 1 10-4-02 X 10-4-02 F2 10-4-02 X1 10-4-02 FF 10-4-02 Y 10-4-02 G 10-4-02 Z 10-4-02 G 1 10-4-02 Z 1 10-4-02 G2 10-4-02 GG 10-4-02 ✓ INV # DESC NTY DATE: APR 2003 H 10-4-02 71, 8331 EHUH26 4 H2 10-4-02 18330 1 EHUH28 HH 10-4-02 18360 1 SKH26R 4 1 10-4-02 18361 LSKH26L 4 12 10-4-02 18363 1 JUS26 24 1 10-4-02 18370 THJ26 K 10-4-02 SEAT PLATES 150 40-0 6D rn w 1 -17 i!X FI x >< i X "x Ix IX >, l>T!. i_< V, V, v . u _._. �� �I �I �I I I \ l j ui 7-1 is 1 JuS 6 H ERS AL 1ILLI J� 1. sl A- 4 �Y �2)SKH28_7 H ANGERS B c D 12 VOLU CEILING 4 12 E _j j. 6 F VOLUME CEILING G I ODD SPACE ODD SPACE ODD SPACE ODD SPACE Ij 71 Fl 12 PLANT �SHELF El 4 2; 12 6 EHUHHHANGEA E14UH26HANGER C 1_2 I 03 \ I VT k - k_\ t7 i — 14L 03 ims, K K F_ 03 nl3i 02 ODD SPACE o UH26 HANGER. . A D 3 L 1 —1 \s' ' D2 — HWWHZ§ H6NrqE8I ODD SPACE 12 pi SNl126 HANGEF\ -k 17 N 12 T I . 1 02I�� 12 SKH26HANGER 7�6l m r _n f 4 -n rl) P �H6 I T3 H 6 12 4 ==�G I 12 Q II 4 DD DD f 4 m — 0— r.- V m co mr— m 6-0 14-8 i JOB NUMBER: ARLB DATE: 10-7.02 ..... 4 CUSTOM ER: REVERSED 1112 OH: V-0 & V-6" \ w JOB NAME: ARLINGTON B 3 8 4 BDRM HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES 0 'beresDonsibilltvofthe installer (build r hr ildinaH tm ;1prore�ction contractor) to prooetly receive, unload. tore.handle, install and g mete/plate connected wood seas to nmtw2t0 9L •+ The installer texercise the same high degree of safety awareness as with any other structural Trial. TPI does not intend these recommendations to be interpreted as superior e project Architect's or Engineer's design specification for handling, installing )racing wood trusses for a particular roof or floor. These recommendations are d upon the collective experience of leading technical personnel in the wood �• � � t�: '� a a o o �� n a ie c. .,A TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (606)833.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TORAG E sse�,sho.uicl �t��,b>a� ;ro e ra[raF��u;ma�. �1'IYCri�/C1Dl�1{IC1 G8�U5P�� *rlo` }„ t s.GyntsSs are e�ricapsifcMlIt'ye yy�q,`li Y Y{t "�;, e- `rit ^f .Iw'y„^tea J jt14t1 , y t; � t Tag Line iGl r,gY�+1y'j� �M-m' ,:hrttirlI�:,yi �.�i�O�I?�,...l.r�f.;:.�,,,�` y,^�,� ���IO n o �''; 1'4 _ .,1 o-�1ril iE(` •14_�a +)''(j nth: � iY t^'h .�. .. ik��i oLU� i.i5`-+'6drl.ii""J� l }�5itlr���. yr-tw ia,lY. c���ti.��•;A�j�lj{�Py�r'Eq�.� ���(i f''f ��y[QhV ��h; !rt�f4fi. yt j- lei. 1 ,a .i... i r : s.: , tih...�...i-W:ilJ'r�•,it!"- 1 q,i h I^ .� 1.�, >, � d IMI*K,ifr'AnY1AMAOIW edi MM. �f ,l.w aI.1 � IMM""6 .a, F,rb�i� dJ Typical vertical / attachment Plan End Wall e �\ 6 k I� Blocking Ground Brace I'4._ �'y._ \ ��:.. .,•s�IIfMY. Verficala (GBV) Typical horizontal tle member with muHlple stakes (HT) 'yutruas of bra, cup of lrueee (ES) a er 2V - 42' 1 3, er 42' - 60 3, er 60' I g, Douglas Fir -Larch Hem -Fir ',tinuous Ton Chord ral Brace :;fired 10' or Greater chment pared - u SP - Southern Pine SPF - Spruce -Pine -Fir /Ze ��SC15S�RS TRUS�;�� ,, MY 11yy pr f f I SPAN" Np��q q'q�" �TCH" �li��'�t'�Id"i• `.�.a4 'klki"r�3�ll�r'ii 11vM 1, rht B aC S. C JGr )SS " S�'CING( 5)� i lusses� � r�rd:, ;�"�j;�i�?R6��i�( i.SP OF�i;;.i ;SPF HF.«` i Up to 24' 1 3/12 8' 17 12 1 Over 24' • 42' 3/12 7' I i 0 6 1 Over 42' • 54' 3/12 6' 6 4 r. -• - I vaRowicw NIuness"on®1 englnePf I / DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Q05.,/ti Ar^ d rr Placement Diagonal brace also required on end verticals, �Iuinu Line 12 —', 3 or /' 9 greater �\ �'54, All lateral braces lapped at least 2 trusses. Continuous Too Chord fNST :.LATION TiJtERA►YNC S , ftin� µ4h;Y„;vE •Mti�M,i:.t1A '�p1 Rl ^ 4rr;+;O 191i i4'�gw BOW i T ±1W L(in) Lein) G L72UO r er(Ti) 50" 1 4" 4.21 100" 1 / " 8,3' 150" 3/4" 112,5' Length L(in) Lesser of L/200 or 2" Lesser of L/200 or 2" •PIN6.Jrd ) 200" 1 " 16.7' 250" 1-1/4" 20.8' 300" 1-1 /2" 125.0' Frame 6 AUBOAI d sMAR 4W Mwvn& Way Sanford, FL 32771 (407) Ul-00N Far (407) 321.3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida # 0050068 Subject: Valley Trusses All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. 'Kerel Tont s Ponce, P.E. e,��r\�1\08E4lilh�r•� Date: NNW V No. DoSDG68 E. � • STATE of ORIO NAL DESIGN IN ,I-ORMATIOt1 Thts design is for an (oldl.idual bldldhxg compooent and has been Gazed on ud°rmatl°n "'IF I e4 by blbtyI , TYl< designer d/sdaaxys "6' r�PoaslhlUty (or damages as a txsult of fa`dfy °r t"t IaroarnUoo; s 2 Dd,'. mclap. ftm.tchai W the tm_ d_fgnc by the and the stout= or a CMrAly Or this Iafarmatlan as It may tahte I.. eilk Psl-A and acr epb no'Pos.a "ll lo M-trol with teg- sA to fabric_ t:'thPment and Ustatl"" Of ITlI9�L4. This IRISS has been dfslg d ns art A�ta� lal tag ®tit m atea.da>,e..a rryY 1-1095 and rltss si ,o e m a' Past d the h.uWfng destpY ty a Butldtag ld tx gf�gd.IMW f <d `Ppo,t":facet hfdlding 4esigb-. the design taadhlgs'shown the mast be te to be -se that the data shoran are to agreemr'at whh the Iogl b„a,11„ tal9t d:atatle rmara, ra:.drW or anwvgglmcaa,". shwa. tons a'Pecht aP€th<d loads. ,W-t< o ` Io I- - Th.n _Iv' nl for Wncytends- ThedaslSf assumes oot fstBy IuaocA ht by`ha a"plyVph,,d "ahEl1L lb y -h-Wd be hs , at a Pam' bag be ��aao' o.c. Coo°ector . dW ba en hued fmm 2a gauge hot Grad ga tr d st"i "Me g AS" A 653, {O, mt4ss otbervds<'hoaa FABRICATION NOTES Pttar W hhtlattoo, 'be iaht-lt .ball revlery uth dtawlnH m .ettry n,ntat thl- d-. _ _ ratite a <nntfaula Ihs, --fogs plan .od to g lesponsaa f a°- any duepan in a:, to ba pt kt eA- ' be(— h lafar sefabrlotkm. :'>mb or dtst d o.<r Imotholat Vain Lf—b— aW be,au[ gh" nmft es -ban 4 to Wood beating. coo - 'let —la. t plat— y/[h {.,ty_t<d as bash Ge— of rym. spas[ the"*g' io �d-d and Sigh he 5> a Plate i-t urdcsa etheraase sb_m . A. 5" ;a to bit - -Me z 4- bag_ A 6r8 plate b G.vAdslob 0l°1-1 tun P_Aw m the phis laagth'Pecxfkd. Douhle cats on web m�ib<rs'h" wed at 11- mlanld of the webs unk"'� - �m . the rose.:n� may need to b. lodeared for e,fay, hand. Uog and/<r ereetton stresses b sb not to he tabrsot<d oath fi a r..a ThTh hssua s 1 ��ofhts-fscsttom, Foradditmow li 9cw,anl Carer MUM PRECAUTIONARY NOTES Lit o tKr'log —4 .�mmeoa,mna ae< `log & us 9O lane wt Ib -tiandBng e handled adth e.I11B®1. rnass<s are m Puttatta case dmta g andage, lL dcbWay a04 huta16mo too._'d ur�ta°t'Gng C"-- b . or.Aggta anted -g J<o amt foeL Utlrl htcrat F ha, topos.. t nrres stall be ag -d enml a M ott,<,:. tsrernl Band- _ _ cedtOlt lacing Is a6vays to scold to 7� �'9 studs t� action fa lshlhtfov PormYbmdngdtutag b--tresses >d daalin°to9 The anpu,. a qug a nsso a1taB be under the aoneol a ` r �etlenocd la the 1a hd attoo a busses. mica ew a&I— shaa too sought If treaded °nr lratlon Of oonslYltetlou I.Mb gt at' toads'hau n« be appH d t. u^..tes at any Elms' No toads ofbes d-. the p,p of the aseton span be apPlfed to asses untB all" a6 Fsatmf g wad bits tog comPtsta �'r�ltvf�4Ufi �rsiFr�is MONO VALLEY VALLEY TRUE CONA{ON VALLEY l VALLEY TRUSSES ITYP) SUPPORTING TRUSS COMMON OR GIRDER COA(UON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEFT. WO- VAI t ry cGf - it: VT OTY:l IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. (fI WHEN DIGAOIIAL WEB PRESENT USE 4X6 PLAT; Es —Y5� III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PI # 2r4 OR 5r6 OR 416 316 VALLEY UEUBERS AT DIAGONAL WEBS 1 4x6 3x6 4r6 1416 REQUIRED VflTll SPANS oR OR 24 • O.C. (TYP) GREATER THEN 26-0-p lxb 2x/ 2x4 / 2x4 714 3x6 0-0 1 214 2IEs x4 UP 10 11 UP T 316 2x4 214 214 2.4 4110 316 on 316 on 3[6 214 2x/ 3a6 1 416 op f 4r6 2Y4 MAX. 6-0-0 O.C. (TYP) tt 2x4 MAX TRUSS SPACING MAX 6-0 0 O.C. (TYP) ® BELOW . 40' O.C. SPANS UP TO 60.0-0 TOP CHORDS: 2X4 SP 82 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 43 PROVIDE ALL NECESSARY TOP CHORD BRACING - VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER, WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCLPT AS SHOWN Pf A7'ES.ATtE T120 GA TTSTRD PFR ANSMI 1-1995 cont, SRIIIIOif iaronda SYSten1S WA[WING: READ ALL NOTES ON THIS SHEET. A COPY SLUGS 6-0-0 O.C. rng. Jot,: OF 111IS DRAWING TO BE GIVEN TO ERECTING T'`y W577: A LEY CONTRACTOR. g: Truss ID: VT 4005 MARONDA WAY ! BRACING WARNING nsgl>r: rL.r silts': D ate: 4-11-01 SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 ,D' k ° °° this dr+wing is not cYeafon bracing, wood bract shown Is t ka mtlf`,`u ttdtdlag drslgtl and W d hk31 mast be °ansld<,a t h l bw �g delmfh x htac(ng 7 C five 16.0 Lxsf TC Dead DUrFaC - Lbr. j _2� TOMAS PO PONCE P.E. LICENSE A005fH16S by made t° PMtt a hnss want ets only 1. tednee b tr,s g fgoer. n same motor lateral tuariog al ends and 6 ang Ieng"L hm'111O11s Must � Additional brac(n of tb P'I taUoas del the bulldfo 7.0 Mf BC. Live 0.0 P.sf DurEac - P!r_ T.25 , O.C. Spacing: 24.0 ` sutra» s(rucmte des < m„ss w_l. 1-.,g...... . y tx required. (See (aC�fc � � , g �" r n� n,. .r _ n bESIGtJ INFORMATION This design is for" hidmiJua) budduig eomponent a,d I— been based on fi i.—Uan prmWcd kT U.c cllcnL The designer dlsclanns any rapanalbulty row dan.ag, as s . R a faulfror rninrrect klea nallon. speck awns d/or d—igns 1u 1l had to the tn..S detgner tT the client and Elie correctness or accuracy n( this I.do,umuan — R o,ay rcratc ..o . ape - Cale prgcct and accepts no responsazillty or ecerclse uo eor.bol wth regaud la 66no- Ilnr,. Inndib,g. shlprnent and bnlalhUo,. of tndtaldual building component in accordance with ANSIM t-IM and NOS-97 to b6 inrnrpoated as part or the lout/ding deign I.y a nuUdb,g Dclgr.or (r<glstrred archltcd fir proles 1-11 engV —L lyt— re<le,sed for upp,—1 by the buudb,gd--goer• Ihc,le,ign Fvdings shan-o mustbe ch—+ed In be sure 11-t the data shame are In agro fit mith the local bantling codes• local elk—U. records for -uud a' anon loa.ls. pmJed specJikatlons orsp¢t-1 applied loads. Unks. :boon, truss has 1al been dolgned far Slorage or occupancy loads. The design assumes —P,essa., chord. (fop or bottaml a _oUnu- -If braced by sheau,(" ..I-- oUh ,ouc .pee111ed, tVh.m bo o,n chonls in Icnslon are not fully bmccd hf—lly br a )voperlr applied rigid..sUing tl, sh—tdbe b ..4d m A I.,acbr,um spa<bt¢ of ILr-O' o.._ Connector Ptak. 311-0 be manofadored Irrpn Ott gaug._ hot dlppcd gab.an(ed steel meelb`S AST7Q A fi53 Grade 40. -d— aquerwtse sl.on�r. . FABRICATION NOTES Prkr le (abrfaUon. the (atxfb tar sl,aa rerkm lilts dmaV,p to <e.uy llul th6 dramng b U, conformance with the. (abrrm(nrs plans and [a rnlUze a avnuuufo, ropora]Wlbty for ouch very.. (lcslkn. Ms dr,oepancie are to be put In •nHmg before eot0ng or bbnralbn. Mies shea not be installed o<er iumlhol, hoots or dblwsed pram- x;rn.ben_ ahaii be cut for light Ulth.g wood la aaod bearh.g, Co.- plate shall tie bested n„ M•h Goes of the buss With fair, fully tmbnlded and shall be s1w. about the Jo1n1 unless otherwise st.«cn. A 5x4 plate is 5" aide x 3' long, A 6s5 ,61e b E -fde x a' Iaog. Slots (riolci con pa_ilci to Ore p6(e length sPe Ificd. Donblc cub on a�eh m-nt'— shall meet at the -,bold of the web - unless wh- .L shorn.. Can.xxtor plate size minimum Sizes se Imd on Il,c. forces shoran And may new io be Jr—d (or eertaln hand_ IVrgand/or res_<es, Tlds tr•tss 1, to be 6bAored jrwIU. fire relar.lanl bes(ed lumber ortifss o(hernise shou-o. For addrtlonal ,of —non ter 9-ably ConLrul -1— to AN51ff11 t-I995 PRECAUTIONARY NOTES fill b-.U.g and erection re,ouuoeodaU_ are to be (olia.red N a®rdan« n;U, -HandlU.g Instaab.g A Faefn�- NIB-91. Trusse are to be handled nttl, particulor ore du.brg bandVug and bn.,dW,g, ddlery and mstal1aUon to scold damage Ta,rporary- and pen•rnent braerr,g for —dldh'g tnnSo . a .(sight and plumb itlon and (or rests/b,g 6ceral b>fecs slmJj. he�- deigned and Z.11a11<d I,, others. CarJu1 hand- ing Is o tlal and erccttan bmclog is Jga,S tcqultt!d- Normal PremuUmmy a1:0on !of busso " lubcs such trmpmary bracing during ULstaLlauen between trusses to avid Ioppling ar<t d—too g. The sopmbrun or —bon of U,we shall be under U,c euotrol or persons e:perknmi In the Installation or trusts. Proressbnal advice shaU be Sought If needed. Coneentallmi of mrutrucuo.. bads g.eater than use deslp., bails shall oral he applied la 1 tany Ilm•_ Nn G ds Ih.r than tl,c Ighl M Il,c rr Clore sl Il M i.pbrl la 1 ,,,ul alto all la4 U / rr•t h,acing r, qxl pldcd, _MAItONUA SYSTEMS I HIP GIRDER vvv: 1-1111)HAIL If: HIP QTY:I 2x BLOCKING ADDL=D TO TOP CHORD OF STEP -HIP TRUSS - _ 0 LS N FOR , OSB NOT TO ]KING TO RF NIAII Fr TO SI-IOR1 LN EXCEED 24110-C. I i-n TDIICCI-c- W/ TYPICAL BLOCK[ V G -FOR SHEA 1C HING N y�yj $���r 7r�'gn p � . �^ �l"/ �RJlI. / J ,mil Maronda Systems 4005 MARONDA WAY SANFORD. Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1690 GREES"'"001, CX M1V,.00,Ft_31756 �IIg1.I. WAM'IfiI. ' READ ALL NOTES ON THIS SHEET. A COPY OF 1Ii1S DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 13arb,g shoos, orr U,Ij dra.vb,g is not .mrU— blucbly_ ",,d bracing. ptulai bracng or sh,d6r bncing Mcb is a part of Ilia bulidV,p design and ,rhkh must be —.1de -] br the buildu.g d�IQner. Uach,g sh.rmn k (oc I.LCaI support of (ass me.r,bers only to reduce bucWing i-,gth ftnc(stuns Insist be made to anchor 61ea1 bn•_brg at -xis and speUll.cd tux,-atbns dctcnnined b U AddlUanal bradnQ of U,e aaerall structure mr be required, ISce NI 5 ,e (uUdV.g dr3lgueq I I'c'uss P� le Inabta,e, 7rl- is tooled ae 6.9a O'Or..a,Iu D.be h,adz 9-91 n(TCII. n. w,xo..sln 53z t"4 )Elig. Job. Dwg: Dsgar: TLY C1tk: t:( Live 16.0 PSI TC Dead 7.0 psr T)C Live (I.11 p5C BC' Dead 10.0 psr 10-1'A1. 33.0 ltsF t ✓CIF1{L Truss ID: trip , Dade: 10-20-00 DUIFgC - Lbr. 1.25 DurFac --Pit: 1.25 O-C- SPOCir)g: 24.0" Design Criferio: 71)1 Code Desc: A)-(1A )o nn rr., DESIGN INFORMATION This design is for an individual building component and has been based on informetkm provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specUlcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infommtbn as H may relate to a spe. cif c project and accepts no responsibility or exercises no control with regard to fabrtca- tfon. handling. shipment and installation of trusses. This t-as has been designed as an Individual building has in accordance with ANSI/TPI 14995 and NDS-97 to be Incorporated as part of the building design by a Budding Destgner (registered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in ageement with the local budding codes. local climatic records for wind or snow loads, project specif catkins 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 specMkd. 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 l0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in confomance with the fabricator's plans and to realize a continuing responsibility for such veri- fba0on. Any discrepancies are to be put in wntmg before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted "In. Members shall be cut for tight fitting wood to rind bearing. Con- nector plates shad be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.14 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 mntmtd of the webs unless otherwise shown. Connector plate sizes are mhurn Cm sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Installing 6 Bracing'. HIB-91. Trusses ate to be handkd with particular n during banding and bundling, delivery and instatiatimn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and tnstafled by others. Careful hand- ang Is essential and erection bracing s always required. Normal precautionary action for trusses requires such temporary bracing durmg Installation between trusses to avoid toppUng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Profesbnal advice shall be sought if needed. ConcentraUon of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the wetght of the erectors shall be applied to to lases until after all fastening and bracing s completed. IB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS; 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&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 WO: WE: MULTIPLE LOADS -- This design is the coagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER 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 QTY:4 == __=____ ===Joint Locations=====_ _.____= 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- 2114 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 -13 -1869 BOT PIN 39- 8- 0 4660 0 -1830 HOT H-ROLL 74-0 25 4 0 7-4-0 1 2 4 5 6 7 8 10 rL 6.00 Face = 0-3-12 3.00 i 0-8-0 8X10 3X6 6X8 10X10 cot LV 151 IS 17 4660# 8.00" 40-0-0 (RO-10 t 1475# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANIESSA OP-OViED0.1`1-32766 Design: Mari; Analysis 16 WRMNINIU: 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. Bracbg shownis for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detrn led by the building. designer. Additional bracing of the overall structure may be requued. (See HIB-9I of TPB. dross Plate Institute. TPI, is located at 583 D'Onohio Drive. Madison. Wsconstn 53719). JOB PAIN: C: tTEE-LOKVOBSUBfB 8XI0 - 0 T 0-6-6 4-2-6 Tr� I 3.00 Face = 0-3-12 080 1475/t 4660# 8.00" 1-0--0 _ ' tK0-10-10) scale = 0.1595 Eng. Job: ; ARLB DWg: Truss ID: A Dsgnr: 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: 24.01r BC Dead lo.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf vno nc no cr,2n ., nW: Vd.Ar.VL DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the chenL The designer discbdnw 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 infommit]" as it may relate to a spe- ctic project and accepts no respon'm or exemises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as ant individual budding 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 engtneed. When reviewed for approval by the bullding 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. pragect specWcations or special applied loads. Untess shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise 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'-d' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- faation. 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 fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nags fully Imbedded and shall be symn. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate B 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web mnnbers shad meet at the centroid of the webs arkw otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain. hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional trhfornaton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppHng and dorninotng. The supervision of erection of lasses 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 loads shall not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON 13 3&4 AC: 10# UPLIFT D.L. WO: ARLO WE: TI: AA QTY:4 TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the composite c�osite result of multiple loads. = ===Joint Locations=========r==ra== 1) WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 0- 0- 0 2) 4- 4- 5 3) 8- 4-15 5) 0- 0- 0 4) 8- 4-15 continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 536# WndLod per ASCE 7-98, C&C, V= 125mph, ------------ TOTAL DESIGN LOADS - Support 2 510# H= 15.0 ft, I- 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft W. 8.4 ft Truss Uniform PLF TC Vert L+D -46 From PLF To 9 MAX LIVE LOAD DEFLECTION: L/999 in END zone, TCDL= 4.2 psf, BCDL= 6-0 psf BC Vert L+D -20 -1-10- -46 8- 4-15 0- 0- 0 -20 8- 4-15 L=-0.01" D= 0.00" T--0.01" Impact Resistant Covering and/or Glazing Req Concentrated LBS Location MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSI TC Vert L+D TC Vert L+D -17 1- 4- 4 -36 2- 0- 5 - T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -767 0.43 5- 4 -804 0.67 2- 3 -65 0.40 TC Vert L+D -45 3- 9- 1 T= 0.02" TC Vert L+D -101 5- 7-10 TC Vert L+D -74 6- 1-15 RMB = 1.00 BC Vert L+D -8 1- 4- 4 BC Vert L+D -19 2- 0- 5 BC Vert L+D -24 3- 9- 1 BC Vert L+D -55 5- 7-10 Vert L+D -40 6- 1-15 17# 36# 45# - -- 744#, t Horiizz REACTj LOCATION Uplift pe 8-4-15 0- 7- 4 546 195 -536 PIN L ' H-ROLL 2 3 f -- 3.33 8-4-15 5 546# 14.44" 4 1-10-9 1 514# 2.50" 8-4-15 (Ri-10-7) 8#�ANSI�ITPI 24# 55# 40# EXCEPT AS SHOWN PLATES ARE TL20 GA TES D P1995 scale = 0.6510 Maronda Systems VVIMMI U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: DWg' Dsgnr: TLY Chk: ARLB Truss ID: AA Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD, FL. 32771 Bra" shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be conskiercd 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 o.o psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI0-9i of TPI). BC Dead lo.o psf Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). — Cade Desc: FLA 1005 VANNl:S$A 1311-OVIEDO,fL34766 TOTAL 33.0 psf I V:0 .05.02- 6634- Derign: Matrix Analwis 1OR PATT4 r tTz c_r nvrrnnas, cars H(:J: 08.20.02 id: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: B DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to ® GTYA ====_= __======Joint Locations=====__ This design is for an Individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be .... ==== 1) 0- 0- 0 5) 31- 4- 0 9) component ponentandhasbeenbased�information tde4 by thefts tyrespnthetyfor.Thedes dsult WEBS: 2x4 SP #3 positioned to provide equal unbraced 22- 8--0 2) 8- 8- 0 6) 40- 0- 0 10) IS- any for dame of faulty or incorrect mformauon.specifications 2x4 SP #2 2, 6 MULTIPLE LOADS -- This design is the segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- and/or designs furnished tothe trussdesigner by the client and the Correctness or accuracy composite result of multiple loads. All COMPRESSION Chords are assumed to be Brace alust extend at least 90% of web length 2x6 0 8) 31- 0- 5 12) 0- 0- 0 ----mm. RgACTIONS PER BEARING LOCATION ----- of this ttmay relate toilspty continuously braced unless noted otherwise. Brace required � any web over 14 r -0" . WndLod per ASCE 7-98, C&C, V. 325mph, X-Loc Vert Horiz Uplift Y-Los 0- 4- 0 project a w wile exercises stand accept no rand to llbrica- exercises no rontrol with regard to fabrina- MAX LIVE LOAD DEFLECTION: H- 15.0 ft, I= 1.00, Cat. B, Rzt= 1.0 �� 1366 61 -1004 BOT PIIN 39- 8- 0 1366 con, handling shipment and installation of L/950 at JOINT # 4 L=-0.49" Bld Type. Ertel L- 58.0 ft W- 40.0 ft Truss 0 -1026 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an D=-0.50" T=-0.99" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 1004# Individual budding component in accordance with ANS rMl 1-1995 NDS-97 MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# and to be Incorporated as part of (he building design by a Building Designer (registered architect or professional T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: .-TC... FORCE... CSI ..BC... FORCE...CSI euguneerf. When revkwed for approval by the T= 0.23" 1- 2 -4073 0.62 12-11 3664 0.76 building designer. the design loadings shown = RMg 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sure that the data shown l0- 9 5402 0. 83 51 51 83 - 4 - 5387 0.87 are in agreement with the local building codes. local climatic records for wind or snow loads. 4- 5 5 0. -533 9- 8 3664 0. 65 5372 pro)en1 specifications or special applied (cads. 5- - 0. 64 8 - 7 3664 0. Unless shown. truss has not been designed for storage or cccupancy loads. The design assumes compression chords (top or bottom) are mntlnu- ously bracedby sheathing unless otherwise specified. Where bottom chords In tension air not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'T o.c- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'rM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing W verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fioUon, Any disc-pancles am to to put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knot or distorted grain. Members shad be cut for Ught fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the)omt unless otherwise shower. A 5x4 plate is 5' wide x 4- long. A 6,01 plate is 6' wide x T long. Sluts (holes) run parallel to the plate length specified. Double cut on web members shad meet at the centrod of the webs unk>s otherwise shown. Connector plate sizes are 1.11-hr m, slzes based on tie forces .loam and may need to be increased for certain hand- Wrg an•1/or erection stresses. Thistruss isnot :o be fabricated with fore retardant treated lumber unless otherwise shown. For additional Iniomr:.tlor..1 Quality Control refer to ANsirm ;-1955 PRECAUTIONARY NOTES All b-1-ig and -Urn recommendations are :o to followed in accordance with -14andhng Installing & Bracing'. HID-9l. 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- Mon and for -i-tIng lateral forces shall be designed and installed by others. Careful hwW- ling is essential and erection bracing is allays requited. Nomial precautionary action for trusses requhe such temporary bracing during installation between trusses to avoid lopph" and. dominoing. The supervision of erection of trtisses stall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Con t-uon of construction loads greater than the design loads shall not be applied to trusses at any Ume. No bads rather than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 8-8-0 22-8-0 1 8-8-0 3 4 6 6.00 6X8 Face = 0-3-12 3.00 I 4X6 8X10 6YR SX6 0-6-6 4-10-6 rT� 1 ( 3.00 Face = 0-3-12 t 8-3-11 22-0-10 8 3-11 1. 1 10 v 1366# 8.00" 1366# 8.0011 (RO-110-10) I 40-0-0 �(RO-1010) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIYPPI 1-1995 scale = 0.1595 =Maronda Systems) ' 4005 MARONDA WAY SANFORD. Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 ner•sa taw... ..-> - WAKIYING: 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 bracing. wind bracing. portal bracing or similar bracing which ti a part of the building design and which must be Considered by the budding designer. Bracing shown is for lateral support of truss member only to reduce buckling length. Provisions must be made to anchor lateral bmetmg at ends and specified orations detennhed by the building designer. Additional bracing of the overall structure may be mlulred. (See HIB-91 of T0. RYuss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 5371% Eng. Job: . ARLB Dwg: Truss ID: B Dsgur: TLY Chit: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6637- d HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on itfomratlon Provided by the client. The designer disclaims any responsibility for damages as a result of faulty - incorrect W rmatkm, eP-ffk.U— and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this intonation as It may relate to a spe- cdk proJect and accepts no respomdxity or eaercisn 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 wltt ANSI/TPI 1-1995 and NDS-97 to be incorporated as Part of the building design by a Building Designer (reglstered architect or pro(esskmal —gin—,I. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown arc In agreement with the local budding codes, local clbmtk records for wind or snow bads. ProJect spedfaatbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume oompressston chords (top or bottom) we conunu- ousty braced by sheathing unless otherwise specified. Wh-- bottom chords In tension are notfully 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. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallre a continuing responsibility for such ven- fIrtkm. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with omits fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long:. A 6xg plate is 6" wkte x 8" long. Skits dwles) run parallel to the plate length specified. Double cuts of web members shag meet at the centrond of the webs unless otherwise shown. Connector plate sties are minimtnn shin based an the forces shown and may steed to be Increased for certain hand- dngand/or erection strnses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guaftty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bractmg', IfIB-91. Musses 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. akin and for resisting lateral fortis shad be designed and Installed by others. Careful hannd- Ing is essential and erection bracing is always requk d.. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWrg and. dominobng. The supervision of erection of trusses shad be under the control of persons -pe,ienced Inthe Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design leads shall not be applied to truss- at any tine. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/270 at Mid -panel # 1 L=-0.31" D= 0.05" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: ARLB Wt;` Analysis based on Simplified Analog Model. MULTIPLE WADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer III pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eric L- 19.3 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.98 4- 3 0 0.75 ) 4.00 TI: BB BTY:10 _ -Joint Locations=====____ ==sm =1)==0- 2===7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los 6-10-12 150 111 -345 TOP PINS 0- 4- 0 303 132 -478 BOT PIN 6-10-12 82 0 -43 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 478# ` Support 2 345# Support 3 43# Attach with (2) 10d Toe -Nails 2-10-6 Attach ,vin 4 7-0-0 303# 8.001, 3 150# 2.50" (R1-7-0) 82# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 C/L: 6 LO-LZ Over 3 Su its pp° scale = 0.6686 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMSA DMOVIF:f10.FL32766 Design: Mmrit Andysis n1kKR1I4(lt: 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 hracfng or similar bracing which is a Part of the building design and which must be considered by the building desigaei. Bracing shown is for lateral support of truss memtxm only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcauuns determined by the Wilding designer. Adddbml bracing of the overall structure may be required. (,See Ii16-91 of TPd. firs. Plate Institute. TPI, is located at 563 D'thtof to Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf i3C Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: BB Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" - Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITFE-LOKUOBSIABLB HCS. 0&20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Ibformation provided by the client The designer discla4ns any responsibility, for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion- handling. shipment and butaliatfon of trusses. This truss has been designed as an bndlviduel building component in accordance with ANSI/TPI 1-1995 and. NDS-97 to be Incorporated as part of the building design by a Building Des %- treglstered architect or professional englneed. When reviewed for approval by the building dmigner. 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 - snow bads, project sPectfications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise Specified . Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a -I m rn spacing of 10,17 o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review, this drawing to verify that this drawing is in conformance with the fabricators plans and to rmll- s continuing responsibility for such veri- fication. Any discrepancies are, to he put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut (or tight fitting wood to wood beating. con- nector platen shall be located on both faces of the trues with nails fully Imbedded and shall be sym. alwut the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is T wife x 3' long. Slots tholes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are mtnlmum sizes based on the forces shown and may need to be bnermsed for certain hand- hng and/or erection ress' st. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional (nformatlon 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'. fil"I. Tnuses 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 form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 8 needed. Concentration of construction bads gmler than the design bads shall not be applied to trusses at any time. No bads other than Ube weight of the erectors shall be applied to tresses unto after all fastening and bracing la completed. JB: ARUNGTON B 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 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 Q T 5-9-12 0-6-6 TT� I Face = 0-3-12 3.00 I WO: ARLB 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 14t-0". WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.C:at. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 6X8 8X10 TI: C QTY:1 __-== - ====Joint Locations======_=__====>G 1)0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 1008# Support 2 1030# Irve 5-6-6 0-frG 5X6 3.00 Face = 0-3-12 0-80 1 9-7-11 11 19-4-10 1 9-7-11 1 1366# 8.00" 8 6 11-0-0-0 _ in 1366# 8.0011 (R0-10-10) I - 40-0-0 (I Rp-10 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 10) scale = 0.1595 (!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNESSA DR.OVIEDO.FL32766 Design: Marnr Analysis VWAKKIMU: 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 simflar bracing rt which is a paof 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. Pnwislons must be made to anchor lateral bracing at ends and specified locations determined by the building des(ger. Additional bracing of the overall structwe may be requbcd. (Sec HiB-91 of TPfl� Mruss Plate Institute. TPf. is located at 583 D'Ondrio Drive. Madison. WLsconsm 53719). JOB PATH: CA7EE4.0KV0BSlARLB 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: C Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.