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Home My WebLink About123 Pinefield Dr 03-2474 SFRr''ERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION At 0. V &A=1 PERMIT ' 41 DATE OOB PERMIT DESCRIPTION `lx i(_, PERMIT VALUATION ` O6 UR% SQUARE FOOTAGE S;2s d H m 0 � ��Kl�TY U." ��LHlHUL[ �w ST�TE%ENT XUMBER 103-75567 Dy�E: D\}ILDING P[RMITld"m- CITY) Co].{TY UWIT AD�RESS: __________________________________��--.�.--'�-�. T[<A;l,I[� Z(N[: .___ JURl�DICTION: �� (�1TY-U;.-��AN[lJi�D-_-_-_---. DPARCEL: SiD)DI'/IilJ : PLAT E[D%: :^'�� -''--------------�--�� ' ^'~ ~~~'` ' ^^^ ^�v-,�^*^ ~^^~'^^ ----- ^'''^ OWH[N KAM[c � uara. AD��ESS: ��J�_�[�� y2~�� _��._��_ _�� | AT)}) S: [A7E[CRY: 001 - 8ing1e Family Detached Hcuse TYP[ U( Rexidential WOR: < DE1-::CRIP7ION: Single Family Pcuse: Dotochcd - CuosLructiml FEE �B��FIT RATE FEE UNlT RATE PER IN 19: TYPE TOTAL DU[ TYPE DIST SCHEDJLE DESC. UAIT O� TYPE I -------------------------------------------------------.------------'--_.-__-' kUADS '(�ITTER IALS [O-WIDE O dwl unit $ 705.00 1 $ 7 5.�0 |�UADC -COLLECTORS NCRTH O dwl on -it $ 142.00 1 * 142.00 LIDRARY CO -WIDE O �C|<COLS CO-WID I X- O 13TAT[ME1Y HAV([> dwl unit $ 54.0O 1 $ 51.0O dwl unit $1,384.00 0() ANOUXT DU[ $ 2,2G5.00 HOTE TO RECEIVING SIENATORY/f".PPLICANT: FAILURE TO K(:TIFY OWU8R AH) [NSi8�� TIM[LY PAYMENT MAY RESULT IN YOUR LIABILlTY FOR TH� FEE. dI3TRIBUTION: 1-[[UNTY 13-CITY 2''M|'iLICANT TL1D)NTY P[kSU�� ARE ADVI3ED THAT THIS IS A | AR[ DUE.- AND PAYABLE PRIOR TO OF" A BUILDIKG P|�RMIT. PO/�UN� AY� ALSO ADVISE0 THAT WAY RIGHTS O-r TH� APPLICAITT, OA OWl[R, 7O N,�E�L THE CALCULATIONS OF TPE ROAD, LIBRARY SY37EM AND/OR [Dt)ChTIONAL (SCHOO-) IMPACT FEES MUST BE EkERCISED BY FI|IHG A W�ITT[N REOUEST WITHIN 45 CALEA-XI AR DAYS OF TPE RECEIVIHG SIGNATURC DATE ADOVE, BUT NOT LATER CEKTIFICATE OCCI Y OR OCCUP/\KCY. THE REQ1.2EST FOR REVIEW MUST NE ET THE REOUIREMENT�� O|� TUE COUNTY |.AND DEVELOP1EN7 CODE. COPIES OF THE RU�ES GOVEHqING APPE��S I'AY �E PICKED i�P, Cl---. RECUES7ED, FRDM 7KE PLAN I�PLEINENTATIOU OF|IC[: �1(,1 Lh�T FIRST [�TREET, SA��ORD, FLO�IDA 32771; (4��) 645-74��. a �AY7�NT �[CULD BE �ADE TO: CITY �F 2N<FURD ` DUILDIHG D[[`AK[M[NT 30� HURll| PARK hV[HUE |`hYK[�1T [4E BY CKECK �R ;V!C[T ORDER, O.HD T||[ C[hT[K[NT NJMBER AX0 ClTY B;JILDING PERMIT AT TH[ TOP LE|�T OF lUi� KOTICE. �*�T{<lC STATFMENT IS VALID 01LY IN COXJUXCTION WITH IS5UANCE W* FAMILY 1AUI1 DI��G PERMIT*<��<x�'>':('>`%|`�!:t".�,:."�'.(:"",( Permit # :C) ":S— J (4 CITY OF SANFORD PERMIT APPLICATION Date: July 14, 2003 Job Address: 123 Pinefteld Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,698.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-1150 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engincer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will he 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/ 14/03 Signature of O ner/ nt Date Russell Keith Summers PrintQyner/Agent's Name -State of Florida Date DEBBIE TIME My Comm Exp. Y/5/05 No. CC 999378 �P—alry KJ~ I I otna I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID 7/14/03 Signature ofC ttract gent Date Russell Keith Summers zzl�/14/03 _ Signature of Notary -State of Florida Date or r� DEBBIE TIME NOrARY o My Comm Exp. 2/5/05 PUBuc r No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: 1 1"' 7 —OZoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: JDV�D^ ` l ' •~mil 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 Address of Job: Electrical Contractor: PINEFIELD DRIVE Lot:115 Panel: 2 DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 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: s,q� By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. AppkEa ignature 0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 123 PINEFIELD DRIVE Lot:115 Panel: 2 Mechanical Contractor: GARY CARMACK Residential ----- ____ Non -Residential CAC043900 State License Number 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: 123 PINEFIELD DRIVE Lot: 115 Panel: 2 WILLIAM T. SELF Plumbing Contractor: ------- — -------------- _---- _____ Residential: _-V-/-- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00_ New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Pi in Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's S' nature CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALOEI I101 NORTH KF_I_I_ER ROAD, SUITE F • ORIANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA px 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 Lot 115, 123 PINEFIELD DRIVE at Celery Lakes. RUSSELL KVTH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 14TH day of JULY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. E01& Rai . p. Z5/05NOTARY PUBLIC C 9993 78 I I Olha I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc I[IN IIII10111UIN1111111111111111111Y11111111111111a MARYANNE MIORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY EIK 04856 PG 1564 CLERKIS # 2003097464 RECORDED 96/09/2093 02i21t02 PM RECORDING FEES 6.09 RECORDED BY L McKinley NOTICE OF CO1V AUNCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided In this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 115 123 PINEFIELD DRIVE : Subdivision: CELERY -LAKES 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 Or FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 1101 North Keller Road Suite F. Orlando FL 3f8IVED C4F4 (Name and address) MARYANNE MORSE SURETY (Bonding Company) CLERK OF CIRCUIT COU(tl Name and Address Amount of Bond RK LENDER . JUN 0.9 Name and address Bank of America NA 750 S. Orlando Ave. #102 Wlnter 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. In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) RUSSELL K MERS Maronda -Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public roc s�o DEBBIE TIME 9 OTARY O My Comm Exp. ?/5105 r+ vueuc No. CC 999378 Pvwwly Known 110uw I.O. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 115 Subdivision: CELERY LAKES Property Address: 123 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. rx-1 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). ❑X 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. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 389 S.F. Porch(s)/Entry(s) 11 S.F. Patio(s) S.F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 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. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, July 14, 2003 SIGNATURE: By Owner or Authorized Agent) .`, PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 115, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. I 25' j 114 N N 8938 17 E 120.00 I 5 DRAINAGE ESM T 5.00' z Oi—'---------- — ---------- O ' v O fV o j p TO 00 O I �yA N C 1 V IJ -°°' 3 c o 0 115 W II p N rn 1 000 113 Ocn 01 1 0 _ O L__—_____ 8 00' 42.00' 00 5.00' 5' DRAINAGE ESM'T N 89'38'17" E 120.00' ' 116 j ! = TRACT "8" j SCALE: 1 =30 PLANS REVIEWED . CITY OF SANFORD SURVEY NOTES: 1) The street address of the above -described property is PINEFLELD DRIVE. 2) The above -described property lies in a Flood Zone X SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 42?.027 of the Florida Statutes. REVISIONS: '.1 � CERTIFIED CORRECT T0: PROJECT NO: R. BLAIR KATNER -P.L.S. N10. 3382 Post Office Sax 112.3. Sanford, Fl.• 3M243823 1407) 322-2000 SURVEY DATE: p CERTIFICATE bF OCCUPANCY / COMPLETION This is to certify that the building located at 123 PINEFIELD DR for which permit 03-00002474 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Buil ing^Off'cia1 r• r to the issuance of said building permit, to wit as complies with all the building, plumbing, el ctrical, oning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVatN DATE BUILDING: FIRE: Finaled -03 Inspected ZONING: Inspected UTILITIES: Water ewer Lines In ,a a3 a3 M.��, ,�c�. �� Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: l Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE AMOUNT 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 Yes No APPROVAL PAGE: 7 CERTIFICATE'OF OCCUPANCY / COMPLETION This is to certify that the building located at 123 PINEFIELD DR for which permit 03-00002474 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as 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 O1-POLICE IMPACT - RESID 8/12/03 91.93 O1-RADON GAS TAX FEE 8/12/03 16.09 O1-ROAD IMPACT -FEES 8/12/03 847.00 O1-RECOVERY FD/CERT. PGM. 8/12/03 16.09 O1-SCHOOL IMPACT FEE 8/12/03 1384.00 WD IMPACT:SINGLE FAMILY 8/12/03 650.00 SD IMPACT:SINGLE FAMILY 8/12/03 1700.00 OWNER BUILD OFFICIAL DATE CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE ADDRESS I 3 �ii4r-9�_p CONTRACTOR 5V THE BUILDING. DEPARTMENT HAS PREPARED A C.OF O.. FOR • THE ABOVE LOCATION AND -THE INITIAL INSPECTION WAS DENIED DUE :0..UTILITY RELATED ITEMS. THE CONTRACTOR IS RLEQUESTING A. REINSPECTION OF'RELATED ITEMS AND IS NOVijl ;S FOLLOWS. INSPECTOR v41 ��:.�Z . y.. ..,�• .� � �� `'r��`��''cYr':_ ''' 4rk rs-'�.'ti:,:./..^.G'�......� �, N, CERTIFCATE OF OCCUPANa d REQUEST FOR FINAL INSPECTION, in V 1 W **** SINGLE FAMILY RESIDENCE** J" a a DATE: I 1 PERMIT #: �c)3- ADDRESS: \ 33 CONTRACTOR: PHONE #: y(j1- Ln J 1 1 I 1 I I 1 I 1 1 1 1 1 I 1 I 1 I I 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 I I 1 I 1 I 1 1 1 1 I I 1 I 1 1 I N 1 1 OI v I �o.'m C C _a _a a Z-aCL C'v a W > .—g 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. OEngineering LiPublic Works tilities ,/ //', CONDITIONS: (TO BE COM 0 Fire 02 oning c� Licensing c\ 1 f,, Y IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: a -1 LA ADDRESS: CONTRACTOR: PHONE #: y(j1- Ln J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. sw�T ngineering 0Public Works O Utilities ❑ Fire OZoning n� k OLicensing _ (-\ � 14, CONDITIONS: I(TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) N 0 • House L M&V ve. CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: .., PERMIT #: 03- a��1 ' r � ADDRESS: \ a--b CONTRACTOR: PHONE #: yd1- yr) J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering u— blic Wor MM O Utilities OFire OZoning k OLicensing _ 11 � R CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w u A I T N E R S U R V E Y I N G 1 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:123 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 • (407) 322-2000 r FEDERAL EMERGENCY MANAGEMENT AGENCY a NATIONAi FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 200! ftoftt.Read the instructions on pages 1.1. . _ SECTION A•PROPERTY OWNER INFORMATION_. _ `. ?:F«tsua,o_ecarpery,usay _, w1uJil.v Vllrl\r�J Iw IV-. MARONDA HOMES BUILDING STREET ADDRESS (kxAidng Apt, Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 123 PINERELD DRIVE I .. - - CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 115, CELERY LAKES PHASE 1 PLAT BOOK 62 PAGES 75 and 76 BUILDING USE (e.g., Residen(al, Non-residential, Addition, Aocessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATTIUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Ej GPS (Type): ( #f - #9 - #r#.#1l' or ##.#####) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION , B1. NFP COMAMITY NAME 8 COMMUNITY NUMBER B2 COUNTY NAME 133. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA 64. MAP AND PANG 97. FIRM PANEL 89. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX 66. FIRM INDEX DATE ERECTIVEIREVISED DATE 68. FLOOD ZONE(S) (Zane AO, use dWh dbodng) 12117COD65 E APR 1995 APR 1995 X NA BID. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Delermined . ❑ Other(Descrbe} Bt 1. Indicate to elevation datum used for the BITIn B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Desalbek 812 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? • - ❑ Y.es -®No Desgnation Date .SECTION C" BUILDING ELEVATION INFORMATION'(SURVEYREQUIRED) Cl. Building elevations are.based on: ❑ Condmdon Daw'vgs• ❑ Building under Cor>stiud m' ® Finished Ca druction •A new Elevation Carft& will be required when construction of the building is complete. C2 Building Diagram Number 1(Select the buidng diagram most siniar b the building for which this certificate's being completed - see pages 6 and 7. If no diagram aoc rA* represents the flog, provide a d etdn or phobgraph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAS, ARIAI-A30, ARIAH, AR/AO Complete Items C3.-ami below according to the building diagram specified in Item C2 State the datum used. If the datum is dililerent from the datum used for the BFE in Section 8, convert the datum b that used br the BFE Show field measurements and datum conversion calculation. Use the spaoe provided or the Comments area of Section D or Section G, as appropriate, b document the datum conversion. Datum NGVD 29 ConversionlComments Elevation referenos mark used Does the elevation reference marls used appearon the FIRM? ❑ Yes ®No ❑ a) Top of botbm floor (ndudN basement or enclosure) . 21. 16 fL(m) O b) Top of next hgherfloor 30'.16 ft.(m) , O c) Botbm of lowhoest Mntal structural irnernber (V zones only) ❑ d) Attached garage (bp of slab) 20. 66 t(m) E Q e) lowest elevation of mad*xgy xxVor equipment servicing the building (Describe in a Comments area) 20.04m) 8 ❑ Q Lowest adjacent ftished) grade (LAG) 20.4 fL(m) z' ❑ g) Highest adjacent (finished) grade (HAG) 2O. 6 ft.(m) ❑ h) No. of permanent openings (flood vends) within 1 fL above adjaoent grade NA Q ) Total area of all permanent openings (flood vends) In C3.h NA sq. in. (sq. am) SECTION D -SURVEYOR ENGINEER, OR ARCKITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to oertffy elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code. Section 1001. CERTIFIER'S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE / / SANFORD FL 32772 SIGNATURE / �/ / DEC 2003 407�M-2000 IMPORTANT: In these spaces, copy the corresponding infomtabon from Section A. Fa Inaranoe Carperry Use: BUILDING STREET ADDRESS (fndrdrhg Apt. Unrrt Sub, axh Bldg. No.) OR P.O. ROUTE AND 80X N0. PCky Mrrber �. 123 PINERELD DRIVE CRY STATE' • . ZIP CODE CMPffV NAIL Mrrber SANFORD FL . 3Znl SECTION D - SURVEYOR, ENGINEER, ORARCHITECT CERTIRCATION (CONTINUED) Copy both sides of this Elevation Ceufificate for (1) community dkW, (2) insurance agentloorrparry, and (.3) buidkV owner. COMMENTS ❑ Check here if altactrriertts SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A WTHOUT BFE) For Zone AO and Zone A twthout BFE), oon*b Items E1 through E4. If the Elevation Ceffaab is htended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the buldng diagram most similar to the bukft for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch orpfwtograph.) E2 The top of the bottom floor (nduding basement or endosure) of the building is _ fL(m) _h.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use nahural grade, f available). E3. For Building Diagrams 6$ with openings (seepage 4 the ne)d higher floor or elevated floor (elevation b) of the buldig is _ fL(m) _in.(an) above the highest adjaoent grade. Complete term C3.h and C3.i on frontofform. E4. The top of the platform of machinery auditor equipment servicing the building is _ fL(m) _in.(an) ❑ above or ❑ below (died* one) the highest adjacent grade. (Use natural grade, i available). E5. For Zone AO only. If no flood depth number's available, is the top of the bottom floor elevated in a000rdance with the oommuniVs fbodplain management ordnanoe? ❑ Yes ❑ No ❑ Unknown. The local otThcial must oa* this idonnabon in Section G. SECTION F-.PROPEIMOWNER (OR .OWNER'S REPRESENTATIVE) CERTIFICATION The property owneror owrhef s auttartaed representative who completes Sections A B, C (Items C3.h and C3.1iorly), and E for Zone A (without a FEMA4ssued or communk- issued BFE) or Zone AO must sign here. The ddtemerds h Sediars A, a C, and E are coned to ere best ofmy krmkdge. - PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE ' ' TELEPHONE COMMENTS — ❑ Check here if at chinents SECTION G - COMMUNITY INFORMATION (OPTIONAL) The bit cf ial %ft is authaimed by law or ordnance to administer the oommunit/s floodplan management ordinance can oomplete Sections A, B. C (or E), and G of this Elevation Certifi atc. Cam Clete the appficabla iem(s) and sign below. G1. ❑ f ne hs--matbn in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archbot who is auBarimd by state or local law L- berify ele'rdion idormation. Qndbale the souroe and dame of the elevation data in the Comments area below.) GZ ❑ A axnmundy official carpleted Section E for a buidN located in Zone A (without a FEMA-Issued or oommunk-issued BFE) or Zone AO. G3. ❑ The ftikwM information Ohms G4-G9)'s provided foreommunly floodptan management Purposes. G4. PERMIT NUM 3ER I G5. DATE PERMIT ISSUED I M. DATE CERTIFICATE OF COMPLMCDOCCUPANCY ISSUED G7. This permithas been issued fix ❑ New Construction ❑Substantial Improvement _ - -- G8. Elevation of asbuit lowest floor (ndudig basement) of the buidig ls: _ft(m) Datum: G9. NE or(in Zone AO) depth of flooding at the building sfie is _ _ ft(m) Datum: _ LOCAL OFFICIAL'S NAME TTTLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS PLAT OF BOUNDARY SURVEY VA- § for MARONDA HOMES Legal Description LOT 115, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. o C z M Q w U N I 25' I ' 114 I I i N N 89*3817 E 120.00 i 5 DRAINAGE ESM T 5.00' z 0 r --------------- IV o i 10.00 ri I 00' 3 co c W III 113 N�o 0 115 m Cn CD - 8.00' 42.00' O� 5.00' 5' DRAINAGE ESM'T 0 j N 89'38'17" E 120.00' I 116 ! TRACT "B" SCALE: 1 "=30' SURVEY NOTES: PLANS REVIEWED 1) The street address of the above -described property is PINEFIELD DRIVE. CITY OF SAN 2) The above -described property lies in a Flood Zone X FOR SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Pti dmn Technical Standards set forth by the Florida Board of Land Surveyors pursuant to .Section 427.027 of the Floridp Statutes. PROJECT NO: Q 3. --- ..,--.. --....a_ r a %" L116—. R. BLAIR KIT'NER - P.L.S. NO. 3382 Post Office Sax U23, Sanfcrd, Fl.• 3277:2-M3 1407) 322-2000 SURVEY DATE: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project NameYB RY • Builder: MARONDA HOMES : Address: Ia3 piny el Or 4 Permitting Office: City, State: SQii Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 2 _ 4. Number of Bedrooms 4 - b. Central Unit SEER: 11.00 _ Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) - 2818 ft2 c. N/A SEER: 11.00 - 7. G lass area & type - a. Clear - single pane 264.0 ft2 _ 13. Heating systems b. Clear - double pane 0.0 ft2 - a. Electric Heat Pump Cap: 35.4 I Btu/hr c. Tintlother SHGC - single pane 0.0 fe _ d. Tint/other SHGC - double pane - 0.0 ft2 b. Electric Heat Pump 14SPF: 7.40 _ Ca p' 28.8 kBtu/hr 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A HSPF: 7.50 - b. Raised Wood, Adjacent _ R=11.0, 400.0112 - c. N/A _ 14. Hot water systems 9. Wall types a. Concrete, Int Insul, Exterior - R=4.2, 1132.0 ft2 a. Electric Resistance Cap: 50.0 gallons _ b. Fume, Wood, Exterior - R=11.0, 1180.0 ft2 b. N/A EF: 0.93 C. Frame, Steel, Adjacent _ R=11.0, 180.0 ft2 - d. N/A _ c. Conservation credits e. N/A _ (I-IR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 ft2 _ 15. HVAC credits pT b. N/A c. N/A _ (CF-Ceiling fan, CV -Cross ventilation, I 11. Ducts ' HF-Wbole house fan, a. Sup: Con. Ret: Con. AH: Interior _ Sup. R=6.0, 150.0 ft _ PT -Programmable Thermostat, MZ-C-Multizone cooling b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASS Total base points: 38106 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are ' compliance with the Florida specifications covered by this Energy Code. r calculation indicates compliance PREPARED B/' 1with the Florida Energy Code. DATE: _ -41 1141 7) - ' Before construction is completed this building will be inspected for I hereby certify that building, as designefl, is in compliance with Section 553.908 compliance with t e to ' a nbeg y.Co e. �! �� Florida Statutes. OWNER/AGE �UILDING OFFICIAL: DATE: --1-11q 03 • I DATE: EnergyGaugeO (Version: FLRCPB 0.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC .18 2818.0 25.78 13076.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BSPM = Points Type Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior Frame, Steel, Adjacent Base Total: 2492.0 4518.8 As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent 17.0 1.60 27.2 Exterior Insulated Exterior 20.0 4.80 96.0 Adjacent Wood Base Total: 37.0 123.2 As -Built Total: CEILING TYPES Area X BSPM = Points Type Under Attic 1576.0 2.13 3356.9 lUnderAttic AS -BUILT Overhang Ornt Len Hgt Area X SPM X SOF = Points E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 14.0 16.0 59.31 1.00 945.0 E 1.0 14.0 10.0 59.31 1.00 590.E E 1.0 6.0 24.0 59.31 0.97 1381.3 S 1.0 14.0 30.0 44.66 0.99 1330.3 W 1.0 16.0 40.0 53.47 1.00 2131.8 W 1.0 12.0 10.0 53.47 1.00 532.3 W 1.0 14.0 24.0 53.47 1.00 1278.4 W 1.0 6.0 30.0 53.47 0.97 1556.4 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 264.0 14350.3 R-Value Area X SPM = Points 4.2 1132.0 1.16 1313.1 11.0 1180.0 1.90 2242.0 11.0 180.0 1.00 180.0 2492.0 3735.1 Area X SPM = Points 20.0 4.80 96.0 17.0 2.40 40.8 37.0 136.8 R-Value Area X SPM X SCM = Points 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.E 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 9 0.0 198,0(p -31.90 -6316.2 Raised 400.0 -3.43 -1372.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Base Total: -7668.4 As-Bullt Total: 598.0 -5596.2 EnergyGauge® DCA Form 60OA-2001 Ener gYGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53732.7 Summer As -Built Points: 57689.2 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) 57689.2 0.551 (1.000x 1.150 x 0.90) 0.310 0.950 10078.9 53732.7 0.4266 22922.4 57689.2 57689.2 0.449 1.00 (1.079x 1.150 x 0.90) 0.310 1.076 0.310 0.950 0.950 8199.8 18278.7 EnergyGaugel DCA Form 60OA-2001 EnergyGaugeGYRaRES'2001 FLRCPIB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2818.0 5.86 2972.4 Single, Clear E ' 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107.4 Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 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 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 AsBullt Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 400.0 -0.20 -80.0 Raised Wood Adjacent 11.0 400.0 1.80 720.0 Base Total: -456.2 1 As -Built Total: 598.0 1215.