- 0& 20.02 JB: ARLINGTON B 3&4 AC: 10# UPLII' O.L. WO: ARLB WE: ' DESIGN INFORMATION This design is for an Individual bidding component and has been based on information Provided by the cheat The designer disclaims any nsposibill" for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the cheat 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 fabrin on - U. handling, shipment and Installation of tresses. This truss has been designed as an. Individual building component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When teviewed 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. Iwal climatic records far wind or snow loads. project specifications or special applied bads. Unless shown. Iris has notbeen designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension arc nor fully braced laterally by a properly applied right cehing. they should be braced at a maximum spacing of 10'-W o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrkirtor shad review this drawing to vertfy, that this driving is in conformance with the fabricators plans and to realize a continuing respenslbt ity for such verf- ficaUon. Any discrepancies are to be put in writing before cutting ar fabrication. Plates shad not be installed over knotholes. knots or distorted gain. Members shad be cut for tight fitting wood to wood beartng. Con- nector plates shad be located on both faces of the tress with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate is 6" wide x 8" long Skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mintmum 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 inks otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with "Handling metalling 6 Bracing'. HIB-91. Trusses are to be handled with particular are during bending and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Plan and for resisting Lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for I— requires such temporary bracing during !nstalhtlun between tnisses to avoid toppling and domirrotng. The supervisionof 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 cronstructfon bads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed.. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 1 2x8 SP #1 D 2 2x8 SP #2 3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 WndLod per ASCE 7-98, C&C, V- 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Istpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/957 at JOINT # 5 L=-0.48" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.51" MAX HORIZONTAL LIVE LOAD DEFLECTION; T= 0.25" RMB _ 1.00 T []: 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 cooposite result of multiple loads. All C014PRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 800# Support 2 791# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9903 0.38 16-15 8850 0.80 2- 3 -11539 0.42 15-14 9068 0.79 3- 4 -14014 0.12 14-13 10675 0.53 4- 5 -15461 0.38 13-12 14130 0.86 5- 6 -15459 0.35 12-11 9165 0.65 6- 7 -9871 0.36 11-10 7827 0.92 7- 8 -8550 0.32 10- 9 7637 0.92 TI: CI 9TY.2 ==-- = -=:ss:= =-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 13- 1- 8 BC Vert L+D -141 13- 1- 8 -141 21- 1- 8 BC Vert L+D -20 21- 1- 8 -20 40- 0 0 Concentrated LBS Location BC Vert L+D -965 13- 1- 8 BC Vert L+D -1345 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION ----- %-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 3208 36 -800 BOT PIN 39- 8- 0 2801 0 -791 BOT H-ROLL 2-PLYS REQUIRED 9-11-0 11 20-2-0 9-11-0 1 2 4 5 7 8 8X10 6X8 LOX10 Face = 0-h- 2- 3.00 J13-10-8 0-8 8XI0 1!)X6 L-- 10?6 -ace = 0-3-12 08-0 9-7-11 19-4-10 9-7-11 11 15 14 1 13 12 11 10 9 3208# 8.00" 2802# 8.00m too 40-40-0-0, , , C(j} A S (24} ZX4 965# � 134511 j�(�R0�►10) EXCEPT 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 #0050M8 1005 VANNfSSA DROVIEDO.1`1_32766 WRII(MMU: 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 bnictrrg portal bracing or sindar bracing whkh is a part of the bulkltng design and whicb. must be considered by the budding designer. Bracing shown is for lateral supportof truss rnemben only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. fSee HIB-91 of TPh. rh'n=s Plate fnstitute, TPI, is located at 583 D'Ondrio Drive. Madison. Wisconsin 537191. Eng. Job: WO: ARW_- Dwg: Truss ID: C1 Dsgnr: TLY CU: Date: 10-04-02 TIC Live 16.0 psf DurFac - LbC I.25 TIC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf v-no nor no_ AkAn r NCS: 08.20.02 DESIGN INFORMATION This designis for an Individual building cornponerit and has been based on Information provided by the cunt. The d signer di "'u" any responsibility for damages w a result of faulty art Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness o accuracy a this Info —um as it may relate to a spe- cdle project and accepts no reiponsibWty or exercises na control with regard to fabic- tlon, handilrg, shipment mid Installation of trusses. This truss has been designed - an tndtvfdual building component In accordance with ANSIrM 1-1995 and NDS-97 to be Inwrporated as part of the budding design by a Building Designer (registered architect or profession! englneeti. When reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown are In agreement with the local building codes, bras dim at', records for wind or snow bads, project specifkntions or special applied loads. Unless shown. truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (lop or bottoml are continu- ously braced by sheadibW unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a property applied rigid cetLng they should be braced at a maxlreum spacing of 10'-0' o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labricatfon. the fabricator shall review this drawing to verily that this drawing is In conformance Walt the fabricator's plans and to tealbe a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In wilting before cutting or (abrlauon. Plates shaft not be tstalled over knotholes. knots or distorted grain Members shall be cut for tight (@trig wood to wood bearing. Con- nector plates stall be bated on both fan of the truss with malls fully imbedded and sball be sym, about the joint unless otherwise shown. A 5.4 plate Is 5' wile x 4' long. A 6.8 plate b 6" wide x 6' king. Slots thoks) 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 rmnlmum sizes based on the forces shown and may need to be Increased for —,tin hand- fIng and/or erection stresses. This truss is not to be fabricated with like retardant treated lurnbcc unless otherwise shown. For additlonal Wotmalbn on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations aro to be followed in accordance with -Handibig Installing Q Bracing`, 1`1I13-91. 'ruse are to be, handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for bokhng trusses in a s(ralght and plumb pos- Won and for resisting lateral forces sha11 be designed and Installed by others. Careful hand - dog Is essentlal and erection bracing is always required. Normal preautionary action for trusses requires such temporary bracing during IIIstaktion between trusses to avoid toppling and dommong. The supervision of erection of trusses shall be under the control of petsoms experienced In the htstaliribn of trusses. Professional advice stall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No lads other than the weight of the erectors shalt be applied to trusses until after all fastening and bracing is completed JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS- 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/921 at Mid -panel # 1 L--0.06" D- 0.01" Tw-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-7 T 1 0-6-6 WO: ARLB WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 89 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, Ie 1.00, Exp-Cat. B, Rztw 1.0 Bld Type- Encl L- 19.3 ft W= 4.7 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 -33 0.49 4- 3 0 0.37 TI: CC 6QTY:4 ==== ===Joint Locations=====_====,a_. 1) 0- 2 7 3) 4- 8- 4 2) 4- 8- 4 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 0 100 89 -255 TOP PIN 0- 4- 0 227 115 -426 BOT PIN 4- 7- 0 54 0 -34 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 426# Support 2 255# Support 3 34# 4-8-4 1 2 227# 8.00" (R -7-2 (RI-7-0) 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 2-1-2 101# 2.50" - 4-84 55# 2 0" C/L: 7-0 Over 3 Supports VVAMIMI: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbW b not erection bracing. wind bracing, Portal brm ing m similar brandnq which is a part of the budding design and which must be — wklered by the building designer. Btacing shown is for lateral support of truss members only to reduce buckling length. Prrnlsbns must be made to anchor lateral bracing at ends and specifiedloations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TP11- rRuss Plate Institute. TPI, Is bated at 583 D'Onofrio Drive, Madison. Wisconsin 537191. scale = 0.8861 Eng. Job: : AR Dwg= Truss ID: CC Dsgur: TLY Chi{: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI — Code Desc: FLA TOTAL 33.0 riff xi -no ric n,) 1.4u 1 1)rsion� Afnrrer A.rnhrir RC&- 08.20.02 JB: ARLINGiON B 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component andhas been based on information provided by the client. Thedesigner disclaims any respo-"" for damages as a result of fauhy or Incorrect information, speclfimUons and/or designs furnished to the truss designer by the client and the correctness or accuracy a this tnform rtkm as It may relate to a spe- cdb project and accepts tw responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-19% 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 local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has no been designed for storage or occupancy. bads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. where bottom chards in tension are not fully braced laterally by a property applied rigid ceding. they shouldbe braced at a maximum spacing of 10'-O- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Oils drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing respo fir lny for such verl- fftatbn. 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 locatedon both faces A the truss with nails fully imbeddedand shall be "in. about the joint unless otherwise shown. A 5x4 plate Is 5" wife x 4" long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to Ch. plate length specified. Doubt. cuts on web members shall meet at the centnrd of the webs unless otherwise shown. Connector plate sizes ate minin,um sizes based on the forces shown and may need to be increased for cerlaln hand- ling and/or erection stresses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Hardting Installing R Bracing% H18-91. 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- mot and for resisting. lateral forces shall be designed and installed by others. Careful hand- ling is essential anderection bracing is always required. Normal precautionary action for muses requires such temporary bm" during Installation between Ittisses to avoid toppling and dominotng The supervision or erection of trusses shall be under the controlof persons experlenced. In the UsstalWttm, of trusses. Professional advice shall be sought d needed. Concentration of construction toads greater than the design toads shall not be applied to tmuses at any time. No bads other than the weight of the erectors shall be appliedto 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 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 6 0000 T 6-5-12 0-" Face = 0-3-12 3.00 I WO: ARLB 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 Inipact 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 6xs TI: D ATY:1 =_ ====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-Lou 0- 4- 0 1365 97 -989 BOT PIN e 39- 8- 0 1366 0 -1028 BUT H-ROLL Q SX6 6-2-6 0-6-6 3.00 Face = 0-3-12 080 i1 LO-13 11 16-8-10 10-11-11 1366# 8.00" 1 11 i �1-0-0 � 40-0-0 1366N 8.0j0011 (RO-10.10) l 1-00 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 (I Rp_10. 10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLB Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - fir. 1.25 SANFORD, FL. 32771 Bracing shown on is this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which a part of the building design and which must be considered by the building designer. Bracing TC Dead f 7.0 DurFae - Pft: 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. Iirnvt ions must be made to anchor lateral bracing at ends and spectfied locations determined by the budding designer. BC Live OA psf O.C. Spacing: 24.0" Additional bracing of the overall structure may he required. (See HIB-91 of TDeIig BC Dead 10.0 psf S n Criteria: TPITPI). LICENSE #0050068 ffruss Plate Institute. TPI. Is (rated at 583 D'Onohrio Dnve. Madison, Wisconsin 537191. ,. Code DeSc: FLA 1005 VAMESSA DROVIED03R.32766 TOTAL 33.0 Psf V 9.0 - 6 4 - Design; Mdfrit Analysis JOB PATH: C:17EE-LOKUORSURLB HC& 08.20.02 JB: ARLING)uiv B 3&4 AC: 10# UPLIFT D.L. WO: At&B 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 destgns furnished to the truss designer by the client and the correctness ar accuracy of this Informationas it may relate to a. spe- cd1c project and accepts no responsibility or exercises no control with regard to fabrica- ibn, handling. shipment and Wtaliatlon 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 professonal engineer(- When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads, projectspecifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fusty braced laterally by a. properly applied rigid ceding, they should be braced at a maidmum spacing of 10'-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 shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fiotlon. Any dlscrep-i.. are t" be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood hearing. Con- nector plates shall be looted on both faces of the truss will, nulls 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' wife x g- king- 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 sues ate minimum sues based m the forces shown andmay need to be increased for certain hand- ling and/or erection stresses. This tens is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional informatkm on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Instadatlon to avow damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral form shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses., Professional advice shall be sought if needed. Concentration of construction loads greater than the design beds shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after ad fastening and bracing I, 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 DEFLECTION4: 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 MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WkuLod 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 TI: DI QTY:1 = __=__ ===--joint Locations==========_____ 1) 0- =0- 0 6) 33- 9- 2 11) 20- 0- 4 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 HOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL 11-4 0 Ilk174-0 11-4-0 1 2 4 6 i- 6.00 Face = 0-31-12- 3 a -10-8 -- 0-8-0 6X8 8XI0 6X8 JhY ']♦d !a W -dace = 0-3-12 080 1 10-11-11 16-8-10 10-11-11 1 13 1 11 1 9 g 13661# 8.001' 1-0-0 1366if 8.00" 40-0-0 �( 0-0 Cd�) A ES (24) 2X4 �(RO10-10} EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARLB Maron lai Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005MARONDA WAY TC Live 16.0 psf DurFac - lbr: 1.25 $A SAN FORD, FL. 32771 Bract" dawn an this drawing le not erection bracing wind bracing portal bracing or similar bracing which is a part of thb e building design and which must be considered by the budding designer. Bra �B 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. Provisionsnlust be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf . Design Criteria: TPI LICENSE #0050068 0 uss Plate Institute. TPI. is located at 583 WOnoldo Drive. Madison. Wisconsin 53719). Code DeSc: FLA 1005 VANNFSSA DR.OVIEDO.FL32766 f)eria". Ar,"rir TOTAL. 33.0 psf V:0 .05 02- 664 9 TICS: 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION Thls design is for an wdivklual bundtng component and has been based on Information provided by the client The designer disclabns any responsibility for damages as s result of faulty or incorrect Information, specilk W; and/or designs furnished to the truss;destgner by the client and the correctness or accuracy of this information as n may relate to a spe- ciflc project and accepts no responslblifty or exercises no control with regard to fabri - tion. handling, shipment and hstagatkn of trusses. This truss has been designed as an individual bunking component in accordance wftt ANSIfM 1-19%and NDS-97 to be incorporated as part of the building design by a Bugding Designer (registered architect or professional enginecrl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate In agreement with the local building codes. kcal climatic records for wind or snow bads, project speenkaUons or special applied loads. Unless shown. truss has not been designed for storage or oxupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cethng. they should to braced at a Maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge hest dipped gaWanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricatlori the fabricator shall review this drawing to verify, that this drawing is in conformance wkhthe fabrkato,`s plats and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before eating or fabrication. Plates shag not be installed over knothotes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 61 wide x 8" long. Slots (holed run parallel to the plate length spectfled. Double cuts on web members shall meet at the centmd 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 fabrtmted with fire retardant treated lumber unless otherwise shown. For additions) bdo.Uon on Quality Control refer to ANSI/TPI 14995 PRECAUTIONARY NOTES All bmdng and erection recommremlatlons ate to be followed in accordance with "Handting InsmWng h Baring'. H1B-9l. Trussesare to be handled withparticular cane during banding and bundhrq, delivery and istatiauon to avoid damage. Temporary and pernartent bracing for holding trusses in a straight and plumb pos- nbn and for resting lateral forces shall be designed and installed by others. Careful hand- ling is essentlal and eedion bracing isalways re"Ired. Normal precautlonary action for trusses requires such temporary bracing during 1fi5tal lion between Musses to avoid toppling and dmninoung. The supervision of erection of trusses shalt be under the control of persons experienced in the insfaliatlon of trusses. Professional advice shag be sought If needed. Concentra0on deasttvcUon loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to uusan until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x8 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 58.0 ft W= 8.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 2-5-15 0-6-6 MULTIPLE LOADS -- This design is the composite result of nalltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 5' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 224# Support 2 224# .TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -557 0.38 8- 7 434 0.45 2- 3 -464 0.17 7- 6 445 0.36 3- 4 -565 0.40 6- 5 441 0.45 TI: D2 QTY:1 __ ___ ==J__ oint Locations====..._=__.. 1)a 0- 0- 0 4) 8- 8- 0 7) 3- 4- 0 2) 3- 4- 0 5) 8- 8- 0 8) 0- 0- 0 3) 5- 4- 0 6) 5- 4- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 4- 0 TC Vert L+D -77 3- 4- 0 -77 5- 4- 0 TC Vert L+D -46 5- 4- 0 -46 9- 9- 9 BC Vert L+D -20 0- 0- 0 -20 3- 4- 0 BC Vert L+D -33 3- 4- 0 -33 5- 4- 0 BC Vert L+D -20 5- 4- 0 -20 8- 8- 0 Concentrated LES Location BC Vert L+D -291 3- 4- 0 BC Vert L+D -291 5- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 1- 2- 4 678 0 -224 BOT PIN 7- 5-12 669 0 -224 BOT H-ROLL 3-4-0 2-0-0 113-4-0 1 4 6.00 4X8 4X6 -6 00 fl � 8-8-0 fl 7 6 5 CANT: 1-0-8 8 679H 3.50" 670# 3.50" CANT: 1-0-8 -1-g 8-8-0 (R1-1-7) 292J1 292/t (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN UTPI 1-1995 scale = 0.6131 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0.Fl..32766 Dai¢m: Mmrir A-1-ir VWRMNIKIIi f: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bating shown on this drawing is not erection bractng, wind bracing. portal bracing or stndlw bracing which is a part of the bulldfng design and which must be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral baring at ends and specl0ed locations determined by the building designer. AdWuonal bracing of the overall structure may be requtred. (See H16-9i of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC: Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: D2 Date: 10-04-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPUFT D.L. WO: ARLB WE: DESIGN INFORMATION This design Is for an hdivOual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty - Incorrect idommatlon. specifications and/or designs furnished to the tress desl®ier by the client and the co"actm— or accuracy of this Irdarmatbn as K may mWe to a spe- ctfb project and accepts no responsibility or exe-ftes ro control with regard to fabnca- tlon. handling, shipment and Installation of trusses. ThisIris has been designed as an mdrvdual budding component in accordance with ANSI/TPl I-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional (registered 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 chmratfc records for wind or snow Foals. 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 bottord are contnu- ously braced by sheathing unkss otherwise spectl7ed. 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 IQ-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing is in conformance wkh the fabrkslor's plans and to realize a con ruing resporslbil(ty for such verl- fication. Any discrepancies arc to be put in writing before cutting or fabrlcaton. Plates shad not be installed over knotholes. knots or distorted grain Members shad be cut for fight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with tails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 piste s 6- wide x tr long. Slots (hoks) run parallel to the plate length specified- Double cuts on web members shad meet at the cenlrold of the webs unless o0ma se shown Connector plate stres arc tniilmurn sties based on the forces shown Imd may need to be increased for certain hand- g and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonad Infotmatfon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Ins(aaIng & Bracing'. HIB-91. Trusses are it, be handled with particular care during banding and bundling, delNery and installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- nbn and for resslhrg lateral forces shad be designed and installed by others. Careful hand- ling s essential and erection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during Installation between trusses to avoid toppling and. dornmoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of tresses. Professional advice shad be sought If needed. Concentration of mrot—tlon bads greater than the design loads stall not be applied to trusses at any dine. 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 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES-. 2x8 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 506# Support 2 562# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 MULTIPLE LOADS -- This design is the couglosite 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. Part L. 8.7 ft W= 8.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL= 6.0 psf ..TC...FORCE... CSI-.BC... FORCE...CSI 1- 2 203 0.14 6- 5 -135 0.11 2- 3 277 0.21 5- 4 -135 0.11 TI: D3 9TYA _== _= =====Joint Locations ............... 1) 0- 0- 0 3) 8- 8- 0 5) 4- 4- 0 2) 4- 4- 0 4) 8- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 2- 4 338 72 -506 BOT PIN 7- 5-12 338 0 -562 BUT H-ROLL 4-4-0 4-440 1 3 4X6 8-8-0 6 5 4 (RI-1-7) CANT: 1-0-8 338# 3.50" 338# 3.50" 8-8-0 R1-1- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FI.327CS 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 I. no erection bracing, wind bracing. portal bracing or similar bracing which is a pail of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required- (See HIB-91 of Tp6. Crmss plate Institute, TPI, Is located at 583 D'Onofrto Dnve, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 2-8-6 0-6-6 CANT: 1-0-8 11-1-9-9 (R1-1-7) I scale = 0.6131 WO: ARLB Truss ID: D3 Date: 10-04-02 DurFac - Lbr: 1.25 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 client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infortnatiun. speciBmUons 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- ctflc project and accepts no responsibility or exercises no conhnl with regard to fabrica- lion. handt n& shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-IM and NDS-97 to be incorporated as partof the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. loci climatic records for wind or snow, loads. project specifications or speciiii applied bads. Unlessshown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are cimUnu- ously braced by sheathing unless otherwise speclf e& Where bottom chords bi tension arc not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of l(Y-W o.c. Connector plats shall be manufactured from 20 gauge hot dipped gafvanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labrintbn. the fabricator shall review Jils drawing to verify that this drawing Is in conformance with the fabricator's plans and 6) realm a continuing responsibility for such ven- fkatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates stall not be Wtalled 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 toss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrokf of the webs unless otherwise shown. Connector plate sizes ame minimum sizes based on the forces shown and may cod to be Increased for certain hand- ling and/or enectkan stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection retonunendatfons are to be followed in accordance with'tiandling Installing &. Bracing". HIB-91. 'trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- Non 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 messes requires such temporary bracing during installatlon 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 9 needed. Concentration of cunntmodlou bads greater than the design loads shall not be applied to trusses at any time. No lauds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: AkutvGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: DD QTY:4 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Vert 125mph, H= 15.0 ft, I= 1.00, Rxp.Cat. B, Kzt. 1.0 Bld Type= Encl L= 58.0 ft W= 0.8 ft Truss in END zone, TmL. 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 le 1-1-9 (( (RL-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 _ _===_ ===Joint Locations==.==.�_____.__ 1) 0- 2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 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# 0-9-0 I. 21 6 0000 0-10-14 0-9-0 4 3' 77# 8.00" t7# 2.50" 0-9-0 8# 2.5 ' 0-0-1 C/L: 0-7-11R0 0-1) Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 !!a-Cunda Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: ; L Truss ID: DD Date: 10-04-02 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing. portal bracing or similar bracing which m a part of the building design and which must be considered by the building designer. Brach g 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 psfpacing: O.C.c 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specdded locations determined by the building designer. Addn itioal bracing of the overall structure may be mquhedee.. (SHIB-91 of TM). BC Dead IO.o psf Design Criteria: TPI LICENSE #0050068 rrr s Plate Institute, TPI. is located at 583 D'Onofrio D"ve, Madison. Wisconsin 537191 Code Desc: FLA I" VANNESSA DMOMEDO.M32766 I TOTAL 33.0 psf V*09.05. 2- 664 - 1' Design: Mmrir Ann(vrir 1110 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dJsciains any responsibility for damages as a result of faulty or incortect Information, specifications and/or designs furnished to the truss designer by the client and the corecssness or accuracy of this Information as It may relate to a spe- cfffc project and accepts no responsibility or exercises no control with regard to fabrica- t1on. 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 budding design by a Building Designer (registered architect or proesstatal engineers. When reviewedfor approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the Iota) building Codes. Loaf chmatic 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 bottornl an, continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a property applied right ceding they should be braced at a maximum spacing of 10'-tr 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 fabdmtm show review this drawing to verify that this drawing is in cordoimurce with the fabricator's plans and to realire a continuing tesponstba ty for such veri- fication. Any discrepancies are to be put in writing before cutting m fabriation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Iltting 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 Y wide x 4' long. A 6x8 plate is 6' wide x 8' long Sk)ts (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/o erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrM L-I995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HIB-91. Trusses arc to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for bolding trusses In a straight and plumb pos- Mon and for resbung lateral forces shall be designed and tnstalled by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for tosses requires such temporary bracing during installation betwm tr0S M t0 avoid toppling and dominaing. rare supervision of erection of trusses Shan be under the control of persons experienced 1.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 louses until after an fastening and bracing is completed JB: ARLINGTON B 3&4 AC: TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 MMS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCi(EDULE: 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 6.00 Face = 0-3-12 3.00 I 0-8-0 I 1 WO: ARLB WE: MULTIPLE LOADS -- This design is the cenlposite result of waltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WhdLod 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 -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 6X8 3X4 Fes TI: E ATY: I __ _ _= =====Joint Locations=..==_= .... ==.. 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0--0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEAR33!1G 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-RObL 5X8 3•00 Face = 0-3-12 l 12-3-11 14-0-10 12-3-11 1 13 1 11 9 8 1366# 8.00" 11-0-0 1366# 8.00" (Ro-10-10) I 40-0-0 I (RO10lo) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0.fL32766 Desion: Marm Adafv,ir WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the building design and which mustbe considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overallstructure may be required. (See HIB-91 of Till. ftYuss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madisoi. Wisconsin 537191. rnn nero. , slut r n..,........ - 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: E 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 informmation 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- effk project and accepts no responsibility or exercises no control with regard to fabrics- tion. handling, shipment and Installation of truss-. This truss has been designed - an mdtvidual building component in accordance with ANSUM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied Iwds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botto)) are eonunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properiy applied rfgld cedinW, they should be braced at a maximum spacing of la-O' o.c. Connector platys shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reahre a continuing responsibility for such verl- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A. 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holesl run parallel to the plate tength specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bradntg and erection recommendations are to be followed in accordance with "Handling Instadfng @ Bracing-. 1118-91. Trusses arc 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- film and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppiffig and damming. The supervtsion of eredtmn of trusses shad be under the control of persons experienced in the installation of [Russ-. Professional advice shad be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to truss- udd after all fastening and bracing is completed. JB: ARLINGTON B 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 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 6 000 Face = 0--h- 2-133QJ8 0-8-0 WO: ARLB Wk. 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, 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 -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 6X8 3X4 6YR TI: E1 QIy:1 ===== = ===Joint Locations =======e ..===s 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0-- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc 0- 4- 0 1365 100 -988 BOT PINS 39- 8- 0 1365 0 -1027 BOT H-ROLL 0 1%XS 3.00 Face = 0-3-12 12-3-11 14-0-10 Ii 13 1 12-3-11 l 1366N 8.00" 11 98 1-0-0 1366# 8.00" 40-0-0 �1-0-0 cd-i�c!) A ES (12) 2X4 l (RO-i0-1o) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 10) ��ar_r• Lmaronda Systems 4005 MARONDA WAY SANFORD, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Dewen: Matrix Nutivsis WAMING: 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 sftdW bracing which is a part of the building design and which must be considered by the bulldmg designer. Bracing shown is for lateral support of truss members only to reduce bmkfing 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-9 i of TPd. !Russ Plate Institute. TPI. Is located at 583 D'Onotdo Drive. Madison.. Wisconsin 53719). Min PIT". Eng. Job: Dwg: Truss ID: E 1 Dsgur: TLY Ch1i: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr 1.25 TC Dead 7.0 psf DurFae - pit: 1.25 BC Live o.o Psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 Dsf vno nc nn cc.ln HCS. 08.20.02 JB: ARLINGTON B 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 msponsibWty for damages as a result of faulty or Incormot INormatlon, 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- cglc project and accepts no responsibility or exercises no control with regard to fabnca- ZZ handling, shipment and Installation of trusses. This truss has been designed - an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part. of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow bads. project specifiations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes ornnpression 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 property applied rlgd tatting. they should be braced at a maximum spacing of la -a' o.c. Connector plates shag be manufactured fraa 20 gauge hot dipped galvanlzsd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reAcw this drawing to verify that this drawing is Ir. conformance with the fabricator's plans aid ro reader a continuing nsponsibgfty for such verf- fleation. Any discrepancies arc to be put in writing before cutting or fabrimu m. Plates shall not be Installed over knotholes, knots or distorted grain. Members shag be cu; for tight fitting woodto wood bearing. Con- nector plates stall 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' king. A 6x8 plate is 6- wide x 8" long. Slots fholesl run parallel to the plate length specified. Double cuts on web members shag meet at the ctn trold of the webs unless otherwise shown- Connector plate sizes are minimum sires based on the forces shown and may need to be Increased for certain lum& ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "liandting Installing& Bracing", HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporaryand permanent bracing for balding trusses in a straight and plumb pos- nbn and for -stating lateral forces shag be designed and Installed by others. Careful hand. ling is essential and erection bracing 0 always required. Normal pmcautlomary action for trusses requires suchtemporary bracing during installation between trusses to avoid toppling and dotninoing. The supervision of erection of trusses shalt be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater Than the design bads shag not be applied to Trusses at any time- No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x6 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 691# Support 2 246# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 2-5-10 0-6-2 CANT: 1-10-8 WO: ARLB WE: MULTIPLE LOADS -- This design is the ccmglosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125imph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Part L. 8.7 ft W= 6.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -56 0.32 4- 3 0 0.05 17# l 47# 523# 4 dill" 3.33 TI: E2 ATY:2 _— _-`---- ===Joint Locations ===== 1)0- 0- 0 3) 6- 0- 2 2) 6- 0- 2 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------- Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 6- 0- 2' BC Vert L+D -20 0- 0- 0 -20 6- 0- 2 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D TC Vert L+D TC Vert L+D -47 2- 0- 5 -45 3- 9- 1 -107 5- 7-10 BC Vert L+D BC Vert L+D BC Vert L+D -8 1- 4- 4 -25 2- 0- 5 -24 3- 9- 1 BC Vert L+D -59 5- 7-10 ----MAX. REACTIONS PER BEARING LOCATION----- X-Locc Vert Hor' UPIN 66 ift Y-Lot Type YO-14 292 8 522187-2461di)#bT H-ROLL 2-2-2 1-10-9 292# 2.50" (R1-10-7) -2 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN IlTPI 1-1 525# 24# "" ■ scale = 0.8491 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 TWAKnIM V: 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 bulking 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 aid specified locations deterodned by the budding designer. Additional bracing of the ...it structure may be required. (,Ste HIB-9I of TP11 (rruss Plate Institute, 1P1. Is located at 583 D'Onofno Drive. Madison. Wisconsin &37191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 100 f TOTAL 33.0 psf Truss ID: E2 Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marie Andfysfs JOB PATH: (7:I7FE-L0KU0BSIARLB HCS: 08.20.02 GTUiv B 3&4 AC: 10# UPLIFT D.L. WO: At(LB WE: DESIGN INFORMATION This design is for an indtvldual butk ing component and has been based on information provided by the client. The designer disclaims any responsdrdity for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to thetruss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trussc. 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 Budding Designer (registered architect or professional mgineerl- 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. local climatic records for wtnd or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tetwton are not fully braced laterally by a properly applied rigid cetnng, they should be braced at a maxknuin spacing of lo-0" o.c. Connector plates s1a11 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 b in conformance with the fabricators plans and to realize a continuing respomibWty for such weri. fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shall be located on both faces of the tress with nails fully imbedded andshall be sym. about the Jolts unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x 8' long. Slats Iholesi run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are nntnhnum sties based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant tinted lumber udess otherwise shown. For additional Information on gummy Control refer to ANSI/7PI. I-19% PRECAUTIONARY NOTES Ali bracing and erection reconmaendatmns are to be followed In accordance with'Handhng Instal8ng dr Bractrie. HI8-91. Trusses are to be bandied with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for restyling lateral faces shall be designed and Installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bmeing during tnsta➢ation between misses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced to the installation of trusses. Professional advice stall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00• T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCH 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. 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 -11 0.07 4- 3 0 0.04 TI: EE QTY:4 __ = __== =====_ ===Joint Locations==_.._.._ 1)0- 2- 7 3) 1- 8- 4 2) 1- 8- 4 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 36 32 -96 TOP PIN 0- 4- 0 128 40 -249 BOT PIN 1- 7- 0 19 0 -11 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 249# Support 2 96# Support 3 ll# L 1-8-4 (, �) 1 2 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 1-8-4 4 129# 8.001, 36# 2.50" 1-7-2 n� 1-8-4 19# 2. n (111-7-0) CIL: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 Over 3 Supports scale = 1.5329 WkKNIN4: READ All NOTES ON THIS SHEET. Eng. Job: WO: ARLB Mal'onda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: EE 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 Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or strn82r bracing which is a part of the budding design and which must be considered by the budding designer. Bracing TC Dead 7.0 f ps DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pnwisloos must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemnined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9i of,Pij. 0 1U.psf BC Dead,.I Design Criteria: TPI LICENSE #0050068 (truss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin. 537191. Code Dese: FLA 1005 VANNESSA ORAVIEDO.FL32766 TOTAL 33.0 psf V• 5 _ 52- 1 HCS: 08.2(1.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer dtsclabus 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 b may relate to a spe- cific, project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. Thfs thus has been designed as an Individual budding component In accordance with ANWTPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. Focal cbmatle records for wind - snow bads, project specifications or special applied bads. Unless shown., trans has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sbmtbfng unless otherwise specified. Where bottom chords in tension we not fully braced laterally by a properly applied rigid cedin& they should be braced at a maximum spacing of 19-W o.e. Connector plats shall be manufactured fmn 20 gauge hot dipped galvanized steel meetatg ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sham review (his drawing to verify that this drawing is at conformance with the fabricator's plans and to realize a contbnutng responsibility for such vett- fiaUon. Am discrepancies arc to be put in writing befote cutting or fabrication. Plats shay not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood. beaming Con- nector plates shag be located on both faces a the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wipe x 4- king. A 6x8 plate is 8 wide x 8- long. Slots Ihotes) 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 sues we minimum slzs 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 fine retardant treated I•umber unless otherwise shown. For additional Information. on Quality Control refer to ANSI/IpI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing", HI8-91. Tresses am 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- Itionand for resisting lateral forces slug be designed and bstaged by others. Careful hand- ling is essential and erection bracing la always required. Normal precautionary action for trusses requires such temporary bracing during imta11adon between tfUsses to avoid toppling and dominomg. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice stall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to truss at b any time. No ads other than the weight of the erectors shag be applied to trusses until titer all fastening andbracing is completed. JB: AKLIIVGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNEC-TION 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 WO: ARLB WE: MULTIPLE LOADS -- This design is the composite result of fmaltiple 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 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 TI: F 9TYA __ = - ======Joint Locations=====_=_____><__ 1) Oc 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- (1- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER HEARING IACATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 103 -987 HOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 14-0-0 12-" 14-0-0 1 2 4 6 6 0000 6X8 3X4 6X8 5X8 Face = 0-3-12 3.00 J1 3.00 Face = 0-3-12 08-0 13-7-11 11 114-10 1113-7-11 1 13 '112 io 1366# 8.00" 9 S � 1366# 8.00" (Ra1�0-10) 1-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPL 1-1995 (1 RO-10_l0) scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DROVIEDOYI-32766 n,ri . .lien:, ea a r:r IIVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham m this drawing Is not erection bracing, wind brarbV, pottal bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateralsupport of truss members only to reduce buckibng length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddnWnal bracing of the overall structure may be required. (See HIS-91 of TPI). Brass Plate institute. TPI, is bested at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgur: 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 osf Truss ID: F Date: 10-04-02 Durfac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and lnas been based on lnloruutfon provided by the client. The designer dtsciahm any responsibility for daouges as a result of faulty or incorrect idorinatton, specifl atbtu and/o 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 responstbilty or exercises no control with regard to fabrica- tion, handling, shipment andinstallation of trusses. This t-- has been deslioned as an Int"ual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional. engbmri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local clinatfc records (or wiM or snow bads. project specifiations or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes xw riPme alon chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by it properly applied rigid ceding, they should be braced ata maximum spacing of 10'4)' o.c. Connector plates shall be manulactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Rio to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to mail- a continuing responsibility for such vert- fi ation. Any discreparictes are to be put in writing before cutting or fabrication. Plates shall not be installed over knolhohes, lints or distorted grain. Members shall be cut . for tight rating wood to wood hearing. Con- nect" plates shad be located on both faces of the truss with nabs fully tmbedded and shaft be syn. 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 nennbers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mminuru sues based on the forces shown and may need to be Increased for certain hand- ling and/m erection'amses. This truss is not to be fabricated with fire retardant treated lunnber unless otherwise shown. For additional information on Quality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES A8 b-, ft and erection recommendations are to be followed in acconlance with'Handiing installing & Bracing', HI13-91. Trusses arc to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domdnomg. 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 wnstructfon loads greater than. the design loads shall not be applied to trusses at any tine. No loads other than the welghl of the erectors shall be applied to trusses until after all iaslening and bracing is completed.. iB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 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 6 0000 WO: ARLB WE: MULTIPLE LOADS -- This design is the ceagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125niph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= Macl 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 6X8 3X4 6X8 Face = 0- - 13181I --� O-S TI: F 1 ATY: l =a--- ===Joint Locations====z:..=... __ 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 ype 0- 4- 0 1365 103 -987 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 6 J Xa 3•00 Face = 0-3-12 080 i 13-7-11 11-4-10 1 13 1 11 9 13-7-I1 t 1 g 1366H 8.00" 10 0 1-0-0 1366# 8.001, �.- Cfj�'1�) 40-0-0 A S (12) 2X4 10) EXCEPTEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OFOVIEDO.Ft-32766 Design: Matrix Analysis WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be consldered by the budding designer. Bracing shown Is for lateral support of truss member only to reduce buckling length. Provisions muse be made to anchor lateral nbracing at ends and specified locations determined by the building designer. Additioal bracing of the overall structure may be required. (See HIS-9I of TPd. frruss Plate Institute, TPI, Is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. JOB PATH: C:ITEF.-LOKU08SIARLB 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 Truss ID: F1 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 Tanis design Is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibUay for damages as a result of faulty or incorrect Information. specification s 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- cific project and accepts no responsibility or exercises no control with regard to fabrkm tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPf 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professlonal enngirxed. 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. loot ctb'mUc records for wired or snow loads. project specilimtlots or special applied loads. Unless shown. truss has not been desiged for storage ,e occupancy lends. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise speclfwd. Where bottom chords In tension are, not fully braced laterally by a properly applied rigid caging. they should be braced at a maximum spacing of 10y-O" o.c. Connector plates shall be manufactured ion 20 gauge hot dipped faNanbed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fltatlon. Any discrepancies are to be put in wrRmg before cutting or fabrication. Plates shalt not be installed over knotholes. tarots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector piates shag be located on both faces of the in— with nails fully imbedded and shag be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Gail plate Is 6' wide x 8' king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag mect at the centmW of the webs unless otherwise shown. Connect r plate sizes are minfmurn slits based on the forces shown and may creed to be Increased for certain hand- ling and/or erectlon 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 a Bracing'. HIS-9 1. Trusses are to be handled with Particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phanb pos- ttion and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling I. essential and erection bracing Is always required. Normal precautionary aclbn for trusses requires such temporary bracing during instaiiatlon between trusses to avoid toppling and domtrwin& The supervision of erection of tosses shag be under the control of persons experienced In the installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads shag not be applied to trhisses at any time. No bads other than the weight of the erectors shall be applied to tm"es until after all fastening and bracing Is completed. JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: F2 ATY:2 1 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=-0.03" D=-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.00" RMB = 1.15 (® I-7-2 (-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Manx Andfyris Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 95 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V_ 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type_ Part L. 8.7 ft W- 5.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL_ 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.57 4- 3 0 0.47 _=====Joint Locations=====_=__=====e 1) 0 2- 7 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 95 -273 TOP PIN 0- 1-12 237 123 -484 BOT PIN 4-10-12 93 0 -74 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCQEDULg; Support 1 484# Support 2 273# Support 3 74# 5-0-0 1 2 Q 2-2-6 237# 3.50" 107# 2.50" .�e 54-0 94# 2 50" TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 4- 0-12 scale = 0.8488 WAM1114G: 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 butMNg 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 roust be made to anchor lateral bracing at ends and speckled locations detennbted by the building designer. Additional bracing of the overall structure tray be required. (See HIB-91 of TPi. (Truss Plate Institute. TPI, is located at 583 D'Onohio Drive. Madison. Wisconsin 53719). JOB PATH: C:1TEE-L0XV08StA/ LR Eng. Job: Dwg: Dsgur: TLY Chk: MR , Truss ID: F2 Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI -- Code Desc: FLA TOTAL 33.0 psf --:09.05 02- 6655- 1( 11CS: 08.20.02 JB: ARLINt:rfON B 3&4 AC: 10# UPLIFT D.L. Wu: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client- The designer disclaans 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- cg(c project and accepts no responsibility or exercises no control with regard to fabrlca- tion, handling. shipment and installation of trusses. This truss has been designed as an indtvkival building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer!. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climat# 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) ate continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension arc not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0" o.c. Connector pates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASFM A 653. Grade 40.. unless otherwise shown. FABRICATION NOTES Prot to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fkatlon- Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the true with ralb filly imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" tong. A 6x8 plate is 6' wide x 8' long. Slots Iholesl tun parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate stun are minimum sties 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 fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-19961 PRECAUTIONARY NOTES All bracing and erection necurnme datioms are to be followed in accordance with -Handling Installing & Braclni'. 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 poe- glon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always mqubed. Normal precautionary action for misses requires such temporary bracing during Installation between mines to avoid lopphng and domino(ng. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the "lot ofthe erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLRr 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 199# Support 2 287# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION.- T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End verticals designed for axial loads only End verticals that are extended above/below the truss profile may rehire additional design considerations (by others) for lateral forces due to wind or seismic loads on buildings. TC...FORCE ... CSI .-BC...FORCE. ."CSI 1- 2 -375 0.26 6- 5 8 0.08 2- 3 -59 0.22 5- 4 344 0.14 Ti: FF QTY:4 -Joint Locations==a=>c =1) ==-- =0- 0- 0 3) 8- 4- 8 5) 4- 1-ll 2) 4- 1-11 4) 8- 4- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 8- 6-12 276 0 -287 Top H-ROLL 0- 1-12 277 154 -199 BOT PIN WndLod per ASCE 7-98, C&C, V- 12--aph, H. 15.0 ft, I= 1.00, EXp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 40.0 ft W= 8.4 ft Truss. in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 8-8-0 1 2 3 Q 6X 3X 3-2-5 5-5-14 3X 0-1-6 3X4 T 1-7-13 — 3X4 3X6 14-3 2X4 0-1j1-6 2.00 I 8-1-0 6 5 4 178# 3.50" 276# 2.50" �-- 84-8 03-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3827 Maronda Systems) ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL32766 Devon: Mari, A-1-h VIIAKIVIIVV: 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 whichmost 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 latent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of Mi. frm- Plate Institute, TPI. Is located at 583 D'Ondrio Drt-. Madison, Wisconsin 537191. Eng. Job: R Dwg: Truss ID: FF Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0r BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 rKf vno nc nil A:ccc nr HCS: 08.20.02 JB: ARLINGTON B 3&4 AC: Iu# UPLIFT D.L. WO: ARLB . WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The destgner dlsciahtu any responsibility for dam ges as a result, of faulty or incorrect information. specifications and/or designs furnished to the truss deslprer by the client and the correctness or accuracy of this information as it may relate to a spe- ci(b project and accepts no responsibility or exercises no control with regard to fabrics- tion. handling. shipment and Installation of trusses. This truss has been d-lgred - an indhvdual building component in accordance with ANSI/TPI I-I995 and NDS-97 to be incorporated as part of the building desigri 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 arc inagreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been desigud for storage or occupancy loads. The design assumes compression chords (top or bottom) are cmil nu- ously braced by sheathing unless otherwise spectfled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of W-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah an led 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 veri- fication. Any discrepancies ace 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 light turtling wood to wood bearing. Con- nector plates shag be located onboth faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' ling. Slots (holes) ram parallel to the plate length specified.. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlinum sties based on the forces shown and my need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and erection mcommendations are to be fogowed in accordance with 'Handling tnstagmg d Bracing'. H113-9l. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed 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 hwtallatkm between trusses to avoid toppling and dominobig. The superviston of erection of trusses shag be under the cotltrol of persons experienced In the treitallation of trusses. Professional advice shall be sought if needed - Concentration of co sbuction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unto after ail fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 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: T- 0.21" RMB - 1.15 MULTIPLE LOADS -- This design is the callposite 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 Impact Resistant Covering and/or Glazing Req ..TC...FORCE...CSI .-SC ... 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 TI: G OTY: i ==_ == = _ =Joint Locations=======___=____ 1) 0 Oa 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 ----MAR. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 106 -986 Bur PIN e 39- 8- 0 1365 0 -1025 DOT H-ROLL 154-0 9-4-0 154-0 1 2 5 6 6.00 - 0 6X8 6X8 J]l0 T -2-6 0-6-6 TT� I Face = 0-3-12 3.00 I1 3 pp Face = 0-3-12 0-8 14-11-11 I 8-8-10 14-L1-11 1 11 1 8.00" S 11366X (1104 Io0) la 40-0-0 1366# 8.00" �L-o o� EXCEPT AS SHOWN PLATES ARE TL20 GA TES ED PER ANSI/TP1 1-1995 (( R-10} 0-1 scale = 00-10) WAKNIKU: READ ALL NOTES ON THIS SHEET. Eng. Job: all"onda Systems LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown an this drawing is not erection bracing, wind bracing, ports, bracing or similar bracing which is a part of the budding design and which must be considered building designer. Bracing TC Dead 7.0 psf DurFac -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of inns members only to reduce buckling length- Prwtsions must be BC Live 0.0 psf O.C. Spacing: 24.0" g' TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 (Truss Bate institute. TPI, is located at 583 D'Onofno Drive Madison. Wisconsin 53719). Code Dese: FLA loins VANNESSA Or.9VIEDr.FI_32766 TOTAL 33.0 Psi I V:09.05.02- 6 7- HCS: 08.20.02 DESIGN INFORMATION This design Is (or an individual budding component and has been based on Information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or incorrectinfonmsuon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as itmay relate to a spe- cdic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This brass 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 architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. kxvd dhratic 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 assmmnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid celhng. they should be braced at a maximum spacing of la-0' o.c. Connector plates shad be manufactured from. 20 gauge hot dipped galvanized stet[ meeung ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrknuon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to mallze a continuing resporuilldity for such veri- f r2tlon. Any discrepancies are to be put in writing before cutting or fabricauon. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both (aces of the truss with nails hefty imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long A Cub 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 arse minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. Tics truss 15 not re 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 recwr"nendatims are to be followed in accordance with -Handling m IeaWng& Btacln;r. 1118-91. 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- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essemW and erection bracing is always required. Normal precauuorary action for trusses requires such temporary bracing during ttls(allaUan between trusses to avoid toppling and domi noing. The supervision of erection of trusses shall be under the control of persons experienced L. the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design toa& shad not be applied to trusses at. any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON B 3&4 AC: 10# urLIFT 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 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: T= 0.21" RMB - 1.15 WO: ARLB 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 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 TI: G1 QfY:1 == __=====Joint Locations=e===....._ - 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) IS- 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, L, 15-4-0 94-0 154-0 i1 2 5 6 6 0000 6X8 6X8 Face = 0. - 13-1(4$0 J o{ 0-& P9 -6 0000 5X8 13.00 Face = 0-3-12 i 14 11-11 8-8-10 14-11-11 1 11 1 8 1-0-0 1366# 8.00" 1366r 8.00rat 40-0-0 1 2) 2X4Cd �A ES (1(RO-10 -10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIrMl 1-1995 Scale = 0.1595 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1008 VANNESSA 020VIEDOYL-327" Design: Marrit Analysis VVAKMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Baring shown on this drawing Is not erection bracing. wind bracing portal bracing or similar bracing which is a part of the building design and whichmust be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling knglh Provisions must be made to anchor lateral bracing atends and specgled lr atlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPi1� trrusa Plate lnsttutr, TPI, is looted at 583 DYhnofria Drive. Madison. Wisconsin 537191. JOB PATH: CJ7EE-L0KU0BS64RLB Eug. Job:WO'_ARLB Dwg: Dsgur: TLY Chk: Truss ID: G1 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:0 02- 66 - ' HCS, 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the clam The designer disclaims arty- responsAriNty 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 uerclses no control wN% regard to Fabrica- tion. handling, shipment and Installation of messes. This truss has been designed as an individual budding component in accoriantt with ANSI/'IPI 1-1995 and NDS-97 to be incorporated a' part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the datashown are In agreement with the local building codes. load climatic records for wind or snow bads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenston are not fully braced laterally by a properly applied rigW ceding, they should be braced at a maxim= spacing of 19-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to verify that this drawing is in conformance with the fabriatm`. plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plats stall not be installed over knotholes, knots or distorted grain. Members had be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 pb4e Is 5- wide it 4" tong. A Oxil plate is 6" wide x 6' king. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet u at the cenofd of the webs unless otherwise shown. Connector plate sizes arc mintmurn sizes 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 shown.For show. For additional trdortoatfon on Quality Control refer to ANSI/T PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handing Installing 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition. and for resisting lateral forts stall be designed and Installed by others. Careful hand- ing Is essential and erection bracing Is always requbed. Normal precautionary action for trusses requires such temporary bracing during itstagation between misses to avoid toppbn' and dondnoing. The aupervislon of erection of I.- shall be under the control of persons experienced In the installation of tsvases. Professional advice shad be sought if needed. Concentration of construction loads greater than the destiot loads shall not be applied to trusses at any time. No toads other than the weight of the erectors shall be applied to tnisses until after all fastening and bracing is completed. JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.001 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: ARLB Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 61 pounds of horizontal reaction WndLod per ASCH 7-98, C&C, V- 125xph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part Le, 58.0 ft W- 2.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 20 0.12 4- 3 -1 0.09 TI: G2 OTY:2 __ ==_ _= ==Joint Locations=====__ 1) 0- 2-1 3) 2- 1- 0 2) 2- 1- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 1-11-12 45 61 -119 TOP PIN 0- 1-12 120 77 -242 BOT PIN 1-11-12 39 0 -33 BOT H-ROLL PROVIDE UPLIFT CONNECITION PER SCHEDULE: Support 1 242# Support 2 119# Support 3 33# � Z-1-0 1 2 Q 9 Z-1-0 F , 4 3 120# 3.50" 451E 2.50" 1pie 2-1-0 40# 2. 0" (R1-1-7) 1-1- EXCEPT AS SHOWC/r.! 1- 1-19 N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LMarvnda System Si 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 011,0VIED0.1"L32768 Design: Matrix Analysis WAKININU: 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 sinnar bracing which is a fart of the building destgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by flee building designer. Additional bracing of the overall structure may be required. (See HIB-9I of wd frtuas Plate ImUtute. TTn. is located at 563 Donofno Drive, Madlson, Wtsconstn 537191. JOB PA771-• CAIEE-LOKUOBSLIBLB Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1243 Eng. Job: B Dig: Truss ID: G2 Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbc 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL33.0 psf V:09.0 2- 665 - 2: HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsiblitty 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- c7k project and accepts no responsibility or exercises no control with regard to fabrt a- tion, handling, shipment and installation of muses. This truss has been designed as an Individual building component in accordance wO ANSI/TPI t-1995 and NDS-97 to be Incorpotated as part of the building designby a Budding Designer (registered architect or professional engineer(. When reviewed for approval by the budding designer. the design laedinp shown most be checked to be sure that the data shown are in agreement with the local building cods. local ebmatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spelled. 