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 j WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 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) 11261.7 0.551 (1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 7853.8 0.6274 4927.5 11261.7 11261.7 0.449 1.00 (1.068x 1.160x0.92) 0.455 1.103 0.458 0.950 0.950 2410.0 5412.2 EnergyGaugeT"" DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FOFM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22922 4927 10256 38106 18279 5412 9705 33395 pASS 04 TxS S7r ~ rri 'mac �A c7 yI ,• c rG EnergyGaugeTm DCA Form 600A-2001_ EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:/11 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window areas .5 cfm/sq.ft. door area. Exterior 8 Adjacent Wells 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that Is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier Is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses 606. 1.ABC. 1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. COMPONENTS SECTION u d111CD1uC11GC 5. 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 Drovided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 aallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A.2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 2 - _ SEER: 11.00 4. Number of Bedrooms 4 - b. Central Unit _ Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes _ _ SEER 11.00 6. Conditioned floor area (ft) 2818 ft' c. N/A _ 7. Glass area & type - a. Clear - single pane 264.0 W - 13. Heating systems b. Clear - double pane 0.0 fe - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 fe _ _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 f? b. Electric Heat Pump _ Cap: 28.8 kBtu/hr 8. Floor types _ HSPF: 7.50 a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A _ b. Raised Wood, Adjacent R=11.0, 400.Oft c. N/A _ 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft- _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 1180.0 ft- b. N/A _ c. Frame, Steel, Adjacent _ R=11.0, 180.0 ft' - 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, 1680.0 ft- _ 15. H VAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, - c. N/A HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. AH: Interior _ Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) qHE sT in this home before final inspection. Otherwise, a new EPL Display Card will be completed ��04sor based on installed Code mp 'ant fea Builder Signature. Date: - I IA 16 3 n«, ;•. t � Address of New Home: City/FL Zip: *f`I'c O o OD WB'� *NOTE. The home's estimated energy performance score is only available through the .FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAVDOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. -. EnergyGauge® (Version: FLRCPB v3.21) Maronda Systems Page 1 Of 3 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 6CL11501 115 123 PINEFIELD DR ORLN-CEL BBRC4 RIGHT BAYB U RY C & J 4 BAYBURY FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed hi,ildinn Truss ID Run Date Drawing Reviewed Truss ID Run Date I Drawing I Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout //-/3=6/ 4-08-02 Roof Loads - VT 4-11-01 F1 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 F11 2-25-02 A 6-27-02 (/ F2 1-3-02 Al 6-27-02 F21 2-4-02 L/ A2 6-27-02 F23 1-3-02 Total 33.0 psf A3 6-27-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 6-27-02 F31 1-3-02 (/ A5 6-27-02 F33 2-25-02 A6 6-27-02 F4 1-3-02 Floor Loads- B 6-27-02 F5 1-3-02 61 6-27-02 F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf 62 6-27-02 F7 3-14-02 B3 6-27-02 F8 3-14-02 B4 6-27-02 F9 3-14-02 �� H 6-27-02 F91 3-13-02 Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" I 6-27-02 (/ J 6-27-02 J 1 6-27-02 PLANS REVIEW CITY OF SANFC J2 6-27-02 6-27-02 J4 J6 6-27-02 J7 6-27-02 J8 6-27-02 J9 6-27-02 INV # DESC QNTY JUL DATE: 2003 JA 6-27-02 18331 EHUH26 3 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 FLOOR SEAT PLATES 52 ED ,RD 0 co M 40-0 J J J3 9 JI J� J; I \ A5-2PLY THJ26 HANGER A4 / THJ26 RANGE I \ A3 / I \ / A2 \ Al / A Al / A2 / - A3 I / A4 VT50 THJ26 HANGER,,,,HUM28 MANGER / Ag Vrsll I J �J IJ CD20-0 � � � B4 I B4 B3 �91 U B2 VOLUME CEILING B2��B1 Fli ITHJ26 IJ4 HANGER THJ26 HANGERBBRC4 G 0 ' J4I CUSTOMER: I J7 J71 JOB NAME: BAYBURY C & J 4 DRAWN BY: DATE: 5-1-01 IJ= J PITCH: 5/12 O.H.: 12" y BEARING: 3 5" LOADING 33psf —� —� ' � V 124 5-8 2-0 20-0 J U L un 8 2003 4 4 N O V- M 4 40-0 12-4 i -5-8 2-0 20-0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the resoonsibilitvofthe installer(builder building contractor, licensed contractor, •ectororerection contractor) to properly receive unload store handle install and ace metal olate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing Id bracing wood trusses for a particular roof or floor. These recommendations are :sed upon the collective experience of leading technical personnel in the wood CAUTION.' Theauilder.buiidingcontractorAc<msed contractbr, erector o`rerectioFi contractor is ar.vised to obtain and read the entire booklet "Commentary:: and I?ec-bminend2tions for H2ndiing, installing 3X; ura C ing;P"c".aIPIateCoranectedWood Trusses HIE i" ,rs�i7 ter i r uss..Rlatcl Institute. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer orinstaller. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. I CfiI.fTION:'Allterripora.,.y „Dracincshould be no less r; than 2, r? grade rrtarked:Gi.imbe��. Ali connections t ShhLU i �� madegw�lthll►rlr► um of -'iod nails. AH fri,�ces assumeit'2 do cen Wor less. All n !Iiti -alyr, �s tr rsse hot l' l� 1connected 'together, in accor- i .._ ianl-ewth .wits,. dravvirr s ribs to wristar;atian: TRUSS STORAGE CAUTION: Trusses should not be,! unloaded on rough terrain orun- even Surfaces which could cause 7 damage to: the truss. UbpTo-t{�ss^ss,, o pdivrShIOX13�o1 erfi+�zo{�ntra...iflJf s�1holr, �Wal eiekeesste�? bloskng tr eras;; vJ�+beriding and ssmoisirrFePgair'�p°ij��c}`}` �yy h ;rc y p k 'y./+ ..ny39ali'rebY',..5r1 :4JHT xa,SYJf :.n l4- r N i, l 1 i FeGu:.a i} Ali ' 1Jd'o {V -fl,f YllY W'�.''ll� Q�rPaa `� aM Yrxv "CYs`a%r li �'i4' lrrJ'lLt�l ` Y ��`rl�egtns;`FCaTe�Cs�i � Id ex� rc se"yylr'` ni�n'�'r ems' -'5>tu. R, �an,da DotnotnYue rya 1 aai use IA IrN Ciir,. IV' ' l'n l,h 6rlrlau Ai a�xl 5 N� Frame F9 R n, Be 'Y Tag Line Pi. N5.q.0 n,-in' 7, G'A 0' N", D, B", INTERIOFJ'I:q,I . ........ . brace summary's ilk egister'.� Wiffi0ta-14 to Co n 4AO I'Pla �C, V10,60, M 00, .. NY OR fir NG:'BUILDINGEX BRACT -TERIOR] Top Chord Typical vertical — -------- --------- E S7 nd wall I .tt..hm.n( Plan AV 'If r Blocking GBV Ground Brace Verticsis (GBV) Strut (ST) ntal tie member with a (HI) ;Hru— of bra, oup of trusbe (E B) Frame 2 11 12 4 or greater 0, Topcnords that are laterally braced can buckle logetherandcause collapse itthere ,'snodiagc- ria� braci ng. Diagonal bracing should benailed to he underside of the top chord when purling are attached to the lopaide of the top chord.. `RN 'RillWfit 6-f 61 ft TOP. CHORD"Fi� I " 11, Lj BRACE SPACING (DB.s SPANC DIFFERENCE tr usses] russes 'SP/DFSPF/HF ,4 Up to 28' 2.5 7' 17 12 -Over 23-42' 3.0 6' 1 9 6 Over 42' - 60' 3.0 5' Over 60' I See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine -iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral E•ace All lateral braces required lapped at least 2 7_7 trusses. 10' orGreater Attachment Required - 146111R.4-7,9 J, I - ll� 14"All: rml N, Igi vl TOP CHORD DU G UAL BRACE' ACE I M U M ILA 1.�� —SPACING SPA IP CH�i ;11� �":OACI, G( �(bBSJ sses Up to 32' 4/12 81 20 1 15 Over 32'. 481 4/12 6' 1_0 _TF Over 48'- 60' 1 4/12 5' DF- Douglas Fir -Larch SIP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Gre Attachme Required 11 "1 F T::E®= 12 A 61 V rl Top chords that are i aterally braced can bu�kle logetherand c4auss, collapse ifflhere is no diago. nal bracing. Diagonal bracing 0Lould be nailed to the underside of the tiT'P ck`d when purli- 14 are attached 10 the toPoide of the top cnord. SCISSORS TRUSS, Frame 3 "o. Oil: AN Wk Pr/ 32' 4/12 is, 20 I 15 32'- 48' 4/12 15, 10 7 IS'- 604/12 1 15, Over See a registered profel-'s 60' lonal engineer ADE�,-',' o4gas-k.irLarch S66t4e Pin e ine ..... ..... A I, �l & 1A AH late.'al braces I aD') e d at least 2 r u ses Y' -PTO 0 'As fo Y., B o ti 0 in chord ---Cl lag'6h," C n $:qpeuteu' 61 ME I . -Jw, r at each ,endO 11 W:-` )IN Rd, 13 "6� P 6h s p �C j n a as,,rop..!CTor.Cl!j , M-1 # N P. f" ggmg G �1- ;41AV, 'M w v Stlall, Prv-,: P -�,braclhy:46pe6t6d at each end'o -Ahe,�, Up to 32' 30" 1 Over 32'- 48' 42"_ 1 Over 48' - 60' 48" 1 Over 60' See a re DF -.Douglas-Fir A-zi-ch SP - SIDE HF-Hern-Fir SPF SF ?4� H Nil �Y The 1 .4 for canti ever trusses must be placed onvertical webs in,line with -- the support: - 81 �7 5' -d 16 -_ 1 4 Professional en( stability.a u attached To he p c ords that are laterally braced can buckle I " ' ce ;[p'FI1H F.Ifid togetherand cause collapse 1111hare lono diago. aI bra 10 nal bracing. Diagonal bracing should be nailed I : to the underside Of the top chord when purling 4 or. .1 . ch om attached to the topside at the top chord, 2 '11'45(2`VARALLr Q(jSS:T0Q T iib"Ript ............... I I I, . . .... .... . Top chords that are laterally braced can buckle togetherand causecollapse, Hthareisnodiago nalbracing, Diagonal bracing should be nailed to the underside of the top chord when are attached to the topside of the top chord 01, .. . .. ..... lo� 'R."97 Ir{14 -f 2-P lie - M N Continuous Top Chord Lateral Brac Required 10' or Greate Yis Attachment Requireci or Y A Continuous Top Chord Lateral Brace Required .77 7- 10" or Greater Attachment Required NO u M Cc) f"', 'SPAN M 1.4 EFI4 b GUN CE 1AFF11'V"; 0041 ACI 1vP;1 "lli! T Up to 24' 1 3/12 8. 17 12 Over 24'- 42J 3 7' T Over 42'- 541 3 6' 6 4 Over 54' See a re Istered professional engineer .Lir - pougia 6 t-ir-Laren SP - Southern Pine HF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. — Topchordathat arelalerallybra edcanbuckle e c cause , i_� getharand ca collapse Ifth= in n.di.g, 10 ore Diagonal bracing should be mailed nal bi acing. Diagon = to the underside of the top chord when purlina the a are attached to the toPaide Of the top chord. 1V10N0'TFlU,,.- A INSTALLAMN T0LERANCE___:—:)_1_]1 .PLUMB D,(in):* T 12" ±112j 24" 1 2 2' 36" 4" 3' 48" 1a 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3 4" 7' L(in) 12 3 or '\7g,L.1er/ % j, 1,40 Length L(in) 9 13 All lateral braces lapped at least 2 trLlsses. Continuous Top Chord Lateraf Braog Required 10'or Ott Attachrrle Requirec BOW Lesser of L/200 or 21 L(In) 96" a, Truss 1081. 91 Tr' Depth ...... D(In) T ...... .............. �4=jl Lesser of Lesser of L/200 or 2" 1`1150 or 411 4aximum `!44 fisplacement Plumb Line L(in)'' L_i200' 50" 1/4'414,2' 100" 1/2", 8.3' 150" 3/4" 12.5' L(in) L,'200 L(fl) ----------- 200" 1" 11 1 S. 7' 250' 1-1 /4" 20.8' 300' 1-1/2- t2 �,01 OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. A - N.M., Frame 6 axonda, tems KAROM1A SysTEvS 4005 Maronda Way Sanford, FL 3: 771 (407) 321.0064 FQr (407) 321-3315 Date: l0'.l<arch S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valiey Trusses All valley Trusses labeled VT -I thru 100 are covered under the general val➢ey sheet provided lYY 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 L-eneral sheet. If you have acy questions please feel free to call at 407-321-0064. S��ereiv, Toni s Nance, P.E. Date: 31 sfo3 DESIGN Ih11=0RMAT ON Thin dmtsugtt B for an IodMdnal bulhnng { rt and lras been tuscd nn ,Normauor Pdrled by the JIenL llae dalgnv .ilzdatoll ny respooslblN[y fur damages as a tr ult of Sully or Inooll—Aor laformaUon; spcdfloUoos and/a ""g"s h LLshed hr the truss 11 declgner hY and lb. anthe rvtrcctnrss nr aminey Of il, hrf.rlmaDop as R mny rclatc to a s cute "..I and ll—pta .o res pe- erndses rlo r onhoi uwnh rcga.d to raL�mM oq ,ramrmg, stupmcnt wtd p[stallatlan al' lt"'tt5.'Ilk Iln- has been deslgu,sl its an ndlvW rest boradjng rmtrponu,L 4a a—rdancc wl AttSi/1'pl 1-1995 and ffOS"97 in he incorpnratc s part or the buuding dnlgn by a Ru0d,1g _g,D-lgfregblered archll y or professI.nal v'gtncc+l. labor ,r•Icwuf f.r aPpr.ml I%y.the bundtng dccfm,,r. the de{gr, loadings'stmwn must be ebcekerl to be slue that Ibe dal shoal. arc In agr ccmar[ wIW I.hc logl b-ding nx3n• 4 n.l ll.raUc rscnrdz Inr wh,d arsnnw 1maA, Pm3�capoc0hallon, or sp-t.1 appImds. Urdw ahoy i, truss hu .rd hcOeA Iocn U-d d for storage or oczi,pa Icy toads_ T11e deAlgAt assrunn Illy Ill— A by Roil or bottom) are—nthr.