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 lo-O" o.c. Connector plats shall be "manufactured from 20 gauge hot dipped plvaniud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES PdM to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the labrf®tofs plans and to realize a continuing resporolbidty for such ven- f catso n. Any sift—pancies are to be put in venting before cutting or fabrfatin Plats shall not be installed veer knotholes. knots or distorted grain_ Members stall be cut for tight inting wood to wood bearing. Con- nector plates stall be bated on both faces of the truss with nails fully imbedded and shall be sym. about the Jointunless otherwise sham. A 5x4 plate is 5- wide x 4- long A 6x8 plate is 6' wife x 8• long. Slots (holes] run parallel to the plate length specAled. Double cuts on web ntembm shall meet at the ccmrold of the webs unless otherwise shown. Connector piste sits are mlNmum sizes lased 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 wnh (Ire retardant treated lumber unless otherwise shown. For additional tnformatfon on Quality =1 refer to ANSI/TPI I-19% PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accord— with 'Handling Installing A Sracfng'. HI"i. 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- Alan and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Nomnalprecautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dammoing. 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 after all fastening and bracing is completed. JB. ARLINGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD 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: ARLB 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 mil be able transfer 60 pounds of horizontal reaction 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- 2.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 20 0.11 4- 3 0 0.08 TI: GG 9TY:4 a====Joint Locations===a=e=====__:__ 1) 0- 2- =1 3) 2- 1- 0 2) 2- 1- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 45 60 -118 TOP PIN 0- 4- 0 120 77 -224 BOT PIN 1-11-12 24 0 -17 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 224# Support 2 118# Support 3 17# 2-1-0 r / 4 3 120k 8.00" 45# 2.50" 1-1-9 �e 2-1-0 24# 2. 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1JTP1 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICFNSF #0050068 WAKIVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building dmi n and which most be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and spmffied locations determined by the building designer. AddiUonal bracing of the overall structure may be required. (See HIB-9 i of TPt. (Truss Plate institute, TPI, is located at 583 D'Onofrto Drive. Madison. Wisconstn 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 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 scale = 1.1243 Truss ID: GG Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PAIN: CATEE-LOWOBSNRLB TOTAL 33.0 RCS: 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 responsibdny for damages as a result of faulty, or incorrect Information, specifications and./or designs furnished to the truss dcalgner by the client and the correctness or accuracy of this information as it may relate to a spe- catc project and accepts no responsibility or exercises no control with regard to fabrka- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI t-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 deslpner. the design loadings shown must be checked to be sure that the data shown am in agreement with the local building codes, 'cal cd n tt. records (or wind or snow bads. payed spec0catlons or special applied bads. Unless shown, buss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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'-O' o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shad review this drawing to verify that this drawing is lit cordonnance with the fabricatm's plans and to reallm a continuing responsibility for such ven. fkation. Any discrepancies are to be put In writing bebre cutting or fabrication. Plates shad not be installed over knotholes, knots or di tnrted gram. Members shad 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 shad 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 (holed run parallel to the plate length specdjed. Double cuts on web members shall meet. at the centrold of the webs unless otherwise shovm. Connector plate sizes an, ram{ mu n sizes based on the forces shown and rosy need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with flee retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/•IPl 1-1995 PRECAUTIONARY NOTES All bracing and erection reconnnendations are to be followed in accordance with 'Handing Installing @ Bracing'. HIS-9 1. Trusses are to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shad 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 avoid topphng and dominoing. The supervtsbn of erection of trusses strati be under the control of persons experienced In the installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON B 3&4 AC: 10# r D.L. 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=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB ar 1.15 WO: ARLB 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= 125aph, 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 TI: H QTV:2 =>z =Joint Locations-st,ea=.=====_ sit) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-li 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 LOCATIt7N—*--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 73 -976 BOT PIN 39- 8- 0 1365 0 -1014 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1014# 16-8-0 6-8-0 16-8-0 1 2 5 6 6.00 - i 00 6X8 6X8 Zna Face = 0-3-12 3.00 I 13 pp Face = 0-3-12 0-8-0 1 16-3-11L 6-0-10 11 16.3-LL 11 LO 8.00" 8 7 1"1366# (110--10-10) I [1140-" 1366N 8.0011 EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSI/TPl 1-1995 (I RO-10-10) 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 VANNESSA DROVIEDOXE-32766 Design: Mafrir Analysis VVAKIVIIYG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Blactug shown on this drawing is not erection bracing. wind bracing, ports! bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shownis for lateral support of taus members only to reduce bucking length, provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additiortal bracing of the overall structure may be required. (See HIB-91 of TPd. (Truss Plate institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191- JOB PA771: C:ITEE-LOWOBSIARLB Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLI3 Truss ID: H Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: .0 .0 - 1- 2' HCS.• 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION This deslgn Is for an Indlvldual building component and has tneen based on urfortoatbn providedby the client The designer disclaims j any responslbWty for damages as a result of faulty or Into—t 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. dcgic project andaccepts no responsibility or exercises noo control with regard to fabri - Lion, handling, shipment and Installation of trusses. This truss has been designed as an IndR7dual budding component in accordance wilt ANS1/1PI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding 1 Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown ate in agreement with the local bulldog codes. Local climatic re erodes for windor snow Loads, j project specdkatfora or special applied loads. Unless shown, truss has not been designed for storage or oceuparicy bads. The design assumes compres<bn chords (top or bottom) arc conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cegfiag. they should be bracedat a maximum spacing of 10'-W ox. Connector plates shag be manufactured from 20 gauge hot dipped galvanmsd steel meeting ASTM A 653. Grade 40. unless otherwise shown 1 FABRICATION NOTES Prior to fabrication. the fabricator shag review this draal ng to vertfy that this drawing is in conformance with the fabricators plans and to r 11- a continuing responsiblbty for such vw1- frcatlon. Any discrepancies are to be put in wrhtng before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gran. Members shaft be cut for tight (dung wood to wood beartn& Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and strait be symabout the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 late is 6' wide x 8" long. Skhfs (helm) run parallel to the plate length specified, Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sties are minimum sires based on the forces shown acid may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection mcommendatlons are to be followed in accordance wtth -Handling installing h Bracing', HIB-91. Tmsses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Ternporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for restating lateral forty shall be designed and Installed by others. Careful hand- ling Is essential and electron bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InsWiation between trusses to avoid toppling and dominotn& The supervision of erection of trusses shadbe under the control of persons experienced In the Installation of trusses. Pmofesalonal advice shall be sought if needed. Concentration of construction loads greater than the designloads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unt8 after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT (FORDS: 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 TOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 1-2-7 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L- 58.0 ft W. 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems h') ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA MOt•IEDO.F1.32766 Design: Matrix Analysis TI: H2 ®TY:2 -=_ = ==Joint Locations=====______=__._ 1)= _ 0- 2- =1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 2 16 20 -45 TOP PIN 0- 0-14 76 24 -149 HOT PIN 0- 8- 2 14 0 -9 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 149# Support 2 45# Support 3 9# 0-9-0 1 2 6.00 0-10-14 I� 0-9-0 L 4 3 771# 1.75" 17# 1.75" Je - 0-9-0 14# 1. 50-0-1 C/L: Over 3 Supports 1IYAKNINti: 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 sun8ar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcatknis determined by the building designer. Additional bracing of the overall structure nay be required, (See HIB-91 of rPI). flhrse Plate lnstHute. TPI, is locatedat 583 D'Ona(rio Drtve. Madison. Wisconsin53719). JOB PATH: CJTEE4,0KV08SURLB Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: Dwg: Dsgnr: TIM Chk: WO. Truss ID: H2 Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•0 .05.02- 666 - 24 HCS: 08-20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dhsclairm any responsibility for damages as a result a faulty or incorrect lnfon nation. specificatJou" and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may miate to a spe- clftc project and accepts no responsibiity or exerclx no control with regard to fabrics- tlon, handling, shipment and Inst.11mlon 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 a Building Destgmr (registered architect or professional engineers. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown am In agreement with the local building codes. local ch n alc records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottowl are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior W fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ftcatbn. Any dlscrepancles are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight lilting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with mils fully Imbedded and shad be sym. about the joint wiless otherwise shown. A 5x4 plate Is 5" wile x 4" long. A 6x6 plate is 6" wide x 8" long. Slots lholesi run paraM to the plate length specified, Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sins ire minimum sL i based on the forces shown and nay need to be lncreased for certain hand- ling snd/or erection stresses. This truss 6 rot to be fabricated with lire retardant treated lumber urdess ctherwlse shown. For uddltioaal lnla tkm on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are :o be foGowed In accondancc with "Handling Installing& Rm ffi(', HIS-91. Trusses are to Ire han.Jl d m;h Particular cart owing handing and L• d!ing. delivery and i stallitum to avoid .bmrge. Temporary and permanent bracing girt hokling trusses in a stmight and plurnb pos- Itlnn and for resisting lateral forces shall be desig)_d and InsUlled by others. Cumfnd hand- ing is •sszrtial ar.d erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during twtallatbn between (nurse to avid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced In the tnstalhtlon of trusses. Professional advice shad be sought If needed. Concentration of cotrstructton loads greater than the design bads shad not be applied to trusses at any time. No loads other than the Welght of the erectors shall be applied to trusses until alter all fastening and bracing b completed. JB: ARL;NGTON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT 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=-0.02" D= 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-6-7 0-66-6 1 WO: ARLB WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 100 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 1.25aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -34 0.30 4- 3 0 0.23 I (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1005 VANNESSA UPLOMED0.1`132766 Design: Matra Andysis TI: H H QTY:4 _ -------- -joint Locations_______________ =1) 0- 2 l 3) 3- 5- 0 2) 3- 5- 0 4) 0- 2- 1 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3-12 73 100 -192 TOP PIN 0- 4- 0 163 129 -305 BOT PIN 3- 3-12 40 0 -30 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 305# Support 2 192# Support 3 30# 3-5-0 1 2 2-2-14 3-5-0 4 3l 164# 8.00" 74# 2.50" + 3-5-0 40# 2 50" I C/L: PER ANSlJTP1 1-1"5 Over 3 Supports 3-3-12 WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing" wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be b made to anchor lateral bracing at ends and specified catlons determined by the building designer. Additional bracing of the overall structure may be required, (See HI11-91 of TP0. (foss Plate Institute. TPI, is located at 593 D'Onofrfo Drive- Madison, Wiscurnsm 537191. JOB PAIN: C:ITEE-LOKVOBSIARLB 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 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8286 WO: ARLD Truss ID: HH Date: 10-04-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V09.05.02- 6663- 2, 11CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer discialms any responsibility for damages as a result of faulty or Incorrect hdortmatfo, speculations 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. cads project. and accepts no responsibility or exercises no control with regard to fabrha- lion, handling. shipment and installation of teases. This truss has been designed as an Individual building component in accordance will ANSI/7'Pf 1-1995 and NDS-97 to be incorporated as panof the building design by a Building Dcslgri r (registered architect or professional enghteer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local cJ matic records for wind of snow loads. project speculations or special applied loads. Unless shown, thus has not been designed for storage ur occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of lo'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galwaid id steel meettrsg 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 fabrUstor'S plans and to realize a continuing responsibility for such vert- Bcatlon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shallnot be WtaDed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the teas with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x it long. Slots Ihol-) run parallelto the plate length specified. Double cuts on web members shall tneet at the -trold of the webs unless otherwise shown.. Connector plate stirs are minimum slur based on the forces shown and may treed to be increased for certain hwW- bng and/or erection stresses. This truss s 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 Iratailng & Bracing", HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanentbracing for holding trusses in a straight and plumb pos- nbn and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tstaflatkin between trusses to avoid toppfing and dominotri& The supervision of erection of teases shall be under the control of persons expenertced 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 Inds other than the weight of the erectors shall be applied to trusses until after an fastening and bracing s completed. .ion. ARLINGTON B 3&4 AC: 1 Ott UPLIFT D.L. 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 COMPRESSIN 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 9-6-4 0-6-6 WO: ARLB WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal Embraced 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 14'-0". WndLod per ASCE 7-98, CSC, V= 125aph, 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 TNT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI ..BC ... FORCE ... CST 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 TI: I 9TYA ==----- ===Joint 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 ----MAR. REACTIONS PER BEARING LOCATION-=--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 73 -968 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. - Support 1 968# Support 2 1007# 17-5-0 5-2-0 17-5-0 1 2 5 6�.00 Face = 0-3-12 0-8-0 3.00 I 6X8 6X8 9-2-14 0-66-6 _L 5X8 1-3.00 Face = 0-3-12 080 17-Z-0 4-4-0 17-2-0 s 7 1 11 1 1366# 8.00" 1366aY 8.00" (R0-10-10) I � 40-0-0 (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 VANNESSA D20VIFOO.Ft-32766 WAKN 1 N G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on the drawing s not erection bracing. wind bracing. portal bracing or strnisr bracing which is a panof the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified Ixatloa detenruned by the building designer. Additional bracing of the outran structure may be. required. (See HIB-91 of TPfi. flluss Plate Institute. M. s located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: I Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mathr Analysis JOB PA771: CATU-LOWOBSIARLB HCS: 08.20.02 JB: ARLINGTON n a&4 AC: 10# UPLIFT D.L. WO: ARLts WE: DESIGN INFORMATION This designis for an Individual budding component and has been based on information provided by the client. The designer dtsclaums any respomsib(kty for damages as a result of faulty or incorrect Wormstfon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this udormaton as It may relate to a spe- ed)c project and accepts no responsibility or exercises no control with regard to fabrica. lion, handling, shipment and Installation of trusses. This truss has been designed ass an Individual budding component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design kradbW shown must be chucked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speedled. Where bottom chords In tension are not fully braced laterally by a properly applied rood ailing. they should be braced at a maxdmuun spacing of 10"-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is in confoni"c' with the fabrfator s plans and to realize a continuing responsibility for such verf- flation. Any discrepancies are to be put In writing before cutting or fabrication. Plates strati not be installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to woad 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- king A tix8 plate is 6' wide x 8' long. Sleds (holed run parallel to the plate length specified. Double cuts on web members shad meet at the centrod of the webs unless otherwise shown. Connector plate stza are minimum sizes based on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. This less is not to be fabricated with fire retardant crested lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'Handling IrstaWng @ Bracing'. HIB-91. Tossesare to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses In a straight and plumb pos- Ition and for Misting lateral forces shad be designed and Installed by others. Careful ha Id- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trlrsses to avoid topphng and dominotng. The superviabn of erection of trusses shad be under the control of persons experienced Inthe installation of trusses. Professional advace shad be sought if needed. Concentration of construction bads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of [he erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 42 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, ICzt- 1.0 Bld Type- Part L. 8.7 ft W- 2.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -15 0.11 4- 3 0 0.09 11: 12 6QTY:2 =-Joint Locations=_= ....... 1)==0==2-==== 7 3) 2- 2- 0 2) 2- 2- 0 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 2- 0-12 46 42 -125 TOP PIN 0- 1-12 144 53 -299 HOT PIN 2- 0-12 40 0 -32 BOT H-ROLL PROVIDE UPLIFT CONNECt'ION PER SCTuMULE: Support 1 299# Support 2 125# Support 3 32# 2-2-0 1 2 Q Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 2-2-0 4 3 i-7-2 144# 3.50" 47# 2.50" 2-2-0 41k 2.$0 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 1.3728 ■ (!M!aronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA D".OVIEDO.FL32766 Design Mdru Analysts WAKNINIX 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 consldered by the building designer. Bracing shown is for lateral support of truss members only to red'.uce bucking length. Provslons must le made to anchor lateral bracing at ends and specified locations determined by rite building designer. Additional bracing of the overall structure may be required. f.See His, I of Tpo. n'uss Plate Institute, TPI. Is located at 583 D'GmArto Drive, Madison. Wisconsin 537191. JOB PATH: CJTF_E-LOKUOBSIARLB Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLB Truss ID: 12 Date: 10-04-02 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V909. - - 24 HCS: 08.20.02 JB: ARLINGTON B 3&4 AC: 104 UPLIFT D.L. DESIGN INFORMATION This design is for an Individual Mudding component and has been based on tnm foration provided by the chenL The designer dlxla ras any responsibility for damages as a result of faulty or Incorrect. Wm o,ation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information - It may relate to a spe- cD1c project and accepts no responsibility or exercises no w trolwith regard to fabncs- tbn. handling, shipment and Installation of trvsses. This truss has been designed as an kxlf dua! budding component in accordance with ANSt/7Y: 1-1995 and ND"7 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineers. When reviewed for approval by the building designer. the design loadings shows, must be checlied to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow bads. Project speciflations 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 canunu- 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 IO-O- o- Connector plates shad be manufactured fron 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review thts dmwmg to verify that this drawing is In cortforman— with the fabricatore. plans and to reaDre a continuing responsibility for such verl- Ocatbrn. Any discrepancies arc to be put In wrnfng before cutting or fabrication. Plato shad not be installed over knotholes, knots or distorted grabs. Members shad bx cvt for tight fitting wood to wood bearing. Cm- neetor plates shad be located on both faces of the truss with naf s fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5 wale x 4" king. A 6x8 plate is 6- wide x 8' long. Slots lholesl run parallel to the plate length specified.. Double cuts on wcb members shad meet at the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or crectlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSP/TPI I-1995 PRECAUTIONARY NOTES AD bracing and erection recormendathms are to be followed. In accordance with "Handling Imtagbig Q Bracing(, HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for bolding truss- In a straight and plumb pos- t0on and for resisting lateral fortei shall be designed and Installedby others. Careful hand - king Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during lnstaDattmf between Wises to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss- 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=-0.09" D- 0.03" Tie-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-5-15 0-6-6 WE: MULTIPLE LOADS -- This design is the callposite result of multiple loads. All COMPRESSION 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, Ecp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft Wes 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 -799 0.37 7- 6 655 0.27 2- 3 -1572 0.48 6- 5 645 0.42 5- 4 1349 0.52 6 0000 4X6 /.A,# TI: J ATY:1 _ —Joint Locations=e:___ ======__ =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 -965 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift y-Loc Type 0- 4- 0 623 12 -702 BOT PIPIT 14- 2- 3 1339 0 -603 BOT H-ROLL -6 0000 2X4 6X8 4-2-6 0-8-6 M �)7 7 -4-0 14 624# 8.00" 6 5 4 L 1339# 3.62" d (111-1-7ji6 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSlJTP1 1-1995 965# scale = 0.4333 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10fi5 VANNFSSA. DROVIEDO.FL.32766 Design: Morris Analysis WAKNIMU: 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 erectlon bracing, wind bracing, portal bracing or stm&r bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specified locations determmcd by the building designer. Additional bracing of We overall structure may be. required. (Ste H16-91 of TPd. (Truss Plate Institute, TPL Is located at 563 D'Onofrfa Drive Madison, Wisconsin 53719). JOB PA771: C:IIEE-LOKUOBSIAW Eng. Job: Dwg: Dsgiir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 Dsf Truss ID: J Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24-0rr Design Criteria: TPI Code Desc: FLA HCS: 06.20.02 JB: ARLINGTON B 3&d .;C: 10# UPLIFT D.L. DESIGN INFORMATION This desfgl is for an Individual building component and has been based an Information provided by the client. The designer disctaans any trsponsmility for damages as a mutt of faulty or incorrect information. specifications and/or designs furnished to the trrss 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 fabrics - t1om. handling, shipment and i nslallatbn of trusses. This taus has been designed as an i ndlWdual building component in accordance wad ANSI/TP! t-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archmect 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 buldhng codes. local climatic records for wind or snow Wads. project specifications or special applied Wads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are contahu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a naxltmmn spacing of 1 a-D- 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 Prot ll to fabrication. the fabricator stareview this drawing to verify that this drawing is in conform nce with the fabricators plans and to reabze a continuing responsibility for such vert- flcatlon. Any discrepandes are to be put in writing before cutting or fabrication. plates shaft not be Installed over knotholes. knot: or distorted grain. Members shall be cut for light titling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with halls fully Imbedded and stallbe sym. about the Joint unless otherwise shown.. A 5x4 plate Is 5- wide x 4' long. A tlx8 plate is 6` wide x 6- tang Salts (holes) run parallel to the plate length sp-gled. Double cuts on web members shall meet at the centratd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown andmay need to be Increased for certain hand- ling and/or erection stresses. Tits truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling InstWWV d Bracing", HIB-91. Trusses are to be handled with particular care dating banding and bundling, delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ftion and for resisting latent forces slag be designed and installed by others. Careful hand- thig Is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during butallatkin between trusses to avoid toppling and do nasotng, The supervision of erection of asses ahaa be under the control of persona experienced In the Installation of trusses. Rofe anal advice shall be sought If needed Concentration of construction loads greater than the design loads shall not be applied to teases at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing V tampkted. 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 LOAD DEFLECTION: T= 0.01" RMB - 1.15 4-5-15 0-6-6 I f WO: ARLB 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, Ica 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 1- 2 -571 0.22 2- 3 -431 0.19 3- 4 448 0.20 4- 5 27 0.13 6 0000 ..BC ... FORCE ... CSI 8- 7 477 0.20 7- 6 -327 0.18 487# 8.00" 1-1-9 1 (RI-1-7)�"1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOJI-32766 Design, Mainz Analysis 4X6 TI: K 9TY:3 -.-Joint Locations ... ==.=... c.... 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-Ltx Vert Horiz Uplift Y-Loc 0- 4- 0 487 42 -458 BOT PIN - 12-10-12 422 0 -413 BOT H-ROLL 0 '0 3X4 WIMMINU: 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 croon bracing wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. ISee HIB-91 4 TPI). ffross plate Institute. Tpi, U located at 583 D'Onofro Drive. Madison, Wisconsin 53719). JOB PAIN: C:17EE-L0KV0BSURLB 4-2-6 T 1-4-6 1 423# 2.50" scale = 0.4674 Eng. Job: ARLB Dwg: Truss ID: K Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr 1.33 TC Dead 7.0 psf DurFac - Pit: 1.33 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 .05 02- 6 - 31 HCS: 08.20.02 JB: ARUNG7TON B 3&4 AC: 10# UPLIFT W J: DESIGN INFORMATION Ibis design Is for an individual bufldtng component and has been based on Information provided by the client The designer disclaims any responsibility for damages u 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 a may relate to a spe- cdk project and accepts no responsibility or exercises no control with regardto fabrla- tbn. handling. shipment and installation of trusses. This truss has been designed d an individual building component in accordance wltf ANSI/TPI I.I M and NDS97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the Weal building codes. local chr natk records for wind or snow bads. project specifications or special applied loads. unless shown, tnss 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 bead laterally by a properly applied did ceiling. they should be braced at a maximum spacing of W-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galmUnd 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 fabriratoe. plaits and to realize a continuing responsibility for such vert- fkatfon. Any discrepancies are to be put in writing before curing or fabrication. Plates shall not be installed over knotholes. Imob or distorted grain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym, about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web remembers stall meet at the antrold of the webs unless otherwise shown. Corrector plate sues are minmnum stress based on the forces shown and may need to be increased for certain hand - king and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guaUty Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendatlau are to be followed in accordance with -handling installing & Boeing'. HIB-9I. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing lot holding trusses in a straight and plumb pos- Itbn and for resisting lateral force stall be designed and Installed by others. Careful hand- Itng is essenral and erection bracing is always required. Nonmal precautionary actionfor trusses requires such temporary bracing during Ittstallatbn between tnisses to avoid toppling and dommoing. The supervision of erection of muses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied in muses al any time. No loads other than the weight of the erectors shall be applied. to tru ses umff after all fastening and bracing 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 0-16-6 _L I WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. 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= 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 TI: L ATYA - = --joint. = Locations ==== =.__== 1)=s-=Oa 0 4) 13- 0- 0 7) Oa 0- jD 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATICN----- X-Loc Vert Horiz Uplift Y-Loc Tppe 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 7-4-0 5-8-0 1 2 4 6.00 4X6 3X4 4-2-6 ^sr LX4 13-" ' 1 7 6 5 487fT 8.00" 1-9 423f6f 2.50" 1.1 (Rla 1-1-7), i EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPT 1-1995 �M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA EMO WO.FL32758 Design: Matrix Analysis 13-0-0 IIIIIAKNING: 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 bating, wind bracing, portal bracing or similar bating 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 buclding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the balking designer. Additional bracing of the overall st—tute may be required. (See HIB-91 of TPII. fRuss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH C:l7EE-L0KV08SURL8 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4674 Truss ID: L 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 B 3&4 AC: 10# UPLIFT D.L. WO: ARLB 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 nuipom lbilily for damages as a result of faulty or incorrect information. specalcatons and/or designs furnished to the truss designer by the ch, nt. and the correctness or accuracy of this infoirnsUon as It may relate to a spe- cinc project and accepts no respmsthday or exetetses no control with regard to fabrica- tion. handling. shipment and Wtatlatton of trusses. This truss has been designed as an indwklual building component in accordance wta ANSI/Tit 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional eng/neerl. Whin 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 clknatic records for wind or snow bads. project spechk eons or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ce111ng. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to venfy that this drawing is M conformance with the fabrcator 3 plans and to reahm a cmtWuing 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 ar distorted grain. Member shall be cut for fight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nits fully imbedded and shah 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 tholesl 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 sites are "u."num sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional fofornuton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection reciinmendatlons are to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- ttkm mud for restating lateral. forces shah be design- and instated by others. Careful hand- ling Is essential and erection bracing is aha ys requhed. Norval precautionary action for trusses requbes such temporary bracing during Ifistaliatlon between trusses to avold toppling and dominomg. The aupervswn of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at any time. No bads other than the welght of the erectors shall be applied to trusses unit after all fastening and bracing is completed. 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 SCHEDULE: Support 1 395# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D--0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 2-5-1 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. 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. 40.0 ft W. 9.2 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -872 0.04 8- 7 -11 0.40 2- 3 -841 0.06 7- 6 45 0.79 3- 4 0 0.03 6- 5 0 0.73 Ti: L1 QTY: ___ .= __ ==Joint Locations=______________ 1)0-0-0 4) 9- 2- 8 7) 1- 8-14 2) 1- 8-14 5) 9- 2- 8 8) 0- 0- 0 3) 7- 6-12 6) 7- 6-12 ------------ TOTAL DESIGN LOADS --------'---- Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 9- 2- 8 BC Vert L+D -186 0- 0- 0 -186 9- 2- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 965 11 -395 BUT PIN 9- 0-12 965 0 -430 HOT H-ROLL L, 1-8-14 7-5-10 1. 1 3 4 [ 4.00 6X12 C.V4 SAD [SX51 3X6 965# 3.50" 9-2-8 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 DN.OVIEDO.Ft..32766 Design: Matrix Andysis TWAMfI U: 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 a the building design and which must be considered by the building designer. Bracing ow shn isfor lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requited. (See HIB-91 of TPh. (Truss Plate institute. TPI, is hated at 583 D'Onofita Drwe. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSiARLB 1-6-0 1 5 965# 3.50" scale = 0.7000 Eng. Job: WO: ARLB Dwg: Truss ID: Ll Dsgur: TLY Chk: Date: 10-04-02 TC L[ve 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'09 - 6 71- HCS: 08.20.02 DESIGN INFORMATION 1 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 j faulty - incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as K may relate to a spe- cific project and accepts no responsibility or jexercises no control with regard to fabnca.- bon handling, shipment and tnstallatlon 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 i as part of the building design by a Building I Designer fregistered architect or professional I engtneerl- When reviewed for approval by the budding designer, the design loadings shown must he checked to be sure that the data shown ant in agreement with the foot building codes. local chmatic records for wind or snow loads. project specintatkms or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compmseloa chants Itop or Iwttoml are continu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are braced not fully aced laterally by a properly applied rigid cethy(, they should be braced at a in—knum spacing of 10'-W ox. 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 fabricaon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibgity for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood fearing. Con- nector plates shag be bated on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5` wile x 4' long. A 6x8 plate is 6" wide x 8' king. Slots tholesl run parallel to the plate length specified. Double cuts on web members shag meet at the centrokt of the webs unless otherwise shaven. Connector plate slus are mtnhnurh staes based on the forces shown and may need to be increased for certain hand- ling and/- erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information. on Quality Control rder to ANSI/TPI I-I995 PRECAUTIONARY NOTES AN bracing and erector mcolmnendations are to be followed in accordance with "Handling Installing h Bracing. HIBAI. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- ition 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 trrrssn requires such temporary bracing during InstaOatlon between trusses to avow toppNng and dominotr4 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 designbads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unto after all fastening and bracing Is cuinpleted. JB: ARUNGTON B 3&4 AC: 10# UPUH u.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 181 0" span framed to BC one face 01 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 537# Support 2 572# MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.09" T--0.18" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 3-0-0 2-5-1 WO: ARU3 WE: ' .. (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, A= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 40.0 ft Wm 9.2 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 -1208 0.06 8- 7 -11 0.40 2- 3 -1170 0.08 7- 6 59 0.80 3- 4 0 0.03 6- 5 0 0.73 TI: L2 QTY:I = -6_ ==`Joint Locations.ha:===ss=s===ma 1) 0- 0- 0 4) 9- 2- 8 7) 1- 8-1,t 2) 1- 8-14 5) 9- 2- 8 8) 0- 0- 0 3) 7- 6-12 6) 7- 6-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 9- 2- 8 BC Vert L+D -269 0- 0- 0 -269 9- 2- 8 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1345 11 -537 BOT PIN 9- 0-12 1345 0 -572 BUT H-ROLL 1-8-14 7-5-10 1 3 4 Q 6X12 cvlc JA0 16X11J 3X6 1345N 3.50" 9-2-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OP-OVIEOO.FL32766 Design: Matrix Andysis 11 RKIPIM94: 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 buikling designer. Bracing shown is for lateral support of tens 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.. ISm HIB-91 of 1"). (Truss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. JOB PATH: CJ7EE-L0KU0BSURLB 1.&0 61 5 1345# 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: L2 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 client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. spWlkatkms and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonuation as It may relate to a spe- cilic project andaccepts no responsibility, or exercises no control with regard to fabrica- tion, handlin& shipment and Installation of trusses. This truss has been designed as an ImlivWual building 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 architect or profess4onai engineet). When reviewed for approval by the building designer, the destgn loadings shoran must be checked to be sure that the data shown am in agreement with the local building codes. lard climatic records for wind or snow loads. project specifications or specialapplied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assurnes eanpr ion chords (top or bottom) are continu- ously braced by sheathing unless otherwise specNM. Where bottom chords In tension are not fully braced laterally by a properly applied rigidcefliI4 they should be braced at a ..do— spacing of 19-0- 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 io cordormiance with the fabricator's ptaru and to realize a continuing responsibility for such ver- ficstbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates had not be installed over knotholes. knots or distorted grain. Members shall be cut for if& fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A 6x8 plate is 8' wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall next at the centroid of the webs unless otherwise shown Connector plate sizes am minimum sizes based on the fond 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 sham. For additional Infonnabn on Quality Control refer to ANSI/'fPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recomanendatlons an to be followed inaccordance with -Handling installing A Bracing', HIB-91. Trusses am 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- Won and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Insta{iatbn between trusses to avoid toppling and dominoing The supervision of erection of trusses shall beunder the control of petaom experienced In the Mstattation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shell not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Irusses until after as fastening and bicing Is completed. JB: ARLINGTON B 3&4 AC: 10# WILIFT D.L. WO: ARLB WE: TI: M 91Y:1 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 536# Support 2 534# MAX LIVE LOAD DEFLECTION: L/999 L--0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CCWRESSION 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, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl Let 58.0 ft W= 19.0 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 -2671 0.56 12-11 2304 0.61 2- 3 -2694 0.31 11-10 2403 0.49 3- 4 -3208 0.48 10- 9 2352 0.50 4- 5 -3208 0.48 9- 8 2214 0.69 5- 6 -2632 0.34 6- 7 -2587 0.68 =-Joint Locations=== .... =... =1)s=0 5) 14- 8- 0 9) 14- 8" 0= �0�0- 2) 2- 7- 1 6) 16- 8-15 10) 9- 8- 0 3) 4- 8- 0 7) 19- 0- 0 11) 4- 8- 0 4) 9- 8- 0 8) 19- 0- 0 12) 0- 0. 0 ------------ TOTAL DESIGN LOADS ----------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 4- 8- 0 TC Vert L+D -100 4- 8- 0 -100 14- 8- 0 TC Vert L+D -46 14- 8- 0 -46 19- 0- 0 BC Vert L+D -20 0- 0- 0 -20 4- 8- 0 SC Vert L+D -43 4- 8- 0 -43 14- 8- 0 BC Vert L+D -20 14- 8- 0 -20 19- 0- 0 Concentrated LBS Location BC Vert L+D -514 4- 8- 0 BC Vert L+D -514 14- 8- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1582 0 -536 Bt3T PIN 18-10- 3 1528 0 -534 BDT H-ROLL 4-8-0 10 0 0 4_4_0 1 2 4 6 4X8 2X4 4X8 2X4 2X4 T T 0-6-6 0-8-6 5X6 3X4 8X10 3X4 6X8 I I 19-0-0 ' 1 12 11 10 9 1582# 8.00" 1529#' 3.62" 1'I 19-0-0 514# EXCEPT AS SHOWN PLATES ARE TL20 GAT 51D PER ANSI/FPI 1-1995 scale = 0.3328 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050008 1005 VANNESSA DR.OVIEDOTI-32766 !tads.,. u.rd. i..,.A. . 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 erectlon bracing, wind bracing, portal bractng or slmdar bracing which is a part of the building design and which must be considemd by the building designer. Bracing shownis for lateralsupport of truss members only to reduce buckling length Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. ISee HIO-91 of T V muss Plate Institute. TPI. is located at 583 D'Onofria Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf Tnm ID: M Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.20.02 ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION This design is for an individual building component and has been based on mformatlon provided by the client The designer dbch4n any responsibility for damages as a result of faulty- 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- clik pealed and accepts no responsibilty or exercises nu control with regard to fabrica- tion. handling. shipment and buta.8atlon of trusses. This truss has been designed as an individual building rvrmponent 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 engneerl. 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) are continu- ously braced by sheathing unless otherwise spea*& Where bottom chords in tension are rat fully braced Isterally by a. properly applied rigid. Idling, they should be braced at a mnamdmum spacing of la-0" O.C. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to ver7y that this dnwing is In cortformance with the fabricator's plans and to realize a continuing responsibility for such vert. fi allon. Any discrepancies are to be put In writing before cutting or (abrirrtlon. Plato shall not be Installed over knotholes. knob or distorted grain. Members sham be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bout faces of the truss with nails fully imbedded and shall be symu 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 centrold of the webs unless otherwise shown. Connector plate sties are mintmumt sizes based on the forces shown and may need to be Increased for certain hand- ling and/or section stresses. This truss is riot to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional Information on guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed In accordance with 'Handling Installing Q Bracing'. 11I8-91. Tresses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding busses Ina straight and Plumb pos- ition and for resisting lateral forces shall be designed and installed by oth- Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action far trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses atoll be under the control of person 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 m trusses at any time. No bads other than the weight of the erectors shall. be applied to hisses until after all fastenbng and bndng 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 1 564# Support 2 494# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 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- 19.0 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 -974 0.41 10- 9 812 0.23 2- 3 -910 0.29 9- 8 816 0.23 3- 4 -910 0.28 8- 7 763 0.19 4- 5 -912 0.37 7- 0 761 0.20 0- 6 532 0.17 TI: N ATYA 6n===Joint Locations====.=s-=s=a== =1) 0g0a = 0 5) 19- 0- 0 9) 6- 0- 0 2) 6- 0- 0 6) 19- 0- 0 10) 0- 0- 0 3) 9- 8- 0 7) 13- 4- 0 4) 13- 4- 0 8) 9- 8- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lou Type 0- 4- 0 675 2 -564 HOT PIN 18-10- 3 630 0 -494 BOT H-ROLL Ilk -0 7-4-0 5-8-0 1 3 5 6 0000 6.00 4X8 2X4 4X8 T 3-9-15 3-6-6 0-6-6 0-8-6 5X6 2X4 6X8 2X4 3X4 3X4 6X8 M 19-0-0 10 9 8 7 676# 8.00" 11-1-9-9 630k 3.62" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199� Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 I005 VANNE-9 A DR0VIED0.FL32766 19-0-0 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. windbracing, portal bracing or similar bracing which is a part of the building design and which must be constdered by the bueding 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 ovemil structure may be required. (See HIB-91 of TPQ (Truss Plate Institute. TPI, is located at 583 D'Onefrlo Drive. Madison. Wisconsin 537191. scale = 0.3328 Eng. Job: WO: ARLB Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6676- & RCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect bdormatton. 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- cilk project and accepts no responsibility or exerWes no contral with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPi 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer iregistered 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 arc In agreement with the bevel building codes. ban climatic records for wind or snow loads. project. specifications or special applied bads. Unless shown. truss has not been deslgred 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 tenston are not fully braced literally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrtator shall review this drawing to verify That this drawing is in conformance with the fabrtatoe, plans and to rsablze a continuing responsibility for such veri- 6cation- Any discrepancies am 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 ttght fitting wood to wood bearing. Con- nector plates shall be batedon both faces of the truss with naffs fully Imbedded and shall be sym, about the joint unless otherwise shown. A U4 plate is 5- wide x 4- long. A 6.8 plate is 6' wide x 8' king. Slots Iholesl run parallel to the plate length specified. Double cuts on web mernbers shall meet at the centrvfd of the webs unless otherwise shorn. C.-E., plate slur are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses- This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing d Rrx-Ing'. HiB.91. Trusses are to be handled with particular are during banding and bundling delivery and Installation to avoid damage. Temporary and pemanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral fours shall be designed and Installed by others. Careful hand- ling is essentialand erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary brectng 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 bads other than the weight et the erectors shall be applied to trusses until after all futcaing and bracing I. completed. JB: ARLINGTON B 3&4 AC: 10s UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 869# Support 2 780# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D= 0.04" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tar 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 WO: ARLB 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, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W- 19.0 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 1145 0.29 11-10 -1000 0.24 2- 3 1033 0.24 10- 9 959 0.23 3- 4 948 0.25 9- 8 1254 0.40 4- 5 -1109 0.24 8- 7 1871 0.64 5- 6 -2132 0.27 TI: O . QTY:1 =_ = _= ==Joint Locations ====r=====...... 1) O- 0- 0 5) 15- 4-15 9) 11-10- 4 2) 3-11- 1 6) 19- 0- 0 10) 7- 5-12 3) 7- 4- 0 7) 19- 0- 0 11) 0- 0- 0 4) 12- 0- 0 8) 18- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 19- 0- 0 BC Vert L+D -20 0- 0- 0 -20 19- 0- 0 Concentrated LBS Location BC Vert L+D -1345 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 754 15 -869 HOT PIN 18-10- 0 1896 0 -780 BOT H-ROLL 74-0 11 4-8-0 11 7-0-0 1 2 5 6 6 00 -6 00 4X6 4X8 T 2X4 3X4 1 4-5-15 4-2-6 0-6-6 0-8-6 5X6 3X8 8X10 2X46X8 RENA FM 19-0-0 L1 10 9 S 754# 8.00" 1-1-9 1897l! 4.00rr (RI-1-7) I is 19-0-0 EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSI/TPI 1-1995 1345 scale = 0.3328 WAKMINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TIC Live 16.0 psf DurFae 7 Lbr. 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be conskiered by the building destoer, Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of trim 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 location determined by the buikbtng designer. Additional bracing of the overall structure may be required. (SHIS-9I of TPn. d 100 BC Dead Psi Design Criteria: TPI LICENSE #0050068 (buss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. ,.l A Code Desc: FLA loos VANNEWA DRotTeDOXI-327ee TOTAL 33.0 psf V:09 5. - 667 - 3; XCS: 08.20.02 DESIGN INFORMATION Ibis design Is for an individual budding component and has been based on Information provided by the cdenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- ci is project and accepts no responsibility or exercises no control with regard to fabtica- llon, handling shipment and installation of trusses. This truss has been designed as an individual 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 archned or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. projectspecifications or special applied loads. Unless sbown, truss has not been designed for storage - occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spec8fied. 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'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrkatoes plans and to reahw a continuing responsibility for such verl- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing Can - nectar plates shall be located on both faces of the truss with nnads 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. Slats (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrofd of the wets unless otherwise shown. Connector plate slue are mud um sizes based on the forces shown. and may aced to be based 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/171 14995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing', HIB-91. Tosses are to be handled with particular tare during banding and bundling, delivery and installation to avoid. damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- ltbnn and for resisting lateral forces shall be destined and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trussts requires such temporary bracing during installation between tosses to avoid toppling and doadming The supervision of erection of trusses shall be under the control of persons experienced In the Installation of tosses. Professional advice shall be sought it needed. Concentration of construction bads greater than the design loads shall not be applied to tosses 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. ........... B: ARLiNGTON B 3&4 AC: 1 Go JPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBSi 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 520# Support 2 482# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" Dh-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 ARLB IWE: MULTIPLE LOADS -- This design is the composite result of aultiple 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 Let 58.0 ft W- 18.0 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 -935 0.34 2- 3 -740 0.24 3- 4 -592 0.17 4- 5 -708 0.26 5- 6 37 0.17 6.00 ..BC ... FORCE ... CSI 10- 9 799 0.36 9- 8 619 0.25 8- 7 554 0.25 4X8 4X6 JR4 6X8 02 == =====Joint Locations ====__=. __==== 1) 0- 0- 0 5) 15- 1-10 9) 8- 2-11 2) 4- 2- 6 6) Is- 0- 0 10) 0- 0- 0 3) 8- 2-11 7) 18- 0- 0 4) 11- 1- 5 8) 11- 1- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 642 32 -520 BOT PIN 17-10-12 597 0 -482 HOT H-ROLE. -6.0000 3X4 4-7-12 1-2-6 pz�q n IS-0-0 10 9 8 643# 8.00" 11-1-9-9 597# 2.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Lmaronda Systems). 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 t005 VANNESSA DROVIEDO.Fl-32766 Design: MaHx Analysis 18-0-0 WRKIIIIMIJ: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the budding design and which must be t Idered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to mcbor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPtI. Cfruss Plate Institute, TPL is located at 583 D'Ono(rto Drive. Madison- Wisconsin 537191- JOB PATH: CJTEE-L0KU0BSL4RLB scale = 0.3502 Eng. Job: Dwg: Truss ID: 02 Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live o.o psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL. 33.0 psf V:09. 5. 2- 9- 3t HC& 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPLIFT U.L. ARLB DESIGN INFORMATION This design is for an Individual bufldbtg component and has been based on Information provided by the cbenL 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 informauon as It may relate to a spe- citk project and accepts no responsibility or exe-tees no control with regmd to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bWidmg designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. Loeat cIim-tic records (or wind or snow loads. project specifications or special applied bads. 17nkss shown. truss has not been designed for storage - 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 trot fully braced laterally by a property applied rigid ceibn& they should be braced at a maximum spacing of la-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlud steel meeting ASTM A 653. Grade 40, unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 507# Support 2 457# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 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- fication. Any dbcreparcfes 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 Looted on both faces of 5-7-15 the truss with malls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Bx8 plate is 6- wide x 8- long. Slots (holes! non parallel to the plate lengur specified. Doubk cuts on web 0-6-6 members shall meet at the centrod of the webs mdess otherwise shown. Connector plate sizes are od""um sizes based on the form shown and may reed to be Increased for certain hand. ling and/or erection stresses. This truss is not T to be fabricated with fire retardant treated 1 lumber unless otherwise shown. For additional Information on Qualfty Control refer to ANSI/TPF 14995 PRECAUTIONARY NOTES AA bracing and erection recommendations are to be followned In accordance with 'Handling —tatibrg @ Bracing`. H113-91. Trusses are to be handled with particular care during banding d bundling, delivery and installation to avoid damage. Temporary and permanent bracing for huldfng p usses In a straight and plumb pos- Ilion and for msL-ung Literal forms 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 biasses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design bads strap not be applied to trusses at any tine. No bads they than the weight of the rectors shall be applied to trusses until after all (uterdng and bracing I. completed. 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, CaC, V. 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 18.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iatpact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -913 0.37 8- 7 776 0.43 2- 3 -675 0.24 7- 6 599 0.40 3- 4 -673 0.28 4- 5 51 0.20 TI:03 QTY:3 == —Joint Locations== =1)0- 00 4) 14- 4-15 7) 9- 8- 0= 2) 4-11- 1 5) 18- 0- 0 8) 0- 0- 0 3) 9- 8- 0 6) 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION--=-- X-Lroc Vert Horiz Uplift y-Loc Type 0- 4- 0 642 16 -507 BOT PIN 17-10-12 597 0 -457 BOT H-ROLL, 9-8-0 8 4-0 1 2 4 5 Q Q 4X6 6A5 643# 8.00" 1�1-9 -1 L (RI-1-7) I (e 18-0-0 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 toms VANNFSSA DR.OVIEDOXI-32766 n.riaa uarr;. ea,.iU.i. 1111AIUV1NU: 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 bracin& wind bracing. portal bracing or similar bracing which is a pert of the bufldung design and winch must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of MI. rhuss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf T 5-4-6 1-2-6 3X4 rl 597# 2.50" V�scale = 0.3502 t� . ARalL Truss ID: 03 Date: 10-04-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02 6680- 31 RCS: 11&W 02 WO: : ARLINGTON B 3&4 AC: i tin UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component and has been based on Informatlon provided by the client. The designer disclaims any responsiblbty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the wn ectness 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 fabrlca- Um. handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSUTPt 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building. Designer Ireglstered architect - professional englneed. 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 cihnatk records for wind or show loads. projectspecifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compreslon 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 ngd ceNng, they should be braced at a maxhnum spacing of 1a-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review thus drawing to verify that this drawing is In conforrnance with the fabricator's plans and to realize a continuing responsibility for such ven- nmtkon. Any discrepuefes are to be put in writing before cutting or fabrication. Plates shad not he installed over knotholes. knots or distorted gain. Mernbers shag be cut for tight ➢tting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully knbeddedand 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 tr long. Slots (holesl run parallel to the plate length specified. Double arts on web mernbers shad mat at the centruld of the webs unless otherwise shown. Connector plate sizes are minbman 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 Imnber unless otherwise shown. For additional information on Quality Control refer to ANSVM 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed in accordance with -Handling Insta➢hng d Bracing'. Hie-91. Teases are to be handled with particular are during banding and bundhn$ delivery and Instaliatfan. to avoid damage. Temporary aid pen anent bracing for holding trusses in a straight and phumb pos- Mon and for resisting lateral forces shalt be designed and Installed by others. Careful hand- Ung is essential and c—Uon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hist;l atlon between t11155es to avold toppWg and daminoing. 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 constnrcilon loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erecters shall be applied to owns tunW after all fastening and bracing is completed. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125htph, 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 -2093 0.38 8- 7 1832 0.55 2- 3 -1874 0.66 7- 6 1854 0.44 3- 4 -2070 0.46 6- 5 1808 0.66 TI: P QTY:1 --__ ===-Joint Locations= ________ -1) 0 0- 0 4) 14- 4- 0 7) 4- 8- 0 2) 4- 8- 0 5) 14- 4- 0 8) 0- 0- 0 3) 10- 0- 0 6) 10- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 4- 8- 0 TC Vert L+D -100 4- 8- 0 -100 10- 0- 0 TC Vert L+D -46 10- 0- 0 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 4- 8- 0 BC Vert L+D -43 4- 8- 0 -43 10- 0- 0 BC Vert L+D -20 10- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -514 4- 8- 0 BC Vert L+D -514 10- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1241 0 -404 BOT PIN 14- 2- 3 1199 0 -401 BOT H-ROLL 4-8-0 5-4-0 4-4-0 1 4 6.00 4X8 4X6 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE-. Support 1 404# Support 2 401# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D=-0.05" T--0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 1241# 8.00" 1-1-9 (R1-1-7) 144-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ✓/0050068 Design: Matrix Analysis JA-# 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 sknflar bracing which is a part of the building design and which must be considered by the budding desiger. Bracuog shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding. designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. (buss Plate institute. TPI. is located at 593 D'Onofrko Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOWOBSURLB 6.00 514# Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 2-10-6 0-8-6 #_ 6X8 l l 51 1199p 3.62" scale = 0.4333 Truss ID: P Date: 10-04-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.06.02- 6682- 4( RCS: 08.20.02 JB: ARLINGTON B 38:4 AC: 10v JPLIFT D.L. WO: ARLB iNE: DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the dhenL The designer dtschkns any responsibility for damages as a result a ' faulty or incorrect Information, specifications and/or des" furnished to the taus 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 fabnda- Ilan, handling. shipment and Installation of trusses. This truss has been designed as an tnddvidual building component In accordance with ANSI/7P1 1A9% and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or 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 dnoatic records for wind or snow loads. project specifications or special applied bads. Unless shown, true has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoms are continu- ously braced by sheathing unless otherwise specgkd. where bottom chords intension are not fully braced laterally by a properly applied rigid "fit". they should be braced at a maximum spacing of IO'-(r o.c. Connector plates shalt be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrkation. Plates shall not be truta led over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing, Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the jointunless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x it long. Slots (holed run parallel to the plate length specified. Double cuts on web members shad meet at the centroldof the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forcers shown and may need to be Increased for certain hand- ling and/or erection stresses. Tbts truss is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional irdormation on QuaUy Control refer to ANSIfIPI 1-1995 PRECAUTIONARY NOTES Ali 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 and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holing trusses In a straight and plumb pos- nlon and for resisting lateral fortes shad be designed and Installed by others. Careful hand- ling is essentlal and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avold toppling and dominoing, The supervision of erection of trusses shad be under the control of persons experienced In the Installation of tresses. Professional advice shad be sought if needed., Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No krads other than the weight of the erectors shad be applied to tresses until after all fastenhhg and braekng ti 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 1 500# Support 2 432# 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 3-9-15 0-6-6 i TI: PI QTYA MULTIPLE LOADS -- This design is the = _-¢ =__ =====Joint Locations==== ..... ==: composite result of multiple loads. 1) 0- 0 4) 14- . 