- aheliung rmina othm.lce aPcclOcd. 1lTvc bottom droNs h, t. ton, arc not lhtly hraned Ltaally by y aPPDI ceila pmpeAla rigid ceiling. they obauld 1, ,Taint I a mabmmn spa, -tee of i V-m o,� Cnnncr plies aball be edmamtf-chi—1 from 20 g-gn hot dipped gal.anne4 -tell tneerLrg AS1A1 A 6:,3. Grade 40, ®4� othe.rvfse slrowrt, FABRICATION NOTES Prfarinlhlkall n Ihef,lwj_lorahnIImvI_ WE- drawing to _ify uut thb drawing b h, mnlbtmanOc wltb the lh,lralara plan. into slue a —u. Wog eesponamtllty lilt areeh vnl- "Un di,m m clurrcln are to Ire prat In PIa1n ntrnu not heUng or lab,lou,rn. h,shllcd oscr lalothaln fools or dbtnrlai grain. AferOb-i Allan be col for ilgIll nEUng woad In wrest ba tIg. Con_ th. t p6/es s,a0 t.e loco tc.I on b-lh f en of• the -2b with naffs tally hnhcddcd and sban to Ssym. �[tou� Ihe)ufnt mdesa olhcrwbe shown. A P 5- Md. a 4- Iorrg, A 6z8 b 6- Id". B' long. Slnla pLle (Im1�sI 1vn We put. length speeificd. OrruW118 p6 e r u an to w<h tu�lws shall meet of the cath.Ll of the webs lodes oWvabe shown. Connector pLte slzn e odnlmr.n sacs Iwa1 on We farms abounr and mry need to 1-e l.deaacd for arl.in hand- torrb, fW" r erection strnAo, Thu Truss b not cued lumwIW fire rclarrlar,l holnl ber Intl•. othnwlsc shuwr,_ Faraddluo.al Inr rmanan on pr,aluy cnno-ni rcry m ArlslrrT•1 1-less )RI -CAUTIONARY NOTES dl braclog and crcc to raxnmmcnaatlo.s are a be r Du—" h, auatd"-„dW 'llandhng '+h-.dg If Brad.[, IIIB_91- hussn ure in e Irb-IIIIl ;,,,I d pal Ilptlar cue drubtg bartding nd br ndW.g dchvcry and Lutes Bannn to avWd aura ge. TcmpoMY and prnnutent h,achr u holding Irrssc In n acrahuyht and plat., gpns_ Ion a.d for .ublh,g 6tl fnrcn sb.11 be stplcd and t—latiod by others. Careful hand. 19 u ascBUal imd ut Uon bradog is always grtlrcd. trwmal P'aauUnrory *101211 for usses terluhe v dt IrznporalT braemg during sh Uatlan hdrverm bra _ to slow toppling id danrtr,oing, The-1pervts6an of aecnrm of 1sse slraB be 1.0. The mnirnl of promos Pc11=lxd ., the Instanatlrm of h„syn. fr„s Lrnal a14Wrs A11a11 be amlghl If needed. i.ccrrtratin. of inns, ucllau Inds rn the 1ltgo Inads zhaU not he a glrJi<r ca n al to Illy nine Ilu Ina dA athcrft'II'. n'We �ght ar We c.mais shag ha applied to -^ s until .Net nn all faslhrg and bnr.Ing amuplcInd- 11 AHUNDA SYSTEMS IdONO VALLEY VALLEY 1nUa COMMON VALLEY I S VALLEY TRUSSES ITYP.) SOPPOH11NG TRUSS C01AAl OIR OR LARDER —� t u. I� COMMON TRUSSES (TYp.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLEY SET IF LESS THEll 3-0-0 THEN MOVE DIAGONALJJJYCCTEEB///T��O\\\IIJJ��ErrrXT PAIIEL. ES f 714 1 211 DR 516 OR DIAGONAL WEBS14+6 416 Tt6 REQUIRED WITH SPAIIS on 316 416 t Lfi GREATER THEN 28.0-0 Jib 21{ OR LI 2r4 0-0 1 214 214 214 214 214 411B 214 316 316 on 316 on )46 on 24 11. V I It) WHEII DIGAUIIAL WEB PRESERr US �IX6 PLATE (8) WHEII NO DIAGONAL WEB PRESENT USE ZX4 PLA VALLEY MEMBERS Al 24'D.C. (lYP) 714 316 2.4 -_J VARIES 17 UP IO r 2r4 714 3AS UAX 6-0-0 O.C. + it 2,4 1 4iEMAX + BELOW TRUSS SPACIIIG IAAX.6.0-0 O.C.I'IYP) -IS - O.C. .� ® SPANS UP TO 60-0-0 �I ®I TOP CHORDS: 2X4 SP 12 B IS W V LLEYREQliiRED TO SH[ATFI TRUSSES BOT CHORDS: 2X4 SP 92 OVENS: .2X4 SP N3 PROVIDE ALLNECESSARYTOP SET. VALLEY ECHORD 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) 160 NAILS PER INTERSECTION, OR TWO I:EET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTIO11 OR TWO FEET ON CENTF_R. 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-A OF WEB LENGTH, ONE BRACE REQUIRED ON WEBS GREATER TITAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 141+I- r!ALZ17 AS SnUWN 141alp,S; .A)ZL Tf_2o GA 7•ESTED 1'L.R ANStrrp, 1-1995 \LI A a.� - - -- Mal-mllda $stehls 4005 MARONDA WAY SANFORi), FL 32771 (407) 321-0064 Faz (407) 321-3913 TOMAS PONCE P,E, LICENSE AM50068 Cont. Support qa a,a V a Kt AD ALL NOTES ON 1111S SHGL--T- /\ COPY OF THIS DRAWING TO BE GIVEN T ' ERECTING CONTRAC OI). I BRACING WARNING: Ilrach,g abm,., on Ilds drawing b not ctcdlon b,ach,g, .Ind bnrh,g, rmlal bracts orfdrA, Is a pall of the hulldl.g dolgn and wh1,J, roost Ge coruldei c.t by the Lulldln lee how„ L^ tar Llc,al su g nr shnlLv boring made to anchor lateral hra�en h`z- rnembc,s only to reduce bucicling IengU,. Pnnisln,rsymust be+W�g Ad111Donal blacing of lbe uVQ stnl�ct+ and spccll{cd IocaUolls dct RYusa Plate ltulnr,tc, 1p!- Is ! urt �Y LK rl"d i IScc i o�tcd by the bU818ng desla,0er .celcJ a, SRl n �,..,.r, Studs IL 6-0-0 u.c. l:ng. J'Gh: Ihsg: BSgur: 't•L'Y Ch►f: fC Live 16.0 1.Lsf 71C l.lealt 7.0 I)SF RC l i e f1,0 115E BC Deal] 7..11 ,cr wU: VALLEY S§ Taiss ID: yr Dille: 4-1-1-011 311-11RIC - I -Ur- 1-25 Durrc3c - PIT: 1.25 O.G. 3pacIIIy: 21u,t Desioul C ritnri..- TDl DESIGtJ INFORMATION Tht, drsigll Ls fnr an UldhTdual buU&L, mrnponcmt end 1— la— based on IJmmaUan Pnwklcd by file ellent- The designer dbdaims a n)- napanalbmty for dams, oa a remit of faulty or Inaurrmt W—Uan, speeinouons nd/or 11.19 s lumished to U.e tam designer by the client and the enneriness .r arzuraey of mta-,cla cUle prgccl and accepts no teponsibNLc or nerds. no mllbal,vith regard to fabAca- tbn. handlb,g. si,lpment and hutalla tin" of Iru�a s. Thla I— h— been .je ,,,ed as an ndlWAuaI building co,nponenl In ocrnrdance Mlh ANSIIfTI 1.1mr, and NOS-97 to be i,c p—ted as )an or the building design IT . 0"tiding Deaigner it cglstered at ehneet..r p, ofcsslonal nngtnee+h when r.A—d fnr uPpro.-alb)• the building destg.mr• the dcngr, hod.,gs .1,y must be checked to be sure that the data sho„nt ate In agre—en,t with the loml building —dn. l0®1 ett-.Ue it .,ds lur,vind or sno.v Inds. p,ryeet speellimllo,ss or speed) applied loads. Untal, shown, truss has not been destgucd far storage or mcupancy loads. The design assumes em„proslm, chords pop or boitaml ere eonunu- wsly h,aeed by sheati,b,g manly olh—t i, sptelned. 1Vhne bmtorn chonls in Icnslon ore and fully breed Ltenlly by a I_peq, applied dgld cegmg• they shwM 6e brneed at a nlashnum spacing of 10'-O- o.._ Connector plates shall be manufactured horn 20 gauge hot dipped galvumee ,hed steel w.d ASTnI A 657. Grade 40. unto. otherwise 'horn. FABRICATION NOTES I'd- to 1.1,11 atl.n• file f.t.l I- shall _I_ (his d—Ing to verify that Lhh dra.ing isin card manlee .IUI the fabricalnt's pbus and to r�Um a rnnun.ing ,esparslbmty to, such ffeallon Any dhocp.neles ere to be put In litng belore culting or fab,1-tlan. pLtes shall not be tn,u IIeA o,er knatha'_ knots or dlstn,ted g,nin. Alemben shall be cut for tight IIIW,g,wood to wand bearing. Can. eef,, PGIo'holl be located on bath face' or the Ines Mill 1.Lis fully Imbedded and shall be 'yn, about the 7olnl unless othen•Ise sho,,A. A 5.4 Phle In 5- wAde a 4- long. A 6sa plate b 6 .ode a Ir long. Sl"11 iha1-1 n,n panneI to 'he plate length specified. Doable cub oo vveb rube shall meet at the eentrold .4 he albs .'less .I1—be shmm. Connector pl., sUes re mlmlmre un, sizes lased on I Ile fncs shotm wad may need Ia be b,Qea'ed (Or eCrlatr land- ifngand/or e,ecl tan alrc'tl. This huss is not to be fabne,lcd .Ili, Ile rela,dant healed hunbcr .,,I— othernt a shown. For .ddiu.—I Inlomouon on 0uanq• Can Wl refer to .",T11,-1995 PRECAUTIONARY NOTES All b.etng and emetbn ,eeon.mcnd.Uors ate to be lollon•cd In —dance „to,'t)andlhtg Ir,slalll,g A Umeing", Illa-91. Trusses are to be handled 1,111, partieul r are dnrb,g banding and bondlb.g. delmery and Installation 1..,old damage. Ta„la—ly and prs,.uu,ent bracing for holding tnwo in a smo'- tminht and plumb p Ilon and for rotsung bI.— Inrecs shall be designed and Installed bw .Ulco. Corelbl hand- Ung Is essenllal and erection braoing b .1_3,a Icquti ed. Normal preoulloua,y ocUon for tnuses rryuRes such Lempalaly bracing du,bng balallaUan betneea busses In amid loppung —d dmntnoing. The ..penis,.., of erection of I— flat] be under the rnntrl of Persons espcdeneed tr, Ure bafallau— of busses Professional adr4ce shall be sought g needed. Conccnlmllon of rnrsshuetlou bads greater than the dcdp, Iaads shall not he applied to b,t<sca at any "n- No Lads olhcr 11— the .eight of the rreeloe• 'tali Ir_ alq�Uea Ip Inusr_. anal .leer all Ins,cnb�n and Irmcing b completed. - Isi/1lcvd'luA bybILIVIS HIP GIRDER VdO: HIPDETAII 2x BLOCKING ADDED TO TOP CI=10BD OF STEP 'HIP TRUSSES TO SI—IORTEN OSQ NOT 1-0 EXCEED 24''O.C. IO BE NAILED TO TRUSSES w/ @ 12" ON CEN. STAGGERED PRE—ENG'D TRUSS -I-OP WALL OF BUILDING TYPICAL BL OCIKI G FI(OR Si- x-1 71 HIl�i� ON '']// 7 /� /7(r �% 7J—�j) d V S JC E x 11 �lt rt� srorrda Syster'�s 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. I-ICFNSE #0050068 Dunn: Afdrri.r Arrnh•/if YARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAW114G TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Btacing shoam on this drawing Is lint s:cUon binclne- .Ind bracing Pnttal bndng nr shnihr brach,g SIncI is a pn,t of the lout~idinp design and which nuns) be rnuslde / by tim building dvlencr. anal, g n--d,wn'snt'chor lallenl�b, art of truss members a„h L�r rl,dnee hucl;ling Icnglh. f'mck)ons be n U,g al eels and sp-111,d 1—tlnm detcrrnlned by the buUAllg dolg ber, addlUonal braeb,g of the m•erau shuelure may he ,equ'ved. I�rr tu'-9I onrn. if*-$, PL le hsutute. Tpl. 13 loel,l..d at 533 wom Ills D,wa n>,dhun. lelseosln, 537191. J09 P47rf: f.:UFF.!,nF.l lr)ACf liGc./nrunuc Rug. rob: uwg: Dsgnr 7'LY Cblc TC Live . 6.0 psF '1'C Ve:)d 7.0 psi LiC .Give 0.0 psr BC Dead 10.0 psF �ro-1-nL 33.1-- 1 osf Ifuss ID: HIP Dote: 10-20-00 L'Uu-ac - Lbi: - 1.25 Duffac - PII: 1-25 O.c. SPOChlg: 24.0„ Design Cfi1e►ia: ]PI Code Dl;sc: DESIGN INFORMATION This design is for an Individual building component and has been based on Irlfomlatlon provided by the chcnt. The designer disclaims any responsibUlty for damages as n -oil of faulty or Incorrect Information, specifications and/or designs furnished to the Ines designer by the ellent and the correctness or accuracy of this Information as It may relate to a spe- edlc project and accepts no responsibility or emrclsea no control with regard In labrica- form. handling, shipment and Installation of muses. This Ines has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to Ix incorporated as part of the building design by a Budding Designer (registered architect or professional englneed. when reviewed for approval by the building designer, the deslgn loadings shmvn must be checked to be sure that [be data shown are In agreement with the local building codes. local climatic records for wind or snow loads. Project specification or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop of bottom) are continu- ously braced by sheathing unless otlrenvIse specified. Where bottom chords In tension are not fully braced laterally by a Properly applied rigid ceiling, they should be braced at a rnaxbmim spacing of 10`-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meetbrg AMi A 653. Grade 40, unless otftenvise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify Ihat this drawing L^ in conformance with the fabricators plans and to reallre a continuing responsibility for such veri- licatlon. Any discrepancdes are to in put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain, sieanbers shall be cut for tight fitting wood to wood bearing. Con. nector plates shad be located on both faces or the truss with nails fully Imbedded and had be sy m. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slots (holm run pamdel to the plate length specified. Double cuts on web members shad meet at the cenlrold or lire web s unless otherwise shown. Connector plate sizes are mtnlmum 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 hunber unless otherwise shown. For nddnlnnal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES !W bracing and erection recommendations are to be followed in accordance with'Handllng Installing @ Bracin % HIB-91. Trusses are to be handled with particular care during banding and bundling, dclhery and Installation to -old damage. Temporary and permanent bracing for holding truss- In a straight and plumb pos. Itlon and for msfstmg lateral tomes shad be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Noramaal precautionary action for trusses requires such temporary bracing during installation between trusses to -old lopplfng and dominoing. Tire supervision of erection of trosses shad be under the control of persons experienced in file installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied 10 trussesat any time. No loads other than the welghtof the erectors shall be applied to tresses until after all fastening and bracing is comldeled. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.17" T=-0.340 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 7-9-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the cOuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I- 1.00, Fxp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2852 0.32 2- 3 -2654 0.28 3- 4 -2008 0.24 4- 5 -1809 0.27 5- 6 -2003 0.24 6- 7 -2654 0.26 7- 8 -2853 0.32 ..BC ... FORCE ... CSI 14-13 2589 0.67 13-12 2212 0.60 12-11 1807 0.49 11-10 2212 0.61 10- 9 2589 0.67 SXS 4X6 114 13 1366# 3.50" 12 LL-0-O -O (RO-11-9) I (� 40-0-0 EXCEPT AS SI-10N'N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 YYHKNIN(J: READ ALL NOTES ON THIS SHEET. Maronda Systems COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this drawing Is not erection bmUng, wind bracing. Portal bmetng or similar blaring which Is a pan of the building design and which be (407) 321-0064 Fax (407) 321-3913 must considered by the budding designer. Bracing shown Is for lateral support of truss rnemters onh• to reduce buckling length. 1-1 istons must be TOMAS PONCE P.E. made to anchor lateral bmcoig at ends and spe,died locations determined by the building designer. Additional bracing or the mxmd stricture LICENSE #0050068 1890 CREENBROOx CT.OVIEDO_ P-1,:sa may be required. ISee HIB-91 of TPO. rrross Plate Institute. TPI, Is located at 583 D'Onof-lo Drive. Madison. Wllseonsin 53719). Design: Aldfrir Analysis JOB PATH: C-IT££-LOKUOR81125AfPj11RBRC4 TI: A QTY:2 ==============Joint Locations===========__ 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0--0 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14_ 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H-ROLL 0 10 Eng. Job: D%vg. 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 Dsf J \6 1366N 3. I500 100 (RO-1 (-9) scale = 0.1595 Truss ID: A Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA flcs: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION 1.his design Is for an Individual building component and has been based on Informatlon prmided by the client. The designer disclaims any rnpamlbWty for damages as a result of faulty or Incorrect infonnallon. speedicatlons and/or designs furnbhed to the truss designer by the event and the correctness or accuracy of this hrformallon as It may relate to a spe- elllc project and accepts no responsibility or e mi- no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been dwigncd as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (replared architect or professional engineer). When reviewed far approval by the building designer, the design Imdings 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 srrow loads. pm)ccl specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conttnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied ngld eelling. they should be braced at a maximum spacing of 10'-O' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to f lbncallon, the fabricator shall review this drawing lu vilify that this drawing is In conformance with the fabncatar's plans and to r eaWc a continuing responsibility for such ven- ficallon. Any discmpancles are to be put In wiling before culling or fabrication. Plato shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for light filling wuotl to wool bearing. Con- nector plates shall be located on both faces of the truss with malls fully imbedded and shall be sync. about lire joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8x8 plate is 6' ode x 8' long. SloLi (holes) corn parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sun are mmlmum sues based on the forces shown and may need to be increased for cettam hand. ling and/or erection stresses. This truss Is not to be labrlcnted with fire retardant treated lumber unless otherwise shown. For addltloml Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection rernmmendalfons arc to be followed In accordance with'llandling Installing h Bracing". 1118-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid danuge. Temporary and permanent bracing for holding trusses in a straight and plumb pm. Ilion and for resisting lateral fortes shall be designed and Installed by others. Careful hand. ling is essential ssenti l and erection bracing is always required. Normal precautionary acuon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tru-ca shall be under the conbol of persons experienced in the installation of truss". Professee lonal advice shall be sought if nded. Concentration of construction Imds greater than the design loads shall not be applied to trusses at any time. No loads other Ilwn the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP 92 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 521# Support 2 199# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.18" T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tel 0.07" RMB = 1.15 r 115 1366# 3.50 1-0-0 (RO-l 1-9) I EXCEM' AS SI10%VN 1 5.00 I4 WO: BBRC4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2874 0.26 2- 3 -2707 0.27 3- 4 -2171 0.24 4- 5 -1971 0.26 5- 6 -1971 0.23 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 ..BC...FORCE ... CSI 15-14 2611 0.62 14-13 2308 0.67 13-12 2064 0.63 12-11 2308 0.67 11-10 2611 0.62 4X6 3X4 aV6 13 40-0-0 PLA,rES ARE 'I'L20 CA TESTED PER ANSI/TPI 1-1995 TI: A] BTY:2 ====-=========Joint Locations==============_ 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0--0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-14- 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION-----. X-Loc Vert Horiz Uplift y-Loc ype 0- 1-12 1366 231 -521 BOT PIN 39-10- 4 1366 0 -199 HOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# -5 00 1 T 6-7-1 0-44-1 12 ll 108 1366# 3.50" (RII-11-9) scale = 0.1595 WAKNINU: READ ALL NOTES ON THIS SHEET. Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Brarmg shown on this drawing Is not ereellun bracing, wind bracing, portal b-Ing or similar bracing which Is a part of the building design and (407) 321-0064 Fax (407) 321-3913 which must be considered by the building designer. Biaclug shown Is for lateral support of buss members only to reduce buckling length. Provisions TOMAS PONCE P.E. must be made to anchor lateral bracing at ends and specified to aeons determined by the building designer. Additional bracing of Ure metal] structure be LICENSE #0050068 1890 GREENB0 R0k Cr.M`1ED0.FL-1-. may requited. (See HIa-91 of TPl) ffrrss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. Design: Alnfrir Analysis JOB PATIL• C:ITE£-LORVOBSI125,tf1711BBRC4 Eng. Job: Divg: Dsgur: 7'LY Chk: TIC Live 16.0 psf ,rc Dead 7.0 psf RC Live 0.0 psf 13C Dead 10.0 psf TOTAL, 33.0 nsf Truss ID: Al Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1,25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA I1CS: (MM.02.01 DESIGN INFORMATION Thfs design is for an Individual building component and has been based on Information provided by the cuent. Thu designer disclaims any maponsiblbty for damages as a result of faulty or Incorrect Information, specifications and/or designs fum(shed to the truss designer by the client and the correctness or accuracy Of this Inforrnation as It may relate to a spe. line project and accepts no responsibWty or enaso no control with regard to rabnca- lion. handling, shipment and Installation of trusses. This truss has been designed as an Ind Mdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan or the budding design by a Building Designer (registered amhltccl or professional engm-1. When r.efewed for apprmal by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or now, loads. p Jcct specifications or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads- 11e design assnnnes compression chords hop or bollonnl are continu. ously braced by sheathing unless otherwise specified. where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a max'Inmm spacing of 10`0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped gal-nied steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the kited -tor 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 ven. Ileatlon. Any discrepancies are to be put In writing before culling or fabrication. Plates shag not be Installed over knotholes. knots or disloned gram. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nxlls fully imbedded and shall be sym, about lhejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A &<8 plate 1s 6- wide x 8- long. Skits (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cerinvid of the webs unless otherwise shown. Connector plate sizes 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 with fie retardant treated lu-ter unless otherwise shown. For additional Infomwlion on Quagty Conuol refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendallans are to be followed in accordance with -Handling Installing & 6racti'19. HIH-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instailatlon to .cold carnage. Temporary and permanent bracing for holding trusses In a straight and plumb po i- ition and for resoling lateml forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always requucd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dominofng. The supen•Islon of erccuon of trusses shag be under the control of persons pedenced In the Iru1a11.0on of trusses. Professional adult. shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erector, shag be applied to trusses until after all fastening and bracing Is complied. WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -2854 0.39 14-13 2584 0.59 2- 3 -2355 0.36 13-12 2580 0.61 3- 4 -2430 0.43 12-11 2116 0.53 4- 5 -2430 0.43 11-10 2116 0.53 5- 6 -2355 0.31 10- 9 2580 0.61 6- 7 -2854 0.39 9- 8 2584 0.59 5X8 2X4 cvQ TI: A2 QTY:2 ==============Joint Locations=============_= 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0--0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION-----. X-Loc Vert Horiz Uplift Y-LOc Type 0- 1-12 1366 199 -562 BOT PIN 39-10- 4 1365 0 -254 BOT H-ROLL 5.00 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.391n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07n RMB = 1.15 Q r T 5-9-1 0-4-1 I 114 1366# 3.50" 13 12 11 10 9 g �1-0-0 � 1366# 3.50" (RU-il-9) I EXCEPT 40-0-0 1 1.0.0 �(RROO-11-9) AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 WARNING: scale = 0.1595 READ ALL NOTES ON THIS SHEET. Eng. Job: W : RBR 4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D))'g: Truss ID: A2 CONTRACTOR. Dsgur: TLY CU: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, PL. 32771 Bracing I shown on this drawing is non endMu bracing, bracing. portal bracing or s(mIUr bracing which is a pan mf the building design and which must be TC Dead 7.0 psr DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 a co considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce bucking length. Prox1skins must be Ina 1iC Live 0.0 O.C. Spacing: 24.0" TOMAS PONCE P.E. L nchor tof the overalleral structure n y be required. ed local ; ddlu...I bracing ad (See M13 9I of 7pld by � a building designer. I3C Dead ))Sf 10.o Design Criteria: TPI 90 GREF' RDOK 06$ 1890 CREF1J0ROOK CI'.OVIfW.PI_aa; ion ffnvss plate institute. TPI, is located at 583 D'Onofrio Drh•e. Madison, Wisconsin 537101. psf Code Desc: FLA Design: Afmrit Annlrsis JOR PAIN: C:ITEf-L0KV0RSI25,i1P11IB8RC4 1OTAL 33.0 )Sr 1 V;06.02.02- 15166- 2, HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Infonnallon p-Aded by the client. The designer dlsclahns any responsibility rot damages as a result of faulty or Incorrect information. specifications and/or design furnished to the Iruss designer by the client and the correctness or accuracy of this Information as It may relate to a sire. cific project and accepts no responsibility or e raises no control with regard to fabrics - non. handling. shipment and installation of muses. This cuss has been designed as an individual building component In accordance wills ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Iregislemd architect or professional engineer). When reviewed for apprmal by lire bulldog 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 Inds- The design assumes compression chords (top or bottom) arc conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a ptoperly applied rigid ceiling. they should be braced at a maxtmum spacing of 10'40" o.c. Connector plalo shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to Iabdcallmt. the bbnrator shad mvlew lhts drawing to verify that this drawing 1s In conformance with lire fabricator's plans and to ealbe a continuing responsibility for such verl. fication. Any discrepancies are to be put In writIng before cutting or fabrl©lion. Plates shad not be Installed over knotholes. knots or dislorted grain. Members shad be cut for light filling wood to wood hearing. Con - nectar plates shall be located on both faces of the truss with nails fully imbedded and shad be slap. about the Joint unless otirerwlse shown. A 5x4 plate Is 5- wide x 4' long. A 6\8 plate Is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the wets unless otherwise shown. Connector plate sties are mmunum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This In- is not to be fabricated with fire retardant treated hmlber unless otherwise shown. For additional Information on Quality Control refer to AN51/TPI i-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling .stalling & Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and pernanenl bracing for holding trusses In a straight and pltunb pos- ition and for teslsling 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 dommo.ng. The supew slon of ereciloll of trusses shall be under the control of persons experienced In the Installation of lasses. Professional advice shad be sough. 8 needed. ConcentmUon of construction loods greater than the design loads shad not be applied to muses at any time. No loads other than the weight of the erectors shad be applied to muses onto after all fastening and bracing is cmnpkcicd. JB: BAYBURY C 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP 43 2x4 SP #2 4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/999 L=-0.22" D=-0.221, T=-0.44" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 R 2 5.00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the ccoposite result of multiple loads. All COMPRESSION Chords are assumed to he continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rdph, If= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2884 0.33 2- 3 -2498 0.30 3- 4 -2771 0.36 4- 5 -2781 0.35 5- 6 -2781 0.35 6- 7 -2498 0.27 7- 8 -2884 0.26 4 ..BC...FORCE ... CSI 16-15 2617 0.59 15-14 2614 0.58 14-13 2257 0.52 13-12 2785 0.60 12-11 2257 0.52 11-10 2614 0.59 10- 9 2617 0.59 TI: A3 9TY:2 ==_ =====_ ===Joint Locations=============__ 1) 0- 0 0 7) 34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- -0 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0- 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 167 -599 BOT PIN 39-10- 4 1365 0 -313 BOT H-ROLL 5X8 3X4 6xg rVQ 116 15 14 113 12 1366N 3.50" 1-0-0 (RO-1111 I r 40-0-0 EXCEP'1' AS SliOIVN PLATES ARE T1.20 GA TESTED PER ANSI/1711 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 OREENBROOK cr.OVIEDO.F1_32766 Design: Alatrit Analysis YYHM11114ti: 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 design and which must be considered by the buddhrg designer. 8mctng shown is for lateral support of lass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locollons determined by the budding designer. Additional bracing of the overall stacture may be required. ISee HIB-91 or TPI). rftuss Plate Institute. TPI, is located at 583 D'Onoflio Drive., Aladlson. Wisconsin 53719). 7 5.00 �••� <'%4 3Xfr 10 Eng..Job: Dwg: Dsgnr: TIT Clik: TIC Live 16.0 psf TIC Deaf. 7.0 psf 13C Live 0.0 psf 13C Deaf. 10.0 psf 1'0"1'A L 33.0 psf F 1366N 3.Ij50"" 100 (RO-I1-9) scale = 0.1595 Truss ID: A3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOR P.47H: C:1TFF-LD.KUORSI12SAfPlllRRRC4 11CS: 06-02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an individual building component and has been based on Infomnallon prm•ided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speciftrailons and/or designs furulshed to the truss designer by the client and the correctness or accuracy of this inforoalion as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- tion. handling, shipment and installation of louses. 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 building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Compression chards (top or botloml arc Continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cUWng. they should be braced at a maxomun spacing of 101-a' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTI I A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing la verify (hat 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 b, writing before culling or (abricalion. Plates shall not be installed over knotholes. knots or distorted grain. Meunbem shall be cut for light fitting wood to wood bearing. Con- nector plat" shall be located on both lam of the truss with nalls fully Imbedded and shall be synn. about the joint unless otherwise shown. A 5x4 plate is 5- wade 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 members shall meet at the « ntrold 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 la not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infommation on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance will,'llandling Installing A Bracing-, HIB-91. Trusses arc to be handled with particular Care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing Is allays required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trmsses shall be under the cents of of p.".. experienced in the pert installation of trusses. Pmfess1ona1 advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to tenses at any Ume. No loads other than the weight of the erectors shall be applied to Incases until one' ail lastening and bracing is completad. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 T 4-5-4 04-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0.39 6- 7 -3174 0.36 7- 8 -2647 0.26 8- 9 -2879 0.23 ..BC ... FORCE ... CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0.67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0- 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 _ 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6) 25- 6- 0 12) 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 1-12 1365 136 -630 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL 5X3 3X4 6XR 'IVA «-o • 116 15 1366# 3.50" 1-0-0 (R-11-9) I EXCEI'T AS SIIO%VN PLATES ARE '1'L20 CA Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE- #0050068 1890 CREENBROOK rr.ovaerx, 11__aalma Drsign: Afmrir Analysis 14 40-0-0 TESTED PER ANSI/T111 1-1995 WHKNIMG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown nil this drawing la not crmtlon 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 Imr lateral support of puss members only to reduce buckling length. Provisions must be made to mnchnr lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 11IB•91 of TP11. (Truss Plate Institute. TPI, is located at 583 D'Onnfrio Drive. Madison. Wisconsin 53719). -5 00 JY6 Id 1366N 3.50" (RO-1 l-9) scale = 0.1595 Eq. Job: W : BBR 4 D1vg: Truss ID: A4 Dsgnr: TLY Chk: Date: 6-27-02 '1'C Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psr O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•na no nil I-. - JOB PATH: C:IT££-1.0KU0BSI125AfPHIBBRC4 11CS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information p-Ided by the ell-t. The designer diselauns any responsibility for damages as a result of faulty or incorrect Information. specifications and/in designs furnishnl to the truss designer by Elie client and the correctness or accuracy of this information as II may relate to a spe. cific p"ccl and accepts no responsibility or -mism no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component ft) accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered nrchheet or professlonai engineer]. When revlewai for approval by the budding designer. the design loadings shown musn t be checked to be sure that the data show are um agreement. with the local building codes - local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, uv55 has not been designed for storage or occupancy- loads. The design assumes compression chords (lop or bottom) are conttnu. ously braced by sheathing unless olherulse specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a mmunum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTAi 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 fabnmtor's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put to writing before culling or fabricallon. Plates shall not be tnswfled over knotholes, knots or distorted grant. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the taus with tads fully Embedded and shall be sym, about the ).lot unless otherwise shown. A 5.4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wYde s 8- lung. Slots (holes) tun parallel to the plate length specified. Double cuts on web mernlers shall meet at the a-troid of the wells unless ollerwlse shown. Connector plate sL-es are in trillium sizes based on the forces shown and may need to be Increased for certain hand- Ihng and/or erection stresses. This truss 1,not to be fabricated with Am retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSMI 1-1995 PRECAUTIONARY NOTES All bracing and erection reeom ic-latnons are to be followed in accordance with -handling Installing & Bracing", III6-91. Trusses at 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 pas. 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 trsses 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 shad be sought if needed. Concentration of constmeuon Inds greater than the design loads shall not he applied to trusses at any time. No loads other than the weight of the eteclors shall be applied to trusses urdll after all fastening and bmcing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP 02 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS! faster, 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 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 1 5.00 T 04-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot Chord. End verticals designed for axial loads only End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125inph, H= 22.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -6655 0.23 16-15 6102 0.49 2- 3 -6580 0.20 15-14 6070 0.51 3- 4 -9403 0.34 14-13 9567 0.76 4- 5 -10569 0.32 13-12 9567 0.76 5- 6 -10569 0.32 12-11 6070 0.51 6- 7 -9403 0.34 11-10 6103 0.49 7- 8 -6581 0.20 8- 9 -6655 0.23 2-PLYS It' QU1RE1D 6X12 116 15 14 2805# 3.50" 1-0- e (Ito-11-')) 430N EXCEPT AS SHOWN PLATES ARE '1'L'0 CA TESTED PER ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENDROOw CT.OVIEDO.FL32766 Design: Mardi Afralysis 13 40-0-0 1-1995 Tv,KKNINti: 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, pones1 bracing or similar bracing which Is a fan of the building design and which muss be considered by the building designer. Bracing shown Is for lateral support of truss manbers only to reduce buckling length. Provislons 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 IIIB-91 of Tpll. (truss Plate Insulute. TPI, Is located at 583 60nofno fnive, Madison, 'All-onsin 53719). JOB PATH: C:ITFF-L0KU0RSl12 ,tfPH]RRRC4 TI: A5 QTY:2 - ==============Joint Locations=====____====_= 1) 0- 0- 0 7) 33- 0- 0 13) 20- 0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6--0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0_ 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 12) 26- 6- 0 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 33- 0- 0 --MAX• REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 2805 106 -657 BOT PIN 39-10- 4 2805 0 -444 BOT H-ROLL 4X0 1L 10 2806N 3.50" 00 430H (RO-11-9) scale = 0.1595 Eng. Job: WO: BBR 4 D`vg: Truss ID: A5 Dsgnr- TI,V Chk: Date: 6-27-02 TC Live 16.0 list DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 l,sf O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTA1. 33.0 psf I V:06.02.02- 15169- 9 IfCS: 06 02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design B for an Individual building component and has been based on information provided by the client. The designer disclaims any responslbWty, for danmges 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 spo- clfic project and accepts no responsibility or exercise no control with regard Io fabn_. lion, hand 8ng. shipment and installation of trusses. This truss has been designed as an individual building component In accordance «ith ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the budding design by a Building Designer Ireglslered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown. truss has not teen designed for storage or occupancy Inds. The design assumes compression chords [top or bottom) are conllnu- ousiy braced by sheathing unless otherwise speedled. Where botte n chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a nnaxhnunn spacing of 10`0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanued 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 eonfomance with the fabricator's plans and to realize a continuing responsibility for such ceri- fieation. Any disciepancles are to be put on writing before culling or fabrication. Plates shall not be Insulted Over knotholes. knots or distorted grain, Members shall be cut for tight filling wood to wood beating. Con. rector plates shall be located on both faces of the truss with muds fully Imbedded and shall be slur. about lhejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6s8 plate is 6- wide x 8' long. Slots (holes) run parallel to the Plate length speeded. Double cuts on web members shad meet at the cennold of the webs unless olherwise shown. Connector plate sizes are minimum sties lased on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss , not to be fabricated with file retardant treated lumber unless otherwise shown. For addltioral trtornallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcmg and erection recommendations are to be followed In accordance with 'Handling Installing R Bracing. HIB-91. Trusses ate to be handled with particular care during banding and bundling. delivery and mslalbtlon 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 dominoing. The supervision of ereeliol of trusses shall be under the control of perwns experienced In the Installation of Trusses. Professional advice shad be sough, If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any line. No bads other than the weight of the erectors shall be applied to truces until after all fastening and bracing I. completed. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP 42 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125laph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in IIT1' zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.4211 T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 5 0 T 0-4-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of ffalltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.12011 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 1 657# Support 2 444# ..TC...FORCE ... CSI 1- 2 -7210 0.40 2- 3 -11202 0.69 3- 4 -11826 0.55 4- 5 -9980 0.36 5- 6 -5610 0.40 2-PL,YS 1UliQIJ1R1a) 6X 12 8X10 113 12 l l 3010# 3.50" 1-0-0 (110- 11 -9) I 429/f EXCEPT' AS SHOWN PLATES r�12E L2(1 'A 'TESTED PER ANSI/T'PI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBRO K Cr.0e1EDO.F1.32766 Design: Haim Analysis ..BC...FORCE ... CSI 13-12 6610 0.52 12-11 6659 0.61 11-10 11375 0.87 10- 9 10197 0.79 9- 8 5142 0.45 8- 7 5126 0.44 RVIII 101 40 0-0 - 9 1254# 1-19 5 WHKIVIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: timcing shown on this drawing is not erecunn bracing, wend bracing, portal bracing or similar bracing which is a par of the building design and which most be conslde¢d by the budding designer. Bracing sh-- Is for Lateral support of truss members only to reduce buckling length. Pronistous must be made to anchor lateral bracing at ends and specified locations determined by the building designer. .AZ bracing of the overall structure may be required. (See 11IB-91 of TPII. rrmss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: A6 QTY:2 ==============Joint Locations 1) 0- 0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 ------------ TOTAL DESIGN LOADS ---------_ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert- L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 - -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT H-ROLL Eng. Job: Divg: Dsgnr: TLY Chk: TC Lire 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr T'OT'AL 33.0 usf M 2401# 3.50" 0-0 (R 0-i1-9) scale = 0.1595 Truss ID: A6 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PA771: C:IT£E-LOKUOB.SI115dfPHIBBRC4 IIC:S: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION Thts design Is for an Indh•ldual building component and has been based on Information provided by the dent. The designer disclaims any responsibWty for danage. as a result of faully or Incorrect tnfonnalion. specifications and/or designs fumished to the truss designer by the client and the correctness of accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercisea no control with regard to fabrin- lion, handling. shipment. and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TI', 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Ireglstered architect or professional engineer). When reviewed for approval by the building dmlgncr, the design loadings shown must be checked to be sure that the data shown are In agreement with Lite local building codes. local climatic records for wind or snow loads. proJect specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conlinu. ousty- braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigld 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 ASITI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. (lie fabricator shall review this drawing to veudy that thts drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vett- ❑cation. Any discrepancies ate to be put in writing before cutting or fabrication. Piffles shai not tie Installed over knotholes. knots or distorted grain. Members shall be cut fir tight filling wood to wood bearing. Con- nector plates shall he located on both faces of the lmsa with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- "de x 8' long. Slots (holes) run parallel to the p4 to length spectned. Double cuts on web embers shall meet al Lite centroid of the webs unless otherwise shown. Connector plate sizes etc mininlum sizes based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This tnuss is not to be fabricated with firere retardant treated, —her ,ranter unless otherwise shown. For addlllonal information o n Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handing InsuWng A Bracing-. HIB-9). Trusses arc to to handled With particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemnanent bracing for holding imsses ill a straight and plumb pes- luon and for msbttog lateral forces shad be designed and Installed by others. Careful hand. ]big Is essernial and erection biacing is always required. Normal precautionary action for I isses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erecuon of trusses shai be under the control of persons evperien-d in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appied to trusses at any tine. No I ads other than the weight of the erectors shn11 be applied to trusses until after an fastening unit bracing Is completed. TOP CHORDS: 2x4 SP 92 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, He: 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in IMP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 T 3-7-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Hot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -5452 0.70 10- 9 5109 0.91 2- 3 -5560 0.66 9- 8 5378 0.90 3- 4 -5403 0.85 8- 7 5108 0.91 4- 5 -5584 0.70 5- 6 -5453 0.72 TI: B QTY:1 =====_======--Joint Locations==============et 1) 0- 0- 0 5) 15- 6-15 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0- TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL 7-0-0 G-0 U +7-0-0 1 2 4 5 G 6X12 6X8 2.50 II 2 50 0-3 0-3-8 6-LO-0 5-9-0 1 6-10-0 �7i 1369# 3.50" 1-0-0 2U-0-U 1368# 3.50" L-0-0 (110-11-9) � EXCEPT AS S110%VN PLATES ARE 430N 430N '1'120 GA TESTED PE ANSI/TPt 1-1995 j� (RO ll-9) scale = 0.3045 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : BBR 4 T'laronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dlvg: I Truss ID: B CONTRACTOR. BRACING WARNING: Dsgur: TLY Chh: Date: 6-27-02 4005 MARON DA WAY FC Live 16.0 psf DurFac - Lbr. 1.25 SANI-ORD. FL. 32771 Bracing shown on this drawing Is not erecuon bracing. Wind bracing. portal bracing or similar bracing which is a part of the building design and which be TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 must considered by the building designer. Bracing miss shown is for lateral support of members only to reduce buckling length. i-mvWr ns must be 13C Live 0.0 psf Spacing: 24.0" O.C. $ A g TOMAS PONCE P.E. made to anchor lateral bracing at ends and speciled locations dcicnntncd by the budding designer. Additional bracing of the overall st—ture may be required. [see HIB-91 of Trill. 