4- 0 7) 6- 0- 0 All COMPRESSION fords are assumed to be 2) 6- 0- 0 5) 14- 4- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION— -- H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Bld Type- Encl L. 58.0 ft We:14.3 ft Truss 0- 4- 0 521 3 -500 BOT PINS in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 14- 2- 3 476 0 -432 BOT H-ROLL Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -660 0.37 8- 7 535 0.22 2- 3 -507 0.25 7- 6 538 0.21 3- 4 -619 0.37 6- 0 502 0.14 0- 5 392 0.12 6-" 2-8-0 5-8-0 1 4 1 6.00 -6. 4X8 4X6 �A�^+ .32L4 3X4 6X8 14-4-0 8 7 6 522# 8.00" 5 1-1-9 476if 3.62" (RI-I-7)r 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4333 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dit.OVIEDOTI-32766 VVIkKNINU: 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 building designer. Bracing shown is for lateral support of truss members only to rairhce buckling length. Rovislors must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be re4utred. (See HIB-91 of TPI). rituss Plate Institute, TPI, Is looted at 593 D'Onotno Drive, Madison. Wisconsin 537191. 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 Bsf Truss ID: P1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mafrix Analysis JOB PAIN: CATEE-LOWOBSURLR HCS. 08.20.02 JB: ARLINGTON B 3&4 AC: l G;r UPLIFT D.L. : ARLB , 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 taus designer by the client and the correctness or accuracy of this infomatiom as a may relate to a spe- ci is project and accepts no responslbWty or exercises no control with regard to fabrka- Lion, handlingshipment and installation of trusses. This [rasa has been designed as an individual building component in accordance with ANSI/TP( 1.1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered ardtCed or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checkedto be sure that the data shown are in agreement with the local building. codes. local climatic records for wind or snow loads, project spec] icatbns or special applied loads. Unless shown.,. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc conu nu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by it property applied rigid ceding. they should be braced at a maximum spacing of 10'-C' o.c. Connedor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dnwbhg is in conformance with the fabrkator's plans and to realize a continuing mponsibftity, for such verl- ficatkm. 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 fitting wood to wood bearing. Con• neetor plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the jointunless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6x8 plate is F wile x 8' long Slots (hoksl run parallel to the plate length specified Double cuts on web members shalt meet at the centroid of the webs unless otherwise shown:. Connector plate size are mhinimum 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 wd— otherwise shown. For additoual bdortnatbn on Quality Control refer to ANSI!TPI 1.-19% PRECAUTIONARY NOTES All bracing and erection recoamiendations are to be followed in accordant with. -Handling Instating & Brachhg'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential anderection bracing is always required. Normal precautionary action for trusses requires such temporary tracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persorss experienced In the installation of trusses. Professional 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 erector shag be applied to trusses until after at fastening and bracing ls completed. TI: R ATY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to = __ -_ _---- Joint Locations===>c=====____-: either edge of webs) shown. Bracing MUST be 1)- 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS --------- BEAR. BLK.- BLR: 2x8 SP #2 Brace no, t 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 14'-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 WndLod per ASCE 7-98, C&C, V= 125ugfh, bearing. TC Vert L+D -48 3- 9- 1 H= 15.0 €t, I- 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTIOW PER SCHEDULE: TC Vert L+D -70 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 SCHEDULE : BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L/577 at JOINT # 5 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- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTIcr31# Tei 0.06" 2- 3 - 06 0.92 5- 167 0.47 48# 70# ----MAX. LO PER BEARING CATION----- yi�aLoc Ve iz Uplift Y-Loc Type Zg3� 0-10 71 0 -591 TOP RMB - 1.00 13-1-14 0- 4-13 678 263 -609 BpT H-ROLL PIN i 2 3 33 4-5-10 0-6-1 1 1� 1.68 j 0-1-0 T4II4 I 1-7-7 1 1 11-6-10 6 5 4 678# 9.56" 719# 2.50" 1. 1-10-9 1 10 L0-8-0 (RI-10-7) 1 6I 19# 44# EXCEPT AS SHOWN PLATES ARE T110 GA TESTED PER ANSI/TP1 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 1005 VANNESSA DP-WEDO.FL32766 Design: Manx Analysis 11MMIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing wind bracing. portal bracing or similar bracing which is a partof the building design and which must be considered by the buddlmg designer. Bracing shown is for lateral support of trans members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and spectfied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). n't, Plate institute. TPI., is located at 583 D'OnoG10 Drive. Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKVOBSURLB Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLB- Truss ID: R Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Lave o.o psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 Psf I V: .0 .02- 666 - 4' NCS: 09.20.02 j DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the dent. The designer dbclains { any responsibility for damages as a result of faulty or incorrect Information. sp=ftkattorrs and/or design furnished to the truss designer by the chant and the correctness or accuracy of this mfonnatkm as it may -late to a spe- I cdlc pngect and accepts no responstbalty or j exezebes no control with regard b fabrfca- um. handling, stdpment and installation of j trusses. This truss has been designed as an individual building conponent In accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated as part of the building design by a Building Design- (registered architect or professlo d engineer). When reviewed for approval by the building designer. the design lcadtngs shown must be checked to be sure that the data shown are in agreement with the local building codes, i local climatic records for atnd or snow loads. projectspeclfinllons or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or baton) an continu- ously braced by sheathing unless otherwise specs ted. 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 19-0' o.c. Connector plates shalt be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, ! Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in j conformance with the fabricators plans and to realim a continuing respo sfbWty for such vert- ficatbn. Any discrepancies a- to be put in writing before cutting or fabrication. Pletes shall not be installed wen knotholes. kn:As or distorted. gain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym.abort the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6' wide x W tong. Sots (holes) run parallel to the plate length spreffled. Double cuts on web members shall meet at the cenlrold of the webo unless otherwise shown. Connector plate sines a- mmmnum sizes based on the forces shown cad may need to be increased for certain hannd- Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mimmation. on Quality Control refer to ANSffM 1.1995 PRECAUTIONARY NOTES All bracing and erection reconunendatbns are to be followed In accordance with 'Handling tnataBbrg & Bracing'. HIB-91. Trusses am to be handled with partfctilar can during banding and bundling. d.IP-ry and Installalbu to -old damage. Ternporary and permanent bracing for holding trusses in a straight and plumb pos- e itbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is esseMfal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Insti liatlon between trusses to avoid toppling and don lnoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed.. Concentration of oonstructfon 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 after all fastening and bracing Is completed. JB: ARLINGTON l3 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: R1 QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ===a=a.== ====-Joint Locations.—==== ... a, sins WEBS: either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 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 BEAR. BI1C: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS --------- — Analysis based on Simplified Analog Model. Brace gust extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF TC Vert L+D From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the -46 TC Vert L+D -9 -1-10- 9 2-15 -46 -1- 2-15- continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 -1- 0- 0- 0 -9 13- 2-10 12- WndLod per ASCE 7-98, C&C, V. 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated -10 LBS Location 6-10 H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type. Encl L= 58.0 ft W- 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 Support 1 609# Support 2 TC Vert L+D -127 9- 2-14 psf Impact Resistant Covering and/or Glazing Req 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- 2- 0- 1 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -21 -53 5- 0- 5 7-10 L=-0.24" D- 0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX0.071ZONTAL LIVE LOAD DEFLECTION: 2- 3 1694 1.00 - 4 -203 0.30 35# 87k X- Vert 1 1 sQ 546 Horiz Oj Uplift Y-Loc Type TOP H-ROLL 0� Z3 366 262 2 9 BOT PIN RMB 1.00 13-1-14 1 2 3 r 3 33 4-5-10 i 0-6-1 4 ii 0-6-6 1.68� 0-9-9 0-74 11-9-1 6 5 4 367# 9.56" 1-10-9 547!! 2.50" (R12-6-10 1-10-7) 21� 1 64iy 4 �(R0-8-0 (RU-8-5) 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 1005 VANNESSA DROVIEDO.FL32766 WM1V111(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 b not erection bractog, wind bracing, portal bracing or sinlbr bracing which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling kngw. Provisions must be made to anchor lateral bracing at ends and speccat tfied loions determined by the bWkfing designer. Additional bracing of the overall structure may be requtrcd. (See HIS-9 i ofTPQ- rltuss Plate institute. TPI, Is looted at 583 D'Onarlo Drive. Madison, Wisconsin 537191. Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: R1 Date: 10-04-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mara Analysis JOB PAIN: C:aTEEdAKUOBS{ABLB NCS. 08.20.02 JB. ARLINGTON B 3&4 AC: i 0# UPLIFT D.L. ARLB WE: DESIGN INFORMATION Tits design is far an individual building component and has been based on Information j pr—kiwi by the dent. cial The designer disns any responsibility for damages m a result or faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inforation as it may relate to a spe- j clue prefect and accepts no responsibility or exercise ne control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an j individual building component In accordance with ANSI/TPt 1. 1995 and NOG-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineej. 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 bul hrig codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise j specified. Where bottom chords in tension are not tufty braced laterally by a property applied rigid ceWng. they should be braced at a ma»um spacing of 10'4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlcauDn, the fabricator shall review this drawing to verify that this drawing is in eonfanance with the fabricators plans and to realize a continuing responsibility for such vert- Bcatlon. Any discrepancies arc to be put in writing before cutting or fabrication, Plates shall not be Installed wet knotholes. knots or distorled grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both fans of the buss with nags 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' tang Sias (hies) run para0ci to the plate length specified. Double cuts on web members shall meet at the tentroid of the webs unless otherwise shown. Connector plate sizes arc Timm" she 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 rare retardant treated lumber unless otherwise shown. For additional Inibnmatbn on Quality Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES Ala bracing and erection recommendations are to be followed in accordance with -Handling Insta" 6 Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and installation to avoid. damage. Temporary and permanent bracing '.. for holding trusses hit a straight and plumb Rion and and for resisting lateral forces shall be designed and installed by others. Careful hand - King Is essential and erection bracing is always required. Normal precautionary action for trusses miules such temporary bracing during lostaBatton between trusses to avoid toppling and domtroing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall no be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# 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 N Analysis based on Simplified Analog Model. Mi)LTIPLE 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 baring. d FConnection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNEMON PER SCHEDULE : Support 1 235# .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: S ATY: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 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 HOT H-ROLL wndLod per ASCE 7-98, CSC, V- 125mph, Has 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 58.0 ft w. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 2-2-8 1-4-2 I 3.00 I 04-0 5-4-8 4 3 248// 8.00" 127# 2.50" l 14-9 769 50" e 6-0-8 (R1-1-7j C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOX1.32766 Design: Manx Analyrir WAKlNI NG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection. bracing. wind bracing portal bracing or similar bracing which 1s a part of the building design and which must be considered by the building destgner. Bracing shown Is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor lateralbracing atends and specified locations deterndned by the bulking destgrer. Additional bracing of We -A structure may be required.. (See HIB-91 of TP11. fituss Plate institute. TPI, is located at 583 D'O not io Dice. Madison. Wisconsin 5371% JOB PATH: CJTEE-L0KV0BSi4XL8 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Eng. Job: Dwg- Dsgnr: TLY Chk: WO: ARLB Truss ID: S Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf .0 2- - 4 HCS: 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPLIFT U- 1. WO: ARLB WE: DESIGN INFORMATION This design is for an WWWual budding component and has been based on information pravlded by the client. The desyq:er disclaims any responsibility for damages as a result of faulty or incorrect Intormatlon. specifications and/or designs furnished to the tits designer by the client and the correctness or accuracy of the Information as ft may relate to a sPC. cnlc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be brearponted as part of the budding design by a Building Designer (registered architect or professional engsneerl. When reviewed for approval by the budding designer. the design loadings shown must bechecked to be sure that the data shown local an, in agreement with the cal budding codes. local climatic records for wind or arrow 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 speciwd. Where bottom chards in tension are not fully braced laterally by a properly applied rigid cedirw, they should be braced at a maxim= spacing of lg-(r o.c. Connector plates stern be manufactured from 20 gauge hot dipped galvanized steel meeting AS'IM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfcatlon, the fabricator shall review this drawing to verify that this drawing is L. conformance with the fabricator's plans and to realize a continuing responsfbWty for such verf- f(cation. Any discrepancies an, 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 Carr of the thus with nails fully Imbedded and shag be sym. about the joint unless otherwise shown.. A 5x4 plate is 5' wide x 4' tong. A 6x8 plate is 6' wife x W long. Skits tholes] ran parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/err erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guanty Contrrl refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautonary action for trusses rcqutres such temporary bracing during tnstatiation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the contra of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction [.ads greater than the design lads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 This 1-PLY truss designed to carry 61 0" span framed to TC one face In 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 197# Support 2 228# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB = 1.00 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 ccaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, MWFRS/C&C, V= 3.25uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 6.0 ft W. 6.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.94 0- 4 0 0.18 4- 3 0 0.18 TI: S 1 QTY:2 ___ __= _=====Joint Locations=====__ ...... __ 1) 0 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -110 0- 0- 0 -110 6- 0- 0- ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 300 0 -197 BOT PIN 5-11- 8 347 0 -228 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. 6-0-0 1 2 3X6 2X4 34-0 3-4-0 3X4 2X4 3X6 6-3-8 4 3 8 00n 348# 8.00" 0-3-8 GABLE STUD PLATES (8) 2X#t0-3-8) e 6-0-Q EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 ox Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE93A DR.OVIEDOY .32766 1AIAKIVIri 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 Is not erection bracing, wind bracing, portal bracing or stmilar bracing which is a pant of the building design and which must be considered by the tndkWrg designer. Bracing shown Is (or 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-9 1 of Tlrl). Reuss Plate institute. TPI, is located at 583 D'OrWrfo Drive. Madison, WLsconsin 53719). TOTAL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf 33.0 osf scale = 0.6300 Truss ID: S1 Date: 10-04-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mainz Analysis JOB PA171: CATEE-LOKVOBSURLB HCS: M20.02 JB: ARLINGTON B 3&4 A-.:,: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the Ghent. The designer disclaims + any responsibility for damages as a result of I fauity or incorrect Information. specM.U.— 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- cllk project and accepts no responsibility or j 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/TP1 I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design toadhtgs shown must be checked to be sure that the data shown are an agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously brad by sheathing unless otherwise specnled. Where bottom chords In tendon are not fully bracedlaterally 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 gahmnhed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrlator shah tevlew this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fkaUon. Any discrepancies are to be put In writing before cutting or fabrication. Rates shall not be Installed over knotholes, knots or distorted. grain. Members shall be cut for tight fltUng wood to wood bearing Con- nector plates shall be located on both faces of the truss with natis fully Imbedded and shall be sym. about the John unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Bx8 plate Is T wide x 9" long. Slots tholes! rum parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slur are minimum sires based on the forts shown and may need to be Increased for certain hand- ing and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection n:cornmendatfo s are to be followed in accordance with 'Handling Installing @ Bractntf . HiB-9L Trusses arc to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shah be designed and installedby others. Careful hand- ing is essential and erection bracing is always required. Nomul pre auttoary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dotinuing. The supervision of erection of trues 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 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 bating is completed. 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 angst 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" IMB - 1.15 3-4-0 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, CSC, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 6.0 ft W. 6.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.82 4- 3 0 0.15 TI: S2 QTYA _ _ ==•Joint Locations=====::_________ 1) 0 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 197 0 -345 BOT PIN 5- 8- 0 197 0 -345 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 345# Support 2 345# 6-0-0 1 2 2X4 LA4 7VA 2X4 6-0-0 4 3 198# 8.00" 198# 8.001, GABLE STUD PLATES (8) 2X4 6.0-0 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 1006 VANNESSA 13PLOVIEDO.Fl-32766 WAKMNI is 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 bracing. wind batig, portal bn mg or similar backing 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 speckled locations detemuned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. O's— Plate Institute. TPI. is looted at 583 D'Onoftio Drive, Madison. Wisconsin 53719). T 1 Studs ® 2-" O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 10.0 psf TOTAL 33.0 scale = 0.6300 Truss ID: S2 Date: 10-04-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DesigmMatrix Analysis JOB PATH: C.ITEE-LOK1108SIARL21 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disciakru any msponsgrNty for damages as a resuk of faulty or Incorrect Infornation. specifications and/or designs furnished to the thus cl slgner by the client and the correctness or accuracy of this information as It may relate to a spe- cific projectand accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of tresses. This tress has been designed as an Indlvidual building component In accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer. the destgt 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 specW applied bads. Unl s shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximurm spacing of 101-0" O.C. Connector plates shallbe 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 conform a with the fabricators plans and to nail." a conUnuing responsibility for such verl- flatlon. Any dtscrepancl s are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or dutored gain. Members shall be cut for tight fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be symabout the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- king. A 6x8 plate is 6- wide a 8' long. Slots (toles) run parallel to the plate krngth specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes are minimum size based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TV[ 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatims are to be followed In accordance with -Handling Installing & Brang', HIB-91. Trusses are to be handled with particular rue during banding and bundling, delivery and Installation to avow damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- tuon and for resisting Lateralforces shall be designed and installed by others. Careful hand- IIng Is essential and erection bracing b ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dom inoing. 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 slag not be appl ed to ttvsses at any rime. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLING ON B 3&4 AC: 10# UPLIFT D.L. TOP CHORDSt 2x4 SP #2 BUT 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. Wndood per ASCE 7-98, MWFRS/Cr.C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L. 0.0 ft W= 8.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 3X4 W(j: ARLB WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 51 0" span framed to TC one face 11 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCEIEDUI,E: Support 1 196# Support 2 196# 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. -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 71 0.39 7- 6 0 0.00 2- 3 71 0.39 6- 5 284 0.05 5- 4 0 0.00 TI: S3 ATY:1 = == -=Joint Locations ...... =====_== 1)0- 00 4) 8- 4- 0 7) 0- 0-0 2) 4- 2- 0 5) 7- 3- 4 3) 8- 4- 0 6) 1- 0-i2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -94 0- 0- 0 -94 8- 4 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc ype 1- 0-12 392 0 -196 BOT PIN 7- 3- 4 392 0 -196 BOT H-ROLL - - JA4 Fil 2-4-0 Lij 2-4-0 '1VA 2vA 3X4 2X4 8-4-0 7 6 CANT: 1-0-0 392# 1.50" 5 392i9 1.501, 4 CANT: I-0-0 8-4-0 GABLE ST PLATES (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.8040 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLB Ms rondd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S3 CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - UOr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or stm8ar bracing which In a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (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: 24.0m TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determbu l by the building desiger. Additional bracing of the overall structure may be required. (Sec HIB-91 of M). Dead 10.0 pf s Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Ondtio Drive, Madison. Wisconsin 537 M. ,.' r� Code Desc: FLA 1005 VANNESSA D2DVIEDO.FL32766 D,,i-- Miarir A"afvslr rno m.-tv. .-_�..-.-.,..... ....... .... _ TOTAL 33.0 psf V: 9 02- 1- 4 HCS: 08.X01 JB: APLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information ' provided by the client- Tlie designer dadafms arty responsibility for damages as a. result of faulty or Incorrect Information.. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy s of this Information as It may relate to a spe- . project and accepts no responsiblifty or —sd— no control with regard to fabrim- tlon. handing. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wAj ANSI.rM I-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional esigmeerl- When reviewed for approval by the building designer, the design badbrgs shown f must be cbecked to be sure that the data shown f am in agreement MAIL, the local budding codes, local climatic records for wind or snow loads.. project specifications or special applied loads. Unless shown, truss has not been designed for storage ce occupancy bads. The design assumes canpessbn chords (top or bottom) are eonthm- oursly braced by sheathing unless otherwise specgled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of l0'-0" o.c. Connector Plates, shall be manufactured from 20 gauge hot dipped galvanited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dravmrg to wrffy that this drawing Is in m,Jormance with the fabrkstor's plans and to realize a continuing responsubAAy for such vert- fkation.. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed mer knothoks. knots or distorted gait Members shall be cut for liglil flitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ,rails 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 (r wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless orherwfse shown. Connector plate sizes are minimum sizes based on the forces shown and may reed to be hureased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recomnendations are to be followed In accordance with "Handling installing & Bracing". HIB-91. Trusses are to be handled with Farttcuiar 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 fur resisting lateral form 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 btstaliatbn between trusses to avoid toppling and domi ping. The supervision of erection of trusses shall be under the controlof persons experienced In the installation of trusses. Professional advice shall be sought U needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any lime. No bads other than the weight of the erectors shall be applied to muses unttl 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 SC2EM)U1.E: 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 Curds 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 QTY:2 == = ==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 Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT 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 €t Truss in IN'T zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 3.00 I 0-8-0 1 4-0-8 4 3 205# 8.00" 98# 2.50" 1 a 1-1-9 1 4-8-8 60# 2 50" (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 74 Laronda Systems 4005 MARON'DA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #005W68 1005 VANNES.SA DROVIEDOYI-32766 Design: Marie Awtysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss membem only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speeffled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91. of Till. (Truss Plate Institute. TPI. is located at 583 D'Ono(rio Drive. Madison, Wisconsin 53719). JOB PATH: C:17EE-L0KV0BSURL8 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: Dwg: Dsgur: TLY Chk: WO: ARLB Truss ID: T Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09 0 .02- 6 92- 4 HCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based m Information provided by the cileM. The desWw disclaims any responsibility for damages as a result of faulty or Incorrect Informatkm. specifications and/or designs furnished to the buss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This thus has been designed as an Individual building component in accordance wal ANSI/TPI 1-1995 and NDS97 to be Incorporated as part of the building design by a Building Designer (re0stered 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 chnu tic records for wind or snow loads, project spectficatbns or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes campresafon 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 celWrg. they should be braced at a maximum spacing of la4r o.c. Cormecior Plates shall be manufactured from 20 gauge lot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to molly, that this drawing Is In conformance with the fabrt®tues plans and to maize a continuingresponsibility for such vert- fkation. Any discrepancies ate to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gtaln. Members shall be cut for tight fit" 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 sb-1. A 5x4 plate Is 5- wide x 4- king A 6x8 plate Is 6- wide x 8' king. Skis (holes) run parallel to the plate length specified. Double cuts on web members shai meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mhumum sizes based on the forces shown and may need to be Increased for certain hand- tmg and/or erection stresses. This truss is no(. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI)rM I-19% PRECAUTIONARY NOTES A8 bracing and erection recornrnerxiatimrm are to be followed In accordance with -Handling Installing & Bracing". HIS-9 1. Trusses sir to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Wo. and for res19" lateral forces ahag be designed and Wtid ed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal preautkmary action for trusses requires such temporary bracing during hWallation between trusses to avoid toppling and dommdng. The supervision of erection of trusses shall be under the control of persons experienced in. the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads grater than the design bads shag not be applied to trusses at any time. No bads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON B 3&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 SCFnMKTLE: 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" Me-1.15 2-6-3 1 0-6-6 WO: ARLB WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: U QTY:2 =_ _ —Joint Locations==.==_=._ ...... 1) s00- 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 HOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft W. 3.4 ft Truss in INP zone, TCDL= 4.2 psf, BCDI.. 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 6 0000 3.00 ) 0'8-0 -". I r 1 2-8-8 4 3 161# 8.00" 70# 1.50" 1-1-9 _tea 3,4-8 44# .50" -3-12 EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.FL32766 Design: Manx 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 erectionbracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the butking designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (.See HIB-9l d TPII. rF— Plate Institute. TPI. Is located at 583 D'Ondno Drive. Madison. Wisconsin 537191. JOB PATH: CATFE-LOKVOBSIA)" Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf scale = 0.8355 Truss ID: U Date: 10-04-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS: 08.20.02 I JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L.' WO: ARLB WE: DESIGN INFORMATION This design Is for an. (nclMdual building 't component and has been based on information provided by the diem. The designer disclaims any nesponslb(dty for damages as a result of faulty or Lnconect information, specincatlons 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- cdk 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 wdt ANSI/TPI t-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local zhh tic records for wind or snow bads. project spectlimtbns or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes canprcubn 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 property applied rig d ceding. they should be braced at a maximum spacing of 10'-0- ox. Connector pates shall be manufactured from 20 gauge hot dipped galvanized sled meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabncatiom the fabricator shall review Oils drawing to verify that this drawing is in conformance with the fabricator's plans and to maltze a continuing responsibility for such verl- ticalion.. Any discrepancies are to be put in writing before cutting or fabrication. Mates shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double runts on web -ben shad meet at the centrold of the webs unless otherwise shown. Connector plate sites are min6munsizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tills truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection mcommcndauons are to be followed in accordance with -Handling installing & Bracing'. HIS-9 L. Trusses are to be handled with particular care during banding and bundhn& delivery and Wtallatkat to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shad be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and. dombxKng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shad be sought It needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at. any Ilene. No load. other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS= 2x6 SP #2 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 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. Shun or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 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 TI: V __ == =-Joint Locations. 1) 0- =====_= to—.e: 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 - - - -MAX. REACTIONS PER BEARING LOCATION - - - - - X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -179 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL, PROVIDE UPLIFT CONNECTION PER SCZI[EDOLE: Support 1 179# Support 2 125# Support 3 4# L 2-0-8 1 2 6.00 Face = 0-3-12 3.00 I 0-8-0 1-4-8 4 1-0-0 114# 8.0011 48# 11{.5011 B�_ 2-0-8 _ ---19p Li50n (RO-10-10) 1" ---1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANST/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 1005 VANNESSA DR.OVIEDOXI-32766 DesignMoira Analysis Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1458 WMNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : q A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`"g: Truss ID: V CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 BRACING WARNING: TC Live 16.0 psf Durfac - Lbr: 1.25 Bracing shownon this drawing is not erection bracing, wind bra", portal bracing or similar bracing which lo a part of the budding design and which must be consld r d by the building designer. B �� TC Dead 7.0 psf Du rFae - Pit: 1.25 shown Is for lateral support of truss members only to reduce buckling length, Provisions must be BC Live 0.o psi O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the Overall structure may be required. (See HIB-91 of M). QC Dead L0.0 psi Design Criteria: TPI (truss Mate Institute. TPI, is located at 583 D'Onofno Drive, Madison. Wisconstn 53719). - Code DesC: FLA TOTAL 33.0 psi I V'0 .05 2- 66 - JOB PATH: CITEE-LOKVOBSIARLB HCS: 06.20.02 JB. ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on tnformation 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 miate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and hutallatiun of trusses. This truss has been designed as an Individual building component in accordance watt ANSI/-IPf 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer 1mg1slered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied loads. lhiless sboa m 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 latently by a property applied rigidceiling. they should be braced at a maxhnum spacing of I0'-0" o.e Connector plates stall be manufactured from 20 gauge hot dipped CW—nlzed 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 rmltu a continuing responsibility for such vert- flwtion 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 light fitting wood to wood bearing. Con- nector plates shall be located ort 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' king.. A 6x8 plate is 6' wick x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web memnbes shall meet at the centruid of the webs unless otherwise slmown. Connector plate alas are minimum Sims 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 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing a Bracing'. HID-9 1. Trusses are to be handled with particular rare during banding and lm rtdiing. &Wry and inslalb0on to avoid damage. Temporary and permanent bracing for holdi-4 trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designedand installed by others. Careful hand- ling is essential and erection bracing Is always rerfuked. Normal precautionary action for trusses requires such temporary bracing during bistallatbn 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 tense. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS- 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or sedge 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-. Ts, 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- 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 Reg ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 TI: W 9TY:2 ® =:a --Joint Locations==aara: 1) 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- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 BOT PIN 0- 7-12 8 0 -3 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 L 1 2 Q Imo_ 0-9-0 I, 4 31 77# 8.00" 17# 2.50" 1-1-9 el- 0-9-0 8# 2.5 ' 0-0-1 isi (R1-1-7) r C/L: 0-7-1iR0-0-1) EXCEPT AS SHOWN PLATES ARE 1120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports �--- WAKNING: READ ALL NOTES ON THIS SHEET. MarOndd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not emctMn bracing. wind bracing, portal bracing or shnilar bracing which Is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral Support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. Add;n to anchor lateral �;� l Struct� ,r,as be`fied requiions red. (See determined by the building designer. g Y R'q�id- (� HUB-91 of Tlrfi. LICENSE #0050068 fftuSs Plate Institute. M. is located at 563 D'Ono(no Drive. Madison. Wisconsin 537191. 1005 VANNESSA DROVIEDOXI-327813 Design: Matrix Analysis JOB PATH: C:I7EE.L0KV0BSL4RLB Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe-Naib scale = 1.7494 Eng. Job: Dwg: Dsgur: TLY Chk: WO: ARCB Truss ID: W 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.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09. O - 0 - HCS: 08.20.02 JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: X ATY:12 1 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 r-uk of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this hdo matlan as it may relate to a Spe- cific project and accepts no responslbWty or exercises no control with regardto fabrlca- Um. handling.' shipment. and Installation of trusses. This truss has beendesigned as an Individual building component In accordance wilt ANSffM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineed- When reviewed for approval by the building destgner. the design loadings shown most be checked to be sure that the data shown arc In agreement with the loci budding codes. local clhratic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specfibd. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should he braced at a maxitmnt. spacing of Ily-0' o. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS IVI 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 fabrlatoes plans and to r atlae a continuing responsibility for such ver- natlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members stag be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the tens with nalb fully Imbedded and stagbe sym. about the Joint urdess otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (hoks) 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 mms 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/Trt 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handttng Installing h Bracing'. HIB-91. Truss- are to be handled with particular arc 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 rests" lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during Installation between trusses to avoid toppling and dominofng, The supervision of erecttort of trusses stag be under the control of persons experienced In the installation of (rises. Pmf-sloml advice shag be sought If needed. Concentration of rntstnwilon bads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed Analysis based on Simplified Analog Model. ;.Joint Locations-;=;=___-====s<= MULTIPLE LOADS -- This design is the 1) =0- 0- 3) 10- 8- 8 5) 5- 4- 4. composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE z Support 1 448# Support 1 243# Support 2 518# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -998 0.54 6- 5 920 0.22 2- 3 -964 0.62 5- 4 55 0.17 11-0-0 1 2 3 F_4.00 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 Bt3AR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125aph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type; Encl L- 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 0.6-6 0-1-8 4 T 1-8-1 I 2-0-5 _ 2.000 i 10-0-8 6 5 4 433# 8.00" 358# 2.50" s}" 10 8-8 (Ra-2-ts) la (RI-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 scale = 0.4694 Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OFLOVIE00.FL32766 Design: Mafm Analysis 1nAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wind bracing. portal bracing or shntlar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speclHed bamons determined by the building designer. Addglonal bracing of the overall structure maybe requited. (See HiB-9l o(TPg, (rruss Plate Institute, TPI, Is located at 583 D'Onofrfo Drive, Madison. Wisconsin 537191. JOB PAIN: C.ITEE-LOWOBSURLB Eng. Job: Dwg: Dsgur: TLY Chk: WO: ARLB Truss ID: X Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V•Q9. .02- 71 - HCS: 08.20.02 JB: J'%RLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: DESIGN INFORMATION This design is for an (nd(vidual building component and has been leased on information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs fumLshed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion handling shipment and installation of trusses. This truss has been designed as an indNidual budding component in accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a. Building Designer (registered architect or professional engtreer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow lands. project specifications or speed applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are notfully braced laterally by a property applied rigid ceding• they should be braced at a muxhmum spacing of 10'-0- O.C. Connector plato 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 conforroan a with the fabricators plans and to realize a continuing responsibility for such verl- fi ation. Any discrepancies are to be put In writing bef ae cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Member shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the taw with talk 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 8' wide x 8' long Slots (holed run parallel to the plate length specdkd. Double cuts on web members stall meet at the centrod of the webs unless otherwise shown. Connector plate styes are minimum sins based on the forces shown and may need to be increased for certain hand- lrng and/or erection stresses. This truss is not to be fabrlated withfire retardant treated lumber unless otherwise shown. For additional Infomation on Quality Coutml refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recomarendatkahs are to be followed In accordance with'Handbng Installing & Bracing'. HIB-91. Trusses are to be handled with particular cam during banding and bundling, del" and Installation to awki damage. Temporary and permanent bracing for holding trussm In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by other. Careful hand - brig Is essential and erection bracing Is always tnquued. Normal precautionary action for trusses mt[uftes such temporary bracing during kistagallat between trusses to avoW toppling and dominofng. The supervision of erection of trusses stall be under the control of persons experienced In the katallatlon of trusses. Prdessbmal advice shad be sought it needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of the erector shad be applied to trusses until alter all fastening and bracing s 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" Tar-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tar 0.03" RMB - 1.15 Ed Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coulposite 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- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 40.0 ft Wa 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering anal/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1111 0.57 5- 4 -1238 0.40 2- 3 -94 0.46 TI: Z 1 6UY2 --------Q--Q-`r`int Locationst -------------s 2) 5- 1- 8 Y� 0- Q- 0 ---MAX. REACTIONS 'ER BEARING LOCATION----- X-Loc Vert Hor:.,, Uplift Y-Loc Type 10- 1- 4 80 6 -226 BOT PIN 0- 4- 0 399 238 -125 BOT H-ROLL 10- 1- 4 246 0 -:..— PROVIDE UPLIFT CONNECTION PEk IF Support 1 427# Support 2 258# Support 3 243# 10-3-0 Ilk 1 2 3 400 2.00 I 9-7-0 5 4 400t# 8.00" e (RI-7-0) 1 10-3-0 247#f .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Su its C/L: 11-4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOW VANNF55A MOVIEDO.FL3276r Design: bfdrr& Analysis PP- scale = 0.4971 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: thug: Dsgnr: TLY Chk: R Truss ID: X1 Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 Bracing shorn on this drawing Is not erection bracing, wind bracing portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 which In a part or the building design and which must be cotsidemd by the building designer. Bracing shown Is for lateral support of truss member only to reduce buckling length. Provtslors must be BC Live 0.0 psr O.C. Spacing: 24.0" p 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 HTPq. IB-91 of BC Dead 10.0 psf Design Criteria: TPI (Russ Plate lostltute, TPl. is located at 583 D'Onofrto Drtve. Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 Ptsf V: 9. - 6 JOB PATH: C.17PELOKV08A4&B HCS: 08.20.02 (4 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims arty responsibility for damages as a cult of faulty or &n , ecl tnformatbn, specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clfle project and accepts no map onslbnity or exercises no control vnth regard to fabTim- lion, handling, shipment and Installation of trusses. This truss has been designed as an &uWWual bundling component In accordance w1a ANSI/TPI 1-1995 and NDS-97 to be Incorporated as Pa.t of the building deatgu by a Budding Designer beglstered architect or professional e0gineed. 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 beat budding codec local ch m tic records for word or snow loads. project apecM-t10— or special applied bads. Unless shown, truss has not been designed for storage or oocupancY toads. The design assumes mmptnston chords (top or bottoms are continu- ously braced by sheathing unless otherwise spectied. Where bottom chords in tension are not fully braced laterafiy by a properly applied rigid ceiling, they should be braced at a maxknum spacing of 10'-W oxc connector plates shag be manufactured from 20 gauge hot dipped galvanbed steel meeting ASTM A 653. Grade 40, urtkss otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator Stan review this drawing to verify that this drawing is in conformance with the fabtieaWs plans and to realize a continuing respmnag Wty for such verl. fkation. Any dtsoxpanetes are to be put in writing before cutting or fabrication. Plates Shad rmt be Installed over knotholes. knots or distorted gram. Members shag be cut for tight lining wood to wood bearing. Con- nector plates shag be located on both faces of the tress with nails fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Is 5" wide x 4" long. A 643 plate is 6- wide x 6" long. Slots (holes) run parallel to the plate length Specified. Double cuts on web members shag coed at the centrold of the wets unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Increased for certain hand- ing and/or erection stneases. This truss Is not to be fabricated with fire retardanttreated lumber unfesS otherwise shown. For additional nnfonnatton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be (allowed in accordance with -Itantdting Inalalgng & Bracing'. HIB-91. 'trusses arc to be handled with particular care during handing and bunalfng. delivery and Installation to avod damage. Temporary and permanent bracing for holding muses In a straight and phunb pos- ltkm and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and enxtion bracing IS always roqui uL Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erection of trusses Shag be under the coutml of persons experienced In the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any urnt. No loads other than the weight of the erectors stag be applied to trusses until aRer ag fastenmg and bracing Is completed. JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. 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 La,-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 Face = 0-3-12 WO: ARLB 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. WndL.ad 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 €t W. 7.2 ft Truss in INT zone, TCDL- 4.2 psf, HCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req . TC...FORCE...CSI ..BC' ... FORCE ... CSI 1- 2 -137 0.63 4- 3 -13 0.41 TI: Y 9TY:2 __-=- =- Joint Locations=====_______�__ 1) 0 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 7- 1-12 172 0 -454 TOP H-ROLL 0- 4- 0 308 253 -398 HOT PIN 7- 1-12 67 0 0 HOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 253# Attach with (2) l"d Toe -Nails 1-10-4 1-1-3 1 Attach with 2.00 I as-o 6-7-0 4 308# 8.00" 3 1-6-0 172# 2.50" 67# 2 50" I (R1-5-3) - - EX('EPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Su C/L: -1-12 Supports scale = 0.6502 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMA 13ROVIEDOXE-32766 Design: Mdfrit Analysis WAKNINILi: 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 singar bracing which Isa par of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provlsfons 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 HUB-91 of TPq. (Duos Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH' C:ITEE-LOICVOBSURLB Eng. Job: Dwg: Dsgnr: TLY Chk: TC lave 16.0 psf TIC 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: 24.01, Design Criteria: TPI Code Desc: FLA - DESIGN INFORMATION This design is for an Individual building component and has been based on infonnatian provided by the client- The designer dsclati any responsibility for damages as a result of faulty or Inconect infomation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it my relate to a spe- ctrw project and accepts no responsibility or exercises no eontroh with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed - an indMdual building component In accordance with ANSi/17P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a. Building Designer lreglstered architect or professional engineed. When reviewed for approval by the buiidhig designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cl4"atic records for wind or snow bads, Project spccHkations or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are conthu- ouly braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of la-W o.c. Commdm Plates shall be manufactured from 20 gauge tat dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labrhatlon. the fabricator shall review this drawing to vertfy that this drawing t to conformance with the fabricator's plans and to res he a continuing responsibility for such v rl- ffcation. Any discrepancies are to be put In writing before cutting o fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut. for tight fkttng wood to wood bearing. Con- nector plate shall be located on both faces of ite truss with cleft fully Imbedded and shall be sym. shout the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the Weis unless otherwise shown. Connector plate saxes are minimum st-s based on the forces shown and may need to be inct—sed for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant heated lumber untess otherwise shown. For additional Information on Quality Control refer to ANSI/TPh 1-1995 PRECAUTIONARY NOTES All bracing and etection recommendations an, to be followed in accordance with -Handling Installing Q Bracing'. H18-91. Trusses are to be handled with Farticular care during banding and buruift g, delivery and inaUdlatim to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- aion and for resisting latesal fortes shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always mquired Normal precautionary action for teases requires such temporary bracing during Installation between trusses to avoid toppling and dominong. The supervision of erection of trusses stall be under the control of persons experienced to the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the errctots shall be applied to [ruses until after all fastening and bracing is completed. a JB: ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WV: ARLB WE: Ti: Z 9TY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on nultiple supports. Interior hearing 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" MM - 1.15 2-2-11 0-6-6 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 - ---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 HOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, CSC, V- 125Lph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type Encl L- 40.0 ft W= 4.2 ft Truss in ffiID zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req 4-3-0 1 2 4 00 t4 If --- 212# 8.00" 1-7-2 (Rl-7-0) slid EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 FaX (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.F'L32766 n.,:.,... u....:- s--r..... 87# 2.50" 4-3-0 54# 2 �50" Over 3 Supports C/I : 44-12scale = 0.9442 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 slmftr 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 --bers only to reduce buckling Length. Provisions must be made to anchor lateral bracing at ends andspecified locations determinedby the building designer. Additional bracing of the overall structure may be required. (See HIB-9l of TPII ffhuss Plate Institute, TPI. is located at 583 D'Onofrlo Dave, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: Z Date: 10-04-02 DurFac - Pit: 1.25 . O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 Z. ARLINGTON B 3&4 AC: 10# UPLIFT D.L. WO: ARLB WE: TI: ZI ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==============Joint Locations=====___=______ This design is for an indvidual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 1- 8- 4 component and has been based on Information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the client. The designer disclaims S� or wedge if necessary to achieve full continuous) braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for The as a resuh of Y - - - - faulryori—nectwomwtan.specifiations bearing. ►'lndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Lot Type and/ordeslgns furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 137 63 -226 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L= 40.0 ft W. 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL a this information as it may relate to a spe- Support 1 226# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf cdk p"ect and accepts no respornsibilfty or Support 2 125# Impact Resistant Coveringand/or GlazingR exercises no control with regard to fabrka- MAX LIVE LOAD DEFLECTION: / � lion. handling. 11dg, shipmenthas been installation of L�999 , -TC... FORCE ... CSI ..BC ... FORCE... CSI trusses. This truss has been designed as an individual building component In accordance with L- 0.00" D- 0.00" T= 0.00" 1- 2 -3 0.01 4- 0 -55 0.01 ANSI/TPl 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 as part of the building design by a Building T= 0.00" Designer (registered architect f or professional engineer). When reviewed (orr approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loadings shown T= 0.00" must be checked to be sure that the data shown arc in agreement with the local building codes. RMB = 1.15 local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage - occupancy loads. The design assumes compression chords (top or bottom) are continu- 1-84 ously braced by sheathing unless otherwise — - specified. Where bottom chords In tension are 1 2 not fully braced taterally by a properly applied rWd celling, they should be braced at a maximum spacing of lar-o- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. 0-11-2 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 races of �— the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A plate Iswide x 4" long. A Cur plate is 6" wide x 8' king. Slots (holes) erect parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Co—ector plate sizes are minimum sizes based on the forces shown 5X8 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 unkss otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 Z.t0J PRECAUTIONARY NOTES 0-8'0 ALL bracing and erection tecumumendatlons arc to be followed in accordance with 'Handling Plate Height Installing & Bracing'. HID-9I. Trusses are to I 1-0-4 � = 0-2-1be handled with particular care during banding 4 3 and bundling, delivery and installation to avoki. 138A1 H.00" 4814f 2.50" damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 1-7-2 ftlon and for resisting lateral forces shall be �e R1-7-0 1-84 designed and installed by others. Careful hand- ) king is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 1.5329 required. Norval precautionary action for tlli55r5 requires such temporary btat9clgdtaring WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: installation between trusses to avoid toppling WO: ARLB and dominoing. The supervision of erection or Dwg: Truss ID: Z 1 trusses shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Professional avi« Insbti� Ifni CONTRACTOR. Dsgar: TLY Chk: Date: 10-04-02 Concentration of construction bads greater pp BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 than H" desbads shall not to applied to 4005 MARONDA WAY trusses at any tine. No loads other than the Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae -Pit: 1.25 weight of the erectors shall be applied to SAN FORD. FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" trusses —U! after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g is completed. made to anchor lateral bating at. ends and specified locations determined by the building designer, BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additirmal bracing of the overall structure may be r Ad ed. tree IIIB-91 ofin. ps LICENSE #0050068 rrrrss Plate Institute. TPl, is located at 583 D'onokb Drive. Madison. wlscrmsin 537I9). Code Desc: FLA Loos VANNESSA DR.CM DO.FL32766 a I TOTAL 33.0 Psf V:09.05.02- 6716- 69 ueargn.- r"runs nrmrysrs Tun ruin: L:Iftt-LUADU5MAFLN HCS: 08.20.02 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Alumtnbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and seated test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialanfic, City of Indian Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Agency Melbourne, City of Mt. Dora, City of Orange, County of Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of Initials /Date ACP 3/15/02 LP 3/26102 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 4 4 4 4 •4 A - SEE CHART FOR °d d °d �' d` d " d° FASTENERS VERTICAL MULLION SCHEDULE R' CAULK TOP _ 'r;---- UNIT TYPE OF MULLION T FE OF CLIP �'' V ~ q 1-4 OF MULL -_ 1 3 8 WINDOW WINDOW DESIGN PRESSURE N W 1 / "MIN• WIDTH HEIGHT NUMBER AND p o W E X SCREW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS � U 4 li TEK SCREW � i I WINDOW _J I HEAD 76-0---5 " ___1.0 x 3.0_-- _-- pg—_ 4 3 16� x 1-1 2 TAPCONS 0 1� 1 T4 1.0 x 3.0 -- -- ---CON I 19-1/8" 8'' `— ------K--- 4 _3J6� x 1— J2 TAPCONS Z'Z_ 10 x 3.0 _ �.--— WINDOW I -- ___0_K____ 4 _�64s x i—J2" TAPCONS JAM 7663"4�'---1-0_x_3_._0--- -- OK---- 4 3J16�"_x_1_—J2" TAPCON_S rq'119 �1 7/8" 1.0 x 3.0 _ OK 4 3 161" x i-1 2" TAPCONS � � Cam., C� 5/8" 0 21 _—_1_0 x 3.0_-- --- pK__ 4 3 16� x 1-1 2 TAPCONS � � lx3 MULLION (XFLA-26-1) " 26-1/2"5O—_5/8�'--_1:0_ x 3.0--- -- OK_-- 4 ls�_X�l_l2 T_APC_ONS ti �' lx4 MULLION (XFLA-39 " _ — --- ---OK_-- 4 _ 160 x 1—J2" TAPCONS --- --- OK -- 4 _3J8i x 1, J2 _T_APC_ONS PLA-45 L0 x 3.0 OK 4 3 16_iP x 1-1 2" TAPCONS Rk a o; MULLION ANCHOR CLIP 26" 1_0 g 3•0 _0_K _ 4 3 l6vs x 1-1 2 TAPCONS 16 GA. GALV. 38_1T4� 1_0 x 3.0--- — -- 37" 5_0_—_6 8�' _0_K--- 4 _3J1gill, x 1—J2 TAPCONS q'' SHEET METAL z_ _ 1_.0 x 3.0—_-- --- *.---- �4" 800 LB. MAX CAPACITY 63" OK_ _ 4 _3' 6os x 1— J2 TAPCONS y 5/8.. --1_0 x 3.0 -- --- -- �---- ------ y: WINDOW �. --- ___ OK 4 3j81a x_ 1—i 2 TAPCONS y� 7/8" lx3 MULLION ( 76-3 4 1.0 x 4.0 OK--- 4 —1 40''- x i-1 2�' TAPCONS � O,; JAMB (-26-1) _ 28" ___1.0__x 3_._0___ ____ ix4 MULLION XFLA-39) 38-1 4� OK_ _ _ 4 _3 16� _x_ _i-1 2 T_A_PC_0_N_S a o T10 x 3/4" 1 j 1.0 x 3.0 _OK_ 4 3 160" x 1-1 2' TAPCONS < a s TEX SCREW 1 � 53-1/8"50_6Z8�' __-1`0 x 3.0--- ___--I—.�------A--- OIC___ 2 1 40 s 1-1 2 TAPCONS I I 1 j 1 63" 1_0 x 3.0--- --- j_� —----- --- WINDOW 7B=3 4-` --- OK 2 1 40' x_i-1/2" TAPCONS . 1 SILL 1.0 x. 4.0 OK---- 2 -1 4�''-X 1-1 2'' TAPCONS CAUOI MULL OM 3/8"MIN.�^r;p�A B.®.A•F• PRECASTED --- 3 "MIN.' ACTURER NAME: o SILL _ N o . 3/4"MAX MASTER ' # z D SEE CHART FOR FASTENERS NOTES:- 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, d o OR 8083 T5. y CHARLEG A NG. ESN, 121 2) ON EACH ANANEIS GLE ONE THE TAPCONPCON SHALLIHE•) M 2 � s o FL REG. ENG.. 49121 PLACED ON MULLION CLIP CENTERLINE. 94' w 2 DATE: 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI k k AT 28 DAYS. 4 ,NORANDEX PAGE 30 NOTES; 1) ALL AL OR 606 Z) WHEN , ON EAC PLACEp 3) CONCRE AT28, CHARLES , FL REG. HATE MASR DW SILL SH HEAD DW iH HEAD CO ~Z4� F V4 0 z NURANDEX PAGE 24 ACTT REB NAM. -9 f0L (2) 110 x 1-3/4' PH-SMS INTO x B OR 3/16'0 x 2-3/4` TAPCON THRU 1 BY BUCK, (SHO" WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) $10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) /10 x 1 3/4` PH-S14 BUCK WTCH 1-1/2- MIN. $__�_,,,, SEE ELEVATION FOR ANCHOR SPACING. I (- WOOD BUCK ALL STEKL PANELS & 80.0 D.P.. Y � WOOD BUCK 1 4' TEMMM GLLW C4 65 CHART Na or No. OF :ANC SIMING CLASS DOOR r ` Q �{ UN LDAD ANCHORS ❑ MIN ANALIM C DESIGHeAo No. of Na or c>fr ssr Dnoxrswxs cA 1D ANC110RS uiclN,Rs q 46 a taA>a JAMS *� INCHES ATIW SIU.A FJAO A (� l47.375' 48 ig �. 86.7 ag.t ao g G2 99.5' l52.760' (4) 48 b 24 18 a a 147.37a' 99.6' 80' (4) 88.7 08.4 24 ".7 9A4 g Ng ST.6 67.5 16 8 � O V 'ILST6'V43 (s) ST.S tg 9 iSE.7b0' 111.aT5' a&7 77.4 24 e 7a.8' 00' 1g ( 66.7 816 1C g1S M (2.51 �OlY 65.7. 7&s0e&e¢a7 46[47.87a' to. E01' 7&8 10 0RDI' 96"45 10 aDf0(o!4 m.7b8' 16 !O i#7.978' 89.6• () so 60 94 so 19 w (•/j "J �O .SL'sw 96' 4&9 515 48.Y 61b l6E.76D' •BS.s 6&3 Y4 10 !D 1q 66.4 18 10 !0 ilLs75' 75.5 �' (s) g6,7 71.3 18 70 lee5S4 96' a4.6 Stb 10 65.7 lag 16 10 lYa- r7.bY6 (C6) M.6 a4.6 10 10 g3.affi 8g- (Za) 9&9 G&D 2D 6&7 a&2 t0 O 4. y Na/ Dl PARBtlTRggls D1D ;IZE WIDTH PANq s¢E m MT.(2) 10 3/16'0 x 2-3/4 , !O y R b S.$) TAPCON OR MIAMI DADE APPROVED CONC. SHIM As REQUIRED TYP. JAMB. SE( MOOD SHIM (SHOWN) OR MUDD TRACK AS REQUIRED 1 BY 2 BY (2) 3/18'0 s 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: i) SHIM AS REQUIRED, MAX SHIM STACK 1/4`. 2 ALL ALUMINUM EXTRUSIONS ARB ALLOY 6063-T5- • 4 4' Oft TB WITH TYPICAL WALL THICKNESS OF • 0.62' --j.4 3 USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGE. e 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. ` 5) THE RESPONSMtLrry FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPI2CABLE LOCAL LAWS, BUHDING CODES, ORDINANCES OR OTHER SAFETY DEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, TYP. 1 BY BUCK 7) CONCRETEOcOMpR=IVE STRENGTH s 3.000 PSI AT 28 DAYS. m STEEL RERdF. FASTENERS. A Fk1 ALL 10' PANELS _ SEE ELEVATION FOR & 60.0 D.P. > ANCHOR SPACING. to a ai S �� � QSnpqi I g >• ��- 4 4 az� H� 1/4' SHIM MAX ly h � tale m m ima p warwt C R X - Nd PANEL r �0 X X X X PANEL PANEL PAhPANIEL nnoon i-lminiminio: M 0 ti "'A 4 �vw z M -( H (fic (•Sm �•I F: " lI is (2BY2) slrlcu nnamN (4BY2) cs+aor N o a warwt C R X - Nd PANEL r �0 X X X X PANEL PANEL PAhPANIEL nnoon i-lminiminio: M 0 ti "'A 4 �vw z M -( H (fic (•Sm �•I F: " lI is (2BY2) slrlcu nnamN (4BY2) cs+aor N o a �0 X X X X PANEL PANEL PAhPANIEL nnoon i-lminiminio: M 0 ti "'A 4 �vw z M -( H (fic (•Sm �•I F: " lI is (2BY2) slrlcu nnamN (4BY2) cs+aor N o a nnoon i-lminiminio: M 0 ti "'A 4 �vw z M -( H (fic (•Sm �•I F: " lI is (2BY2) slrlcu nnamN (4BY2) cs+aor N o a M -( H (fic (•Sm �•I F: " lI is (2BY2) slrlcu nnamN (4BY2) cs+aor N o a NORANDEX PAGE 23 a (2) VO x 1-3/4' PH—SMS INTO 2 BY BUCK OR 3/18'A x 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT RM MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4" FH—SMS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. IL OPTIONAL 2 BY WOOD BUCK (2) 010 z 1 8/4' PH—SMS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. OR 4 _ HEADER AND SSECTION I'YI'ILL. 1 BY BUCK WOOD BUCK 3/16" TEMPERED GLASS PANEL SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WID'TH/HEIGIIT 'EXTERNAL INTERNAL xx x( xxxI 30 his` x 6J91/2 " 53.3 55.8 10 ALL 16 18 361/s` $ 51) 2 " 49. 8 49.8 12 6 18 22 30 die° x 791/2 " 49.7 49.7 10 6 16 20 3614a' x 791/2 " 45 45 12 8 .18 22 8 SERIES 500 ALUMINUM SLIDING GLASS DOOR, ALL OPERABLE PANELS FASTENER CHART UNTRAL ftOMA B.O.A.F. (2) 3/16'0 x 2-3/4' TAPCON OR MIAMI `��,,� E R.NIIFA R NAWt 1 z WOOD HULK DATE APPROVED CONC. ST — R1�.�r D SEE ELEVATION FOR ANCHOR SPACING. la s 1 s r4 r z { � RS UIRED TYP. HORIZONTAL SECTION SHDd gSHOIINi REQUIRi� DD TRACK AA3$ 1 BY 2 BY Bc" UCK uAx�~ arc (2) 3/I6'd z 2-1/4' TAPCON OR -A.MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR W / SPACING. wr .a. +®nc WEE 6 ru. w A NOTES:1SHAS REQUMD, MAX SHIM STACK a 2) AALLNALUMINUM EXTRUSIONS ARE ALLOY16063—T5 OR TB WITH TYPICAL WALL THICKNESS OF 0.82' f _ 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. — 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS X X ¢ X X x X CHARTS, AND MAY VARY DEPENDING ON SMX PAR% PANEL PANEL PANEL PANEL PANEL 6) THE RESPONSIBILITY FOR SELECTION .OF NORMEX '° PRODUCTS TO MEET ANY APPLICABLE LOCAL.LAWS �. BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUDDING OWNER OR CONTRACTOR B) COAT 28E DAYS. SIVE STRENGTH 9;O1i0 PSI � � ed (2Bi2)rrc �anop (4BTY2) rttrttaM i NORANDEX PAGE 22 10 X 1-3/4' P.H. S.M.S lY/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 7 f !0 X 1-3/4` P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. P�q ALT. FIN ATTACHMENT UNDER SHEATHING " CENTRAL FLORMA B.O.A.F. ,A' tV- iM NAMB MASTER. FILE # 3 t AND SILL S WOOD FRAME NOTES:-------------- 1 :SHIM AS REQUIRED, MAX. SHIM STACK 1/4'. 2 ALL _ALUMINUM, EILTRUSIONS ARE ALLOY 6063-T5 3 USE HIG QIiIt1.P! }� C 1ULI BEIIDt D00 Opy GE 4; GIJL% TRIM NESS.BASED ON TABLE E1300 GLASS CHARTS, AND--3U'Y_"VARY DEPENDING ON SIZN 5) THE:'HES NSiHWYY 0R s06C190N OF NORANDEX PRODUCTS Ti UEET :ANY APPLICABLE LOCAL LAWS, BU119DINO sCODE3 ORDINANLES OR OTHER SAFETY REQ� T.'SOLELY WITH THE ARCHITECT BUII.ma O)INER- IDA"CONTRAC'POR. 6) NOTE`• INDICATfES,:THAT I%IJAL.FASTENERS AT HEAD` AND SIL ARE' REQUIRED. 1 CIO X 1-3/4' P.H. S.M.S. W/1-1/2' 1[IN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. @ '' I D TYP. JAMB SECTION WOOD FRAME S MAx (TOP AND BOTTOM) f 10 X 1-3/4' P.H. S.M.S. i W/1-1/2' MIN. EMBEDMENT CHARI.ES'. A: " �' E. SEE_ ELEVATION FOR F1- REG.. ENG• # 49121 ANCHOR SPACING. DATE:.3JQ7/U2 )OW ISIONS WINDOW FASTENER.SCHEDULE HEIGHTENo 0- ANCHORS I 8 N0. JAMB �CS 35 45 SO 35 45 60 y n q pg PSF PSF PS W T-E3 2t 2 2 2 � 25' 2• 3 '2- 2 2 3• 4• '� 2 2 4 O c4 I/1 �Q'a, 2 2 2+ 2 3 3 E 37-1/4 3 2 3 2• 2 'f 3 3 3 3• 4' 3 3 3 3 M h �' 49-5/8 . 2 2 2 2 2 20 2• 3 3 3 3 3 3 !1 U! q' 3 3 3 3• 4+ 3 3 3 3 3 —3- 82" 2 _2 20 2• 3 4 4 4 4 o h 5a.p"o _2 _3 3 3• 4• _ S- 4 4 4 —4- 2 2 2. 3 4 5 nji- 2• 9• 3 9 4 4 53 5g 4• J 4 5 p1 fq 2 wn era ! 24' C7'AII,--A v 4 o s LTAil.-C a � a'� . NORANDEX PAGE 10 II 10 X 1-3/4" P,H S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 LA— 40 415/416 2.437 # 10 X 1-3/4" P.H. S.M.S. -- W/1-1/2" MIN- EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIC' _ Q � �UF Ti�ItER NAME: np ux ALT. FIN ATTACHMENT ji 0 X 1 3 E 4"P.H. �M ZRT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. CALL. SIZE 1VIDTH 1/4` MAX — SHIM (BOTH 4 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME TYP. JAMB SECTION ©.WOOD FRAME CHARLES FL REG- ENG. J. �49121. DATE: 3/27 /n2 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-15 3) USE- HIGOR T8 H WITH TYPkLL ICAL BEH NOD �jIINDOF}y FLANGE 4 ' GLASS TiiIC1�gS BASED ON TABLE E1300 GLASS CIiARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX ' PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING 'OWNER OR CONTRACTOR 6) NOTE • INDICATES -THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. a13� V Ta�C SASH OF DETAIL=H.� NORANDEX PAGE 21 3 1B" TAPCON WITH A N, 1-1/4" MIN. EMBEDMENT # 10 F.H, S,M.S, SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING, SEE ELEVATION FOR 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALIAY U v U 11 OR TO WITH TYPICAL WALL THICKNESS OF 0.82" n . 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE A o 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS . CHARTS. AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBRM FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS BUILDING CODES. ,DRDDIAHCE:S OR OTHER SAFETY' REQUIREMENTS REST SOLELY WITH THE ARCHITSCL BURDING OWNER OR CONTRACTOR. . 8) A PRESSURE TREATED WOODEN BUCK = OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT `a THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT.E�UEADL FASTENERS AT TYP. 2 BY BUCK L& a B.O.A.F. VHS- TAPCON MANUFACTURER NAME: W/1-1/4" MIN. EMBEDMENT _ A/ok4Mi t lr (SEE ELEVATION FOR ANCHOR SPACING) d CALL SIZE WIDTH CHARLES.;L :P"N. FL REG. EKG. # .49' DATE: 12/1i/Ol # to F.H. SM.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE N0. ANCHORS N0. ANCHORS WIDTH HEIGHT HEAD SIIL SEE N 8 JAMB (INCHES) (INCHES) PS 4p-SFO 4P-F0 P5 19-8" 2 2• 2 2 26. 2 2• 2 2 37" 2 — 9•— —2 --2 3 3• 2 2 1871B" 2 2, 2 3 26-12" 38-1/4_ 2 2';— _ 3 �" 2 _ 3• 2 3 3 — 4•— 2 — 3 28-1 2 50-5/8- 2 2! a — 3 2 _ 53-1 8" 3 — 3 3 4 12 83"3 _ 4 3 4 5S-1 8" 3 _ 4 19-1/8" 212 9 4 28-1Z2" 78-3/4"3 4. 37' 3 — — 53-1 8' 3 4 ,X 2t' Q¢ l DETAIL-C DETAII.-B NORANDFX PAGE 9 &pp 10 F.H. S.M.S. WITH A NOTES: N. 1-1/2" MIN. EMBEDMENT 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. WINDOW 3/16` TAPCON WITH A SEE ELEVATION FOR FASTENER SCHEDULE O MMfIN. 1-1/4" MIN. EMBEDMENT ANCHnR enAn-p 2) ALL ALUMINUM EXTRUSIONS ARE DIMENSInNS A SEE ELEVATION FOR ANCHOR SPACING. — A . A A Lm 1_ 750 TYp y 1.940 T OR T6 WITH TYPICAL WALL THIC ALLOY 6063-T5 3) USE HIGH QUALITY CAULK BEHIND �WNDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON STLS 5) THE RESPONSIBILITY FOR SELECTION of S"F- NORANDIX PRODUCTS TO MEET ANY APPIICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTSEST SOLELY BUII DING OWNER OR CONTRACTOR THE ARCHITECT, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNTf. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI HEADER SECTION AT 26 DAYS PY . 2 BY BUCK 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a I 1/4" SHIM - MAX (BOTH CEN TRAL LDA, B. O. A. F. o UIMR NAME: MAS'Ig � # ,ALL't zE WIDTH 1 ��e X-�—�3 - n. ' n ° 1 BY BUCK O 2 HY HUCK °� TYP. JAMB SECTION F I BY 2 BY BUCK 3 D p p D p SEE NOTE 6 HEADER AND SILL SECTION CH FA.xcAG P.E. TYP. 1 BY BUCK 46121 DATE: 3/21/02 # 10 F.H. S.)LS. W/1-1/2" MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. >m ,� I C � �v SASHr A�/ DETAIL--B C GI R e M I MI•DADE IIAMI-DARE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefel•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE COMPLIANCE OFFICE MIM. kO-DADU 1:I.AG1.1:1Z 13UfI.1)ING i40 WI:S'I' I,'I.AC)I.LiR S't•1tI.17I', SUI'11i I tint MIAMI, FI.OlUDA 3313U-1561 (305) .i75-291)1 FAX (3U5) 375-29M CC)\"I'IL\C'1'C)It 1.ICI{Nti1Nc;SI:C.711oN (105) 375.2327 I':V.N (105) 373.255S cc)t•rjw."roit 1��rc)uc h:�ll{� t 1)n 1s1c)N (305) 375.296C, FAX (.1U3) 375•=9U1 1 RODUC'I' C:O, 1'itUl. 1)1\'lSlc) (7u5) 375.2902 FAX (105) 37_.6.139 Your application for Notice of Acceptance (NOA) of: Enter; 6-8 S-W/E Inswing Opaque Double w/sidelites Residential Insullltcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Ivlian-ii-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the nlailufacturer. :ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04102/2006 Raul Kotiripuci Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC A1'D GENERAL CON QI.1IONS BUILDING CODE S.,'PRODUC"f REVIEW COAiN11TTEF, This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :APPROVED: 06/0a/2001 Francisco J. Quintana, R.A. Director Mlianli-Dade County 1311i1ding Cod;; C0111pliarlcu 011icu \\SO450001\pc2000\\tompiates\notice acceptance cover pago.dot Inlet -net mail address: posta1:1ste Q 1)UII(I1t1hCo(1Co1)IInC.CUl71 IIt)I7)t I):I'r',C: 11111);/11'11'11'.t)U1it11RtiCOt1CU171InGCUn1 Premdor Ehtry Svstems I. SCOPE ACCEPTANCE No.: 01-0314.24 APPROVED JUN .5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of •Acccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating valttcs indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Enter;y 6-8 S-W/E Inswinb Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Sheets I through 6 of 6, titicd "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by nianufacturcr, dated 7/20/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptancc number and approval date by the Miami -Dade County Product Control Division.. These docunicnts shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shown in approved drawings. Single door units shall indlu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle bct%vccn the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitabic areas where the unit and the area arc designed to accept water infiltration. -t. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvilf not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN"I-S 6.1 Application for building perniit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florici:�.�3uilding Codc (SFBC) in order to properly evaluate the installation o ii s stem. Manuel crcz, P.E. Product Con r6C` xamincr Product ntrol Division 2 Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 20101 EXPIRES A ')HI 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1, Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documcntation, including test supporting data, engineering documcnts, arc no older than eight (8) years, ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami-Dadc County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in ttic materials, use, a9 d/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revis office. ion application 'with appropriate fcc) and . granted by this 5. Any of the following shall also be grounds for removal or this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advcrtis'ing or any other purposes. G. Tile Notice of Acccptancc number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. lfany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approvcd drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. Tile engineer needs not-rescal the topics. S.- Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. E\D OF THIS ACCEPT NCE _ Manucl ercz, P.E., Product ontro - . amincr Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) 1{ILLI IYR 11(. RNtNj�} i ! N� .II i/P IxiRUaRI CN CP4Ni 148 1/P MAX 77 1/A- 77 I/A• MA% 7A• MAN MAX- we x r Law st.,.sts ,. wl iCC M7tC 3• MAX rI SMAX '—�—' MNC �13;Ar_H weXIIrk, MAXC� 1 MC 3�CI1: O,C. SPACING j IB• �O.G I , ` eVP 0. tms -- 17 1/ • MAX TOP O1' DOOR M X fnv. C wuK O.C. SPACING to, aC. TO ( LOCK .wls Et.f64- T 1/�. .MAX DLO ' 17 1/ NAX j= - xvwut =.. t .VM - O.C. SPACING IB• O.C. ruscL Nu Ml . M 17 1/ • MAX O.C. SPACING jB' 0.C. mescl sapsu wew sous .asc� Iw yN' P!N IN[pIM1 YxIMsI CMttIKM1 •• 13' �. Is' 0.C. Is' Oc Is• 0C 1s- OC Is, OC- Is' 0G Is' 0. �= MAX MAX NAX MAX MAX MAX MAX MAX BD _ A• 11.A% 3• NAX MAX MAX � e. f—Mt L_�rii•]�j yr . r L" STA.LCs Ice .OTC s ATTACH ASTRAGAL THROW BOLT IB x T LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 1110 x 1 3/4' NIXES FLATHEAD SCREWS NOTES, L) W000 BUCKS 8Y OTHERS. MUST BE ANCHORED - d0 x 1 J/<•• LONG 'TLATHEAD PROPERLY TO' TRANSFER.LOADS TO THE STRUCTURE. SCREWS 2) THE PRECEDING DRAWINGS ARE INTENDED TO L.M. INSWING QUALIFY THE FOLLOWING INSTALLATIONS R.M. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPROVEDASCCy+;rne,.uh. Tne STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE SOUTH FLApqAAVP NC CODE JU� DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WATER OSILTRA10 WHERE WATER WILIRAIIDN CA j�>Ilfi Br OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUDKT�Nf 1S NEEDED X REDUIRENENI IS NOT NECOEO ONE BY WOOD BUCK • �V t PRt7 CDMOL6PASION J. ALL ANCHORING SCREWS BE 110 WITH x X -55 (/\/ BUd.OL•.3CODEC_.IPLIXxsoF.1`C MINIMUM 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE IN ACCE"ANCENO�I'U31Y.tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCArIONS PROTECTED BY A CAMPY OR INTO MASONRY. OVERMAN& SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS IRAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILIRAHON. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR t I PAM MO[T MDYIrICArlan pnrrot vT 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ndrsut b Ali JAMBS AND SIDELITES r0610Rut[SS 1C SIdmIL ARD DIrtR ROW mf1 imti rtiunt 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE oA It 1 [Mti. nmll txtl OIA[ Cx YNxIIRI 'ORNERS ARE COPED AND BUTT JOINED. B DOORS SHALL BE PRE -PAINTED WITH AVATER-BASED EPDXY RUST N Y M INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL 31-1029-EW-I PIMI 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ JDTCZDI SHEET 1 �F 5 alb VATER-REDUCIBLE WHITE PRIMER V17H A DRY FILM THICKNESS OF U TO 1.2 MIL. Ixwo Iiil[7 $NI" N^X - 1 14 9/16- GLAZING DETAIL 112' ! GLASS BITE I� INTERIOR . INSWING �1 MAX OTHER CONFIGURATIONS 111 1.<' [IXX. uz• A"WWWAS CWAYIMS %,NyH THE SOUr" R�aWDW CODE v,OFFICE z y 1-ID29-EV-1 M1 2 OF 6 ["MK14 C 1/4' SHIM MAX r 3/4' SO 11/16` MAX INTERIOR 79 5/16' MAX SECTIDN B-B 2 BY WOOD BUCK I EXTERIOR MAILRIALS LIST 11EM ND DESCRIPIIQN IO 2O Ij— WDOD HEAD JAMB CDNPRESSION VEATHERSTRIP UMINUM ASTRAGALUMINUM-BUMPER IHIRE SHII.D 1 1/4' L TDP LDCK PREP FILLER PLATE 4'x4' HINGE VDDD HINGE JAMB 110 x 3/4' f1l.V.S. I1D X 2' FxV.S V 110 X 3/4' F.H.V.S. 19 18 x 2' FHy.S. LOC1CSEi 110 X 1 3/4' F.H.V.S, VWD SIDELVE JAMB 22' X 64' SINGLE PANEL GLAS SIDELITE TRIM (vODD) 1 1/4 ® Va1D CASING V00D - SIDELITE HEAD JAMB © VODD SIDELITE BASE PDLYPRIIPYLENE LITE FRAME 16 X 1 112' PAN HEAD SCREWS SIDELITE STILES ! PIN NAIL DOW SILICONE #995 APPROVED AS COMPLYNIG my" THE E FLU(. JIJ(( By ,>MSM »CDDE ACPUNCE ND. (—O CE11 r(. 2Y PART NUMBER COMMENTS EV-14 1 1/4' X 4 9/16' Pik. TO BE PINE OR (DUIVALLNT " LEKKSCREEN BRAND LQX5EAL %50 (BR[B47F) V— PREHOOR BRAND OR EQUIVALENT— 5/8'.ALUMINUM ASIRAG EV-15 PREMDIIR BRAND OR EQUIVALENT - 1 IN'. x 4 9/16' EV-08 PREMDUR BRAND - I 11/16' - 20 GA STEEL x 2L (97 'EDT -n --I- 11WI CIIyo l a RI' BASF FOAM - DENSi1Y 2.0 TU 25 IbS./Tt' - EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL EV-09 4' X 9 1/2' NIL TO BE PINE DR EQUIVALENI EV-D, 15/16' X 1 11/16' NTL TO BE PINE OR EQUIVALENT EV-05 15/16' X 1 11/16' NTL. TO BE PINE DR EQUIVALENT EV-10 PREHpHt.BRAND - 050' THICK- MIL. 10 BE PDLYETHYLE V-16 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK ISTEI - 1 1/4' X 4 9/16' MIL. TO BE PINE IN EQUIVALENT (4) SCREWS PER HINGE IN70 MM IB' h—TIEREArTER THERR[[M TER L SCREWSIROJE 1 STRIKE.Lw, INTO Sl,ttltE IV B' DL. .Lw>, p 61 SEREVS THWL" EACH SHELTIE "I tNI0 SIIRITE. 4' (wvR rwm W, WVK 6' DE. THEREAFTER . REFER TO ELEVATION vmv. FQR 1 Or SCREWS USCG AND LDUTIONS (2) SCREWS PER HINGE INTO JAMB (e) SCREWS AT EACH STRIKE PLATE EV- r __ UL-Imi - CUUL T A 5/16 x 1/2' NTL. TO BE PINE C!R EflUIVALEN x 1' HTL. D P [IR DUIV Nl - I HS HK1L0'Nii U !pR 'SIRE 8r SINC .4wW AS 'x1LNWS 1 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT 1 1/4' X 4 9/16' NTL TO BE PINE DR EQUIVALENT '0 -2 HP Polypropylene by ODL B PER FRAME v D14• 15/16' X t 11/16' HTL TO BE PINE OR EQUIVALENT /I' LQIL NaTL, M TROT [NI. WIT 8' pL K&WIER. USE, ON NLLLDr Ni, I LDUI * I'" HIIII, fRAG B L AIYi CYTplSBM II1CS5 hD1E Sld tOBi ►aS B DADS EI1kKTY HIIBIFlCATlDNS JD A DDED PAGE" 5 (DDDR �iiIB4S) M-I-96 R III R1VIiB115 IhII BY PART PREMDOR ENTRY SYSTEMS 1• CIE• III f EfEMIl1 31-1029-EW-I ii III u7Q n SHEET 3 OF 6 Rrvi ante s 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' n INTERIOR 1 79MAX16• 80 I1/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 AMROMASCmnrijvxjm�n* mAcm COOS coj%, wE 1-1029-EW-I SHEET 4 OF 6 R slw t[II[R D OTHER DOOR �oN� I�u�Arlo�;s rr Yrc[ 1 f I 1 PL VLi[( _ IL x s.cwWs o o ' - br uK• et ►wm � W w wC VW V Y• • y „L w nn ``// 1♦ L' cc ",.r. Y�r f...[ v u[• r v�r w ~K [ w rYrW O �Yy W Y pM• � ® _ O V.Cwp 1 1 1 1 1 dW �C O• � K b• nxn ANTIS MISS ark fluL[. KE A16 [II1UM, KISS 1U1[L Sll mn_ Id2 5«117, FL(1111 nv[ JUN BY T DL DRiSiHPR1 -G �% L LryOFF PllliO ACCEUPTAKE NU. 01- 0�31 q.. z f f 1 1 ® u vwo o f•rw. . [ b M [K Ir 1/I• W YL YKYO 1 1 bw�YfK 1 I �� I W I I K V�K rW Li ..xxn P 31-1029-EW-1 SHEET 5 OF 6 ILYINX LMLY I-1Ti ir-n r,r-ir-,r-, u I► L f"K' JJuuK rANL L TYLE S 36' EMAX 79 /16p. as DO p❑ nnn all BOB MAC X �p pp pp DI onDU Dun Un Bann PLAW !OP 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PANEL 4-PANEL OTHER SIDELITE STYLES 36" -I r- MAX r 793 16" M X SL-18 SL-20 SL-30 r• SL-60 SL-50 ' SL-SOB SL-69n SL-69B C7 D na as pa oa aQ ��. QQ pp pp PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PB-7 PD-8 00 00 oa o 10i do do H Q� 00 DQ �e � arJ D❑ oo �' FLUSH R-PANEL CRDSSDL" 12-PANEL 4-PALL D O EYEBROV 5-PANEL 5-PANEL 5-PANEL 5-PAWL V/SCV/SCROLL EYEDRDV EYEBRDv a p SL-69C SL-25 SL-55 SL-30D SL-4D SL-9DA SL-901 aD �D DD Da aD PD-9 PD-1D PO-11 Pp-12 PO-13 PD-14 11 m if H ! f 'j lil 111 -► 1 1 iu fl I! ISO, Ii A el8 -� • D0 . , iii Ili 111 SL-90C SL-309 SL-30C SL-70 SL-sp QD na oa PD-15 PD-16 PD-17 Fx F 8N S � col of IN$ PD-31 PO-32 PO-33 PD-34 $ o a e . MIA M I•DADE •NUANII-DADS COUNTY, FL0R7DA METRO -DARE FLAGLER SUILDI,`'G PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr-erltdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of BUILDING CODE CONIPLIANCE OFFICE M177110-DAI)r FLAGLER DUILDING 140IVIiS'f ri.Acim:R S'll HIN', SUN-H IGU; MIAM1, FLOlUDA .i 3130-I563 (305) .,75-29u 1 FAX (305) 375-2908 c U� r1t,\c-rou I -WE SING EC71ON (30)373.2527 P:AN(305)37t.:ssti C:U\"I'1L�C"fUlt I:\F'C)iZC:li�11: (3U5)175-2'JGG 1,L\ (.1U5)375-29U8 I'ltO UM* C:U\ 11MI. UI"•ISII)N (305) 375.2902 VAN (305) 372-63.17 Entcrgy 6-8 S-W/E Outswing Opaque Single W/sidclites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (QCCO) under the; conditions specified herein. This NOA shall not be valid af3er the expiration, date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. if this product or material fails to perform in the approved manner, BCCO. may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 0.1/02/2006 Raul Konnguez Chicf Product Control Division TI•IISJSTHE COVERSIiEET SEE .U, PAGES FOIZ SPECIFICAND GENERAL CONDITIONS BUILDING CODES PRODUCT REVIEW CO1,11ITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and. Product Review Committee to be used in )Miami -Dade County, Florida under the conditions set Forth above. Francisco J. Quintana, R.A. Director I�II;1111I-Dadt; COUntV :APPROVED: OG%OS/200I Building Code Compliance Of'Iicc \�-0450001\pc2000\\templates\noUce acceptance cover page.dot Internet mail address; Itotitmxstcrri�bui)din�cotJcnrtlinc.cumEM Ifuntclta;c: lttllt://t\t1ti\',buillli Premdor Entry Systems ACCEPTANCE No.: .01-0314.Z I APPROVED JUN 0 5 EXPIRES : Aril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of Acccptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dodd County, for the locations where the pressure requirements, as detcrriiined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in tlic approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residential. Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames xvith Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. Thcsc documents shall hereinafter be rcfcrrcd to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as sho�Nm in approved drawings. 4. INSTALLATION -4.I The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation oCthis unit will not re uire a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by topics of the following: 6.1. I This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Accept ancc, clearly marked, to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel �ontrol erez, P.E. Product Con roI •xamincr Product Division Premdor Entry Svstcros ACCEPTANCE No.: 01-0314:21 APPROVED JUN o 5 EXPIRES r)ril02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITIONS 1. Renewal of this.Acceptanee (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2 Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of'this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) and granted by this Office. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performancc of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Irony portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The cnginecr needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc ntrol Division 3' 4' MAX T 15' MA) O.C. 15' MAX OTC. 15' IMAX D.C. A 15MAX D.C. 15' MAX rKLM1JUK (LN 1 E-KC.I Y EHAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) Oo' Max 4' MAX MAX 4' MAX MAX 3' MAX 3' MAX ._ !s r 3' MAX 14• 3' MAX -MAX 'E' MAX 4' MI !2' x 64' MAX. DLO is, � �•` KvIXECY OEADDOLT- IX �• NDOCL iso sERlea •� DR NAKLm DEADIDL r MDDCL 010' rs 1/2' 1 MODEL D DR NARLODI mono Io0 Is• JI 1'1RA MAX 43 11/16' TOP OF DOOR TO 4 Of I = I (SE NOTE 15) LES A BO Il/16' MAX 6' AX Is' Is, 1 14• IA' !s' MAX MAX MAX MAX N ,� r 7MAX 4' MAX J' MAX 3' MAX MAX Notts' 3' MAX > VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX MAX 4' MAX 'ROPERLY TO TRANSFER LOADS TO THE STRUCTURE B x 1! 3/4' F.H.W.S ) THE PRECEDING DRAVINGS ARE INTENDED TO 3) PER SIDE FROM UALIFY THE FOLLOVING INSTALLATIONS. JAMB INTO THRESHOLD VOOD FRAME CONSTRUCTION VHERE Dt%lR +- YSTEM IS ANCHORED TO A HINIMLRi rm BY VOOD �J PEN)NG . MASIDTRY OR CONCRETE CONSTRUCTION WERE RR OUTSVING LA OUTSVING DOR SYSTEM IS ANCHORED TO A HINT" TWO BY TRUCTURAL WOOD RICK, MASONRY OR CONCRETE CONSmUCT•ION vNEREDEM )OR SYS TqTEM IS t ANCHORED DIRECTLY TO CONCRETE yAICR RIF IRATIQI VK fN Di 1RAfI0B ? MAjORRAY BUMC OR VITHOUT A NON-STRUCTURAL NI IS OED RCWI [KLM IS HCCOCD K. ALL ANCHORING SCREVS TO BE 110 VITH NIMUM 1 1/V EMBEDMENT INTO VOOD SUBSTRATE 11 APPRnvFn X 'MASONRY. PFH TAPCONS "VITH 11/c" MINIMUM EMBEDMENT TO MAt INIIS IHALL BE IRYIALLED ONLY At LOCATIONS PROJECTED BY A CAVy OR UNIT MUST BE IN37ALLED VITH 'MIAMI-DADS COUNTY IDCSIL& SLR�IMF TITMR C A E VEIVUN IMENEV.EII IS CAVP41Y ISM OVERIv,IA; PROV1HRELDSTAPLES PER SIDE JAMB INTO HEADER ON SIDELITES MON'HABIIABLEE AREAS VICRE IIE UNIT AND IHC AREA ARE DESIGNED' ID M DOOR. THREE STAPLES PER ,IAMB INTO BASE ON SIDELITES. ACMPT VATER INFILTRATION LATEX SEALANT 70 -RE APPLIED AT SIDE BY SIDE HBS AND SIDELIrEi. OODR/SIDELITE WADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE t RNERS ARE COPED AND BUTT J0INE0 DOORS SMALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST RSITIVE PRIMER PAINT VITH A DRY FILM THICKNESS Or DA ID 1.2 NIL. FRAIQS SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ N Y lER-RCDUCIBLE VHITC PRIMER VITH A DRY FILM THICKNESS OF BB TO 12 MIL. L APPAOVED AS COMULYING W I I i InE STH F«Rta.1 BUIM I: CGv3 BY! Y . J PAOCR) T MOL CIS95 BLOLiIWO CGDE C0Ll,: A GFii.'< ACCEPTAtICB NO.OI - 0 J iY. 2 r y SWING OTHER CONFIGURATIONS GLAZING DETaiI D U T EXTERIOR ORAOE LATEX CAULK fig, 68 7X+ MAX � EXTERIOR I _ _ IHTERIER . ! APPM-Co As cou tTRG %• , THE 112' sovrH , JLASS BITE BY tEiPEREY QASS PR 7lalirRoi OPMM - Bom Co0.s sump w$m f L tlTRlot ACCSPThHCE Ho. a l- a 3 v. L T rH 1-•1020-EW-0 SHEET 2 I>r 6 - cmelwlol � 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B O VOOD READ JAMB 11-h, NUMULK COWNIS �— O COMPRESSION WEATHERSTRIP IV-12 i 1/4' X 4 9/16' MIL. 19 BE PINE OR EQUIVALENT 1 1/4' 3O 4 WOOD STRIKE JANB I W. 14 v- 1ULKSCRiN X 11/4' X 4 9/16' HIL TO BE PINE ALUN[NUH-BUMPER THRESMULD EV-13 OR EQUIVALENT PRENDOR BRAND UR EDUIVALENT - 1 1/4' 6 flip CHANNELEW-05 x 4 9/I6• PRENpOR BRAND - 1 II/16' 6 T 26 (AU , - 20 GA STEEL -Aw 7 F BASF FOAR - l4Ftt I;i tR9x f DENSITY 2.0 10 25 IbsJCt' 9 BOTTOM CHANNEL V EV-04 PREMDIIR BRAND - 111/16' - 20 GQ STECI EV-08 4' X 9 1/2• Nil rn or am ... INTERIOR 4'x4' HINGE VUUD HW JAMB 110 x 3/4' FJLVS. ft0 X 2' F.H.VS. Tv . vn afu �• era t vnIIIRTt t , SIDEUTE V[lOD STILE 18 xZ FJLV.S. LITCKSET 110 x 1 3/4- FHW S VUUD SIDELITE JAMB 22 x 64• StNGLE PAKL GLAS SIOELITE TRIM (WOOD) WOOD CASING VOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE I. POLYPROPYLENE LITE FRW 16 X 11/2` �EA]�Rj� PINNAIL DOW SILICONE #995 �+� ✓Ascarglmcranrr.>£ sartxnq� P Br Pa p 911 MXEPUVICE Fn 0I -03 / Jm- THICK- HIL TO BE PULTETHYLEI v-15 HALER BRAND HINGE OR EDUIVALE:NT - Q97 THICK <STEE 1 I/4' X 4 9/16' NIL TO BE PIN€ QR EQUIVALENI Tq SCREVS PER FLANGE INTEr DOOR aC. TKREAFIER IP xax FS' SCREVS TTfFapr EAE14 SluMITC Taxi fFta SIIELIIE 4' f1TVx rF[Qt REFER TO ELEVAIM VIEv, - { SUNS USCI AND LOWIMS EV-e7 15116' X 1 11/16' HTL. TO BE PK OR, `EDU (2)..SCRCVS Ar EACH STRIKE PLATlVALENt KI..IKSET BKAWD10 200 L I BRAN 100 LOCK aL T14M 1AM fTR) itlELttE taxi Ir aFxnr flQl q w4 T Slam .taxf Urfa SISMIIE .Fans, 4- mm rRm 1 41 SCUMVS IilRa rEN RM Mill MW Jtxf V-IB 1 V4•"X 4 9/t6- HIL TO BE PINE OR EQUIVALENT V-t9 AS5 lx. - -t 4 - c 0.- V-20 5/16 x 1/2• HTL. TO BE PI V-2l ;pq n sraE ifs, ►a°a'xl _ IExs EQUIVALENT V-22 } 1/4' X 4 9/16' HIL TO PINE OR EQUIVALENT V-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 1643, UOL-2 IIP Polypropylene by UDL 8 PER FRN4E 10 f 14 t Aft R 4' Uf(fi MIT, 4• IN "aERf, Mi jrUL II(IKtER, IfTE1 al KLl1)4 AAf III 1-1020-EW-0 SHEET � OF 6 IEVISBN LEIILTI 8 1/4' SHIM MAX �TERIOR I 79M "' 80 ll/16' I MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 A"r,ovm... C�aRLaw %MM 1HE SOUiH FLIn��MS'.�'QPE _ �j 4• - , 1 ILIA -.uULJI\ l�L1INI IUUNH I IUJ�J _,• h4x ECAJT:I R11'1'[p_ EA, .1U71 . wax b� Piv ROL owam 911 btMflM Co- COtP,y�� OFF PU .4'CfPTA7lCE 6' X 31-1020-EW-o SHEET 5 OF 6 ilvas ([11ii u I HLK SHK HANEL STYES j 36° MAX /16" AC X ao Y00D00 10 Rd -al M0a 00 fr0o Q o BLANK its Q[a"a'o 4-PANEL fi-PANEL 4-PANEL ad 5 �PQQ QdQp E /l 10-PANEL IB-PgryE1 FLUSH 8-PANEL CROSSBUCK {2-PANEL Ell NEL 5-PANEL" SP� L CaIA ❑d LSOL 5PEOTHER SIDEEITE STYLES V,SCtiQL CTEDROV 30" [—MAX 79 /16" SL-10 SL-20 SL-30 SL-60 SL-50 SL-301 SL-69A SL-691 SL-69C S1-25 SL-55 SL-300 SL-40 SL-90A _ SL-901 SL-90C SL-398 SL-30C SL-70 SL-00 oa oan n oa GG g ga o0 Lao PO 2 Pp-3 PD-4 t7 EJ p D n d 0 PD-6 PD-7 PO-D 4 Q ❑ ❑ ❑ PO-9 O-10 as PD-5 PPO-{l PO-12 PD-13 PO-14 PO-15 PO-16 PO-17 �.: PB-18 PO-19 PO-20 PO-21 r!imPD 22 Pp 27PO-24 P0-25 PO-26 PO-27 PO-28 PO-29 PD-3p PO 71 P8 J2PO-J7PO-J4e80 ��Q rorfutLOIL A ��� ��� Q , QI8611& u[AS 101tl SIL m11 10.T �J I�f aoa aoo o QaLEI ulaEg- ❑ ❑ ❑ ❑ ��[] Q q ❑ q 0 , 11 ri +PREHppR � (pfIONS PO-7 , 5 PD 36 PO-37 , PO-38 PO-39 PO-40 PO-41 PO-42 SIC „. N Y YST M 3i-10�0-EW-0 PO-47 PO-43A PD-438 VIIISA& ►S u7w SHEET 6 OF 6 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLINGTON 4BDR Builder: MARONDA HOMES Address: I t O Do m i1 tO n Gt• Permitting Office: City, State: ,Ctn FL- Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 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 (It') 1875 ft' c. N/A _ 7. Glass area & type -- - a. Clear - single pane 196.0 it' _ 13. Heating systems b. Clear - double pane 0.0 it, a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tintlother SHGC - single pane 0.0 fe HSPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 ft= b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation RA.0, 198.0(p) ft _ c. N/A _ b. N/A - _ c. N/A 14. Ilot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.2, 1132.0 R' _ EF: 0.93 _ 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 ft' _ 15. 11VAC credits PT, _ b. N/A _ (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 R M7.-C-Multizone cooling, b. N/A MZ-II-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 Review of the plans and by this calculation are ' compliance with the F onda specifications covered by this Energy Code. n calculation indicates compliance PREPARED B. • V with the Florida Energy Code. AZZ4YALBefore construction is completed DATE: APR 3 0 2003 this building will be inspected for I hereby certify that this b ilding, as designed, is 'n compliance with Section 553.908 com liance with the F rida n C d Florida Statutes. p ergy o e. OWNER/AGENT: BUILDING OFFICIAL: -cog 44 DATE: APR 3 0 2003 DATE: EnergyGaugee (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 = Points Overhang Floor Area Type/SC 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 52.82 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 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 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 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 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) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 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(OFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 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) 38097.4 1.000 (1.087 x 1.150 x 1.00) 0.310 0.950 14025.2 35736.6 0.4266 15245.2 38097.4 1.00 1.250 0.310 0.950 14025.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #. BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC 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 1&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 196.0(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 Base 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 EnergyGaugeV DCA Form 60OA-2001 EnergyGauge0D/FlaRES'2001 FLRCPE3 v321 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) 8159.4 1.000 (1.078 x 1.160 x 1.00) 0.474 0.950 4594.7 5165.4 0.6274 3240.7 8159.4 1.00 1.250 0.474 0.950 4594.7 EnergyGaugelm DCA Form 60OA-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.E 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 1 14025 4595 9705 28325 PASS yG4'CIiE STA7� c EnergyGaugeTm DCA Form 60OA-2001 E nergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq ft�window area; .5 cfm/sq.ft. door area. _ Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 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 thec!rimeter, penetrations and seams. Ceilings 606A.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; j attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. — Recessed Lighting Fixtures 606. 1.ABC. 1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses — 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 780. Shower heads 612.1 Water flow must be restricted to no more than 2.5�allons r 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 crate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3 d1 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 _ 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 (W) 1875 fe c. N/A 7. Glass area & type _ a. Clear - single pane 196.0 fe _ 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft2 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. NIA _ c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int hisul, Exterior R- 4.2, 1132.0 ft' _ 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. Ceiliug types _ DIIP-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. AII: Garage Sup. R=6.0, 150.0 It _ RB-Attic radiant barrier, b. N/A M7,-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:Da1e: APR 3 0 2003 Address of New Home: City/FL Zip: Cap: 40.5 kBiu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr HSPF:7.20 _ Cap: 50.0 gallons _ EF: 0.93 _ 2opivti *NOTE. The home's estimated energy pe rformance score is only available through the FLARES computer program. This is not a Building Energy Rating. I/';your score is 80 or greater (or 86 for a US F,P., UDOE EnergyStarrMdesignation), your home may qualify for energy eff .(,4eney mortgage (EEM) incentives if',you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Holline at 3211638-1492 or see the Energy Gauge web site o t wvvw.fsec.ucf edu for- information and a list of certified Rat, rs. For information about Florida's Energy hffaci, wey Code For Building Construction, contact the Department of Communi. v Affairs at 8501487-1824. EnergyGauge*J (Version: FLRCPB v3.21) , PLOT PLAN for: MARONI7A HOMES. INC. 1-n e i f DESCRIPTION: LOT 33, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 NT^u 76 PUBLIC RECORDS of SEMINOLE cvuNTr FLOR►oA O' S' la 20' DOGWOOD DRIVE GRAPt1IC SCALE 589049' 1 1 "W 79.59' SCALE P- 20 ,5'I,.E. FCOOFT B'�' ATION — — — — — — MUST BE 16" ABOVE CROWN OF ADJAC ROAD UNLESS OTHERWIS. E APPROVED I s0.o' BETE PATIO b 29.8T I •• � ►• 10.00, Cn LOT 32 LOT 34 it 40.0a cm ice, , , W /N I MODEL: AR INGTON ' g v I 4 (4-2) BLOCK o ��LEVATION . 0 nDE 06 E: • AWICO000NHTE PATIO 0 c1 i O I 23.00' I s' I6 R — 50.00' 0—2&3G'30" I CON ' ' elk° a pys ARC-24.9T Ch. —24.7 P CH.BRG.- I , 561'5243'E I O� 69 F.H.A. PLOT PLAN �av ` �O v�Jp� P - DENOTES PROPOSED ELEVATION INN 6'c PER ENGINEERING PLANS. l E - DENOTES EXISTING ELEVAAON PER ENGINEERING PLANS. BUILDING SETBACKS Go FRONT: 25' F'96.0 REAR: 20' 1 SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60' DOMINION cp LOT JJ CONTAINS COURT 1p, 9.971 SQUARE FEET/0.229 ACRES +/- FLOOD CERnnCAnON NOTES BASED ON THE FEDERAL EMERGENCY 1, BEARINGS ARE BASED ON THE CENTERLINE OF MANAGEMENT AGENCY FLOOD INSURANCE DOMINION COURT BEING N22VO'37'W RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOW SHOWN HEREON DOLES NOT LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT. RADIUS POINT Q yN THIS STRUCTURE LIES IN ZONE " X 3. BUILDING TIES ARE TO FOUNOA17ON. \ COMMUNITY PANEL NO. 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED EFFECRVE DATE: APR►L 17, 1995. IN THE FIELD. MAP REVISION DATE: THIS IS NOT A SURVEY. (SUBJECT To CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVA ',)NS OR GUARANTEES AS l0 THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER Am i'TERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS, SUCH INFORMATION SHOULD BE OBTAINED AN) CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICA110N, ASBREaA nONS/LEGEND: NO -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENT F,E.-FENCE EASEMENT R.-=SS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R,C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT �ARj CHORDP.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,C.C,-POINT OF COMPOUND CURVATURE U.E,-UTILITY EASEMENT -ARC LENGTH L.B.-LICENSED BUSINESS CH,BRG- ORD BEARING S,&U.E.-S?DEWALK UTILITY EASEMENT O.U,ltSE.-DRAINAGE, UTILj CENTERLINE A/C -AIR CONDITIONER PAD pOEITACENIRAL ANCtE) D.rkU,E.-URAINACE UTILITY EASEMENT SIDEWALK EASEVATH THE `CAW T bf7LLE.CHIPCRO*NC0t33.OWG W.0.2003-3998 THIS SURVEY NOT VAUID UIitE55 EMBOSSED REVISION 7'A' VONE INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD(- LONGW000, FLORIDA 32750-5499 � A FLORIDA L � SLED Sl1RVDEYOR��D MAPPER OOMINICK F. CAVOr iE_L.-r—PRESIDENT DATE DRANK