13C Dead 1 O.n pSf Design Criteria: TPI LICENSE H0050068 ffmrss Plate Institute. TPI, is located at 563 U'Onofrlo Drive., Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr'.0YIEDO.Ft-3]768 n..:a... AR....:. e-..r...:. .i... ....... ........... _ T01'A L 33.0 psf V:06.02.02- 15171- 2 HCS: 06.01.02 DESIGN INFORMATION This design is for an Individual building componenl and has been based on Information provided by the client. The designer discla ins any resp—ibllit-v for darnagea as a result of faulty or Incorrect information. speclflotlons and/or designs fumishcd to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- c81c project and accepts no responsibility or exerclses no control wilh regard to fabrica- tion, handling, shipment and Installation of trusses. This less has been designed as an Individual budding cmnponntl In ii—rdanee with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of lire building design by a Budding Designer tregistered archfte t. or pro(esslonal engincerl. 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 tales. local cl Ift, records for wind or snow loads. pmjecl speedlealions or special applied loads. Unless shown, truss has not been deigned for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords fit tension are not fully braced Literally by a properly applied rigid ceding, they should be braced at a rn xunum spacing of I(Y-0- o.e. Connector plain shad be manufactured from 20 gauge hot dipped gahanued steel meeting ASfAt A 653. Glade 40, unless oWerwlse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify [hat this dewing Is In conformance with the fabilwlor's plans and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put In writing before —lung or Iabricauon. Plates shad not be Installed over luotholes. knots or distorted grain. Members shad In cut for tight fitting wood to wood beat trig. Con. nector plates shall be located on both tarn of the truss with ..It, fully Imbedded and shad be sin'. about the JoInI unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate 13 6- wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web manbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are minlmwn sun based on the forces shown and may need to be Ine—ed for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with (be retardant treated lumber unless otherwise shown. For addltlonal Information nn Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations arc to be followed In accordance with "Handling Instilling A Bracing-. HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Itlon and for resisting lateral force shad be designed and Installed by others. Careful hand. ling is essential and emetlon bracing is always requbed. Normal precautfonary aeuon for trusses recluhn such temporary bracing during Installation between lr»sses to avoid toppling and domfnoinp,. The supervision of erection of trusses shad be under llte control of persons ecpertenced In the IrislalWUon of trusses. P—-.1nnal advice shall be sought d needed. Concenlmtfon of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall he applied to Cusses until after ad fastening and bmcing is completed. JB: BAYBURY C 4 AC.- 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 ill# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-5-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assufned to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, }1= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ifftpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2229 0.22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 ..BC ... FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 TI: B 1 QTY:1 Locations===========___= 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 706 136 -274 BOT PIN 19-10- 4 706 0 -111 BOT H-ROLL �— 5.00 1 4X6 4X6 2.50 0-3-8 � 2'S0 706a 3.50" ' 11-0-0-0 �f (Res-IL-9) I I 20-0-0 EXCEPT AS SII0IVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!jaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OO(A I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1890 GRCEN9R00K Cr.Ow1EDO.FL32766 Deign: Afarrir Analysis YVAKNING: 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 emr(on bracing, wind bracing, portal bracing or slmlLlr b—mg which Is a part of the building design and which must be considered by the budding designer. Bracing shown Is In, lateral .pport of truss members only to reduce bucking length. P-4sians muss he made to anchor lateral bracing at ends and specNcd Iotaunns determined tn- the buddtng designer. Additlunal bracing of the overall structure nlay be required. IS- 1-1I13-91 of TPd. (Truss Plate Institute. TPI. Is located at .983 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgiir: TLY Chk TC Live 16.0 TC Dead 7.0 13C Live 0.0 BC Dealt 10.0 TOTAL 33.0 1 7 70�6N {I3.50" I I�6 — I (RO-11-9) scale = 0.3045 ITruss ID: B 1 Date: 6-27-02 pSf DurFac - Lbr: 1.25 psf DurFac - pit: 1.25 psr O.C. Spacing: 24.0" PSI` Design Criteria: TPI — Code Desc: FLA JOB PATH: CATEE-L0KU08SI125UPHIBBBC4 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Indhidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for danmges as a result of faulty or incorrect information, speclRcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific protect and accepts no responsibility or ,_ciscs no control with regard to fabrica. tlon. handling. shipment and Installation of trusses. This truss has been designed as an indhidual building component In accordance with ANSI/TV[ 1.1995 and NDS-97 to be Incorporated a, par of the building design by a Building Designer (registered architect or prolessionaI engtneeri. When rcvicwed for approval by the building designer. the design Iwdings shown must be rheeked to be sure that the data shown ale in agreement with the local building codes. local climatic records for wind or snore kinds. Project specifications or special applied Iwds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced bte fly by a properly applied rigid ceiling, they should be braced at a ma<unum spacing of IU-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fahri-Uon. the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricator's plans and to realue a continuing responsibility for such veri- fication. Any disciepancles are to be put in wailing before cutting or fabrication. Plates shall not be Installed met knotholes. knots or distorted grain. Members shall be cut for tight rrtling 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 lhejomt unless otherwise shown. A 5x4 plate Is 5- wide a 4' long. A GaB plate Is 6" wide x 8- long. Slots (holes) run parallel to the plate length speedled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slzes are mfnhnum w sires based on the forces shon and may need to be Inacased for certain hand- ling and/or erection stresses. This Iruss Is not to be In bricaled with fire retardant treated lumber unless with shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing. 111B-91. Trusses are to be handled with particular cam during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Iing is essentlal and erection bracing b ehvays requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domino(ng. The supervision of erection of trusses shall be under the control of persons experienced in file bnslallaUon of trusses. Professloual advice shall be sought If needed. Concentration of construction Iwds greater than Ilse design loads shall not be applied to trusses at any time. No loads other than the weight of the electors shall be applied to trusses unto alter all fastening and bracing la completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB a 1.15 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of nuiltiple loads. A1.1 COMPRESSION Chords are asstmoed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in .TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2194 0.28 8- 7 2053 0.59 2- 3 -1685 0.18 7- 6 2053 0.59 3- 4 -1685 0.18 4- 5 -2194 0.28 TI: B2 9TY:2 ==============Joint Locations=======_======= 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 705 0 -359 BOT PIN 19-10- 4 705 0 -359 BOT H-ROLL 2 r 5.00 S o 4X6 2.50 I 2.50 0 3-8 706# 3.50" 11-0-0-0 (110-11-9) I 20-0-0 EXCEPT AS SHOWN PLA-l-ES Al2E TL20 CA TESTED PER ANSI/TPI 1-1995 laaaaaaa WARNING: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawling is not erection bracing. wind bracing. portal bracing or sbnllar bracing which is a part of the building design and which must be (407) 321-0064 Pax (407) 321-3913 considered by lire building designer. Bracing shown 15 for lateral support of tills' menders mph to reduce buckling length. Pruvbiuns nmsi be TOMAS PONCE P.E. in made to anchor late.] bracing at ends and specad locations delemmined by the building designer. Additional bracing of the me.11 structure may be required. (Sce HiB-91 LICENSE #0050068 1 B90 GREEN©ROON Cr.O\tEDO.Fn_:m?]na of TPil. (fross Plate IrISUlmle. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Usgur: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TO'I'A 1. 33.0 usf 706# 3.50" I (RO-1 l-9) scale = 0.3045 Truss ID: B2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Detign: A/.fir Analysis JOB PA771: C-ITFF-L0KU0RS11Z5.7fP1IIRRRC4 11C.'S. f16.02.02 DESIGN INFORMATION This design is for an individual budding component and has been based no information pm.•Ided by the cbent. The designer dlscl inu any responsibidly for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the ebrnt and the correctness or accuracy of this informallon as It may relate to a spe- cUk project and accepts no responsibility or eserelses no control with regard to fabrica- tion, handling• shipment and Installation of trusses. This puss has been designed as an IdiiduaI building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan u( the building design by a Building Designer (registered architect or prol'esslonal engmcert. When reviewed for approval by tine building designer, the design loadings shown must be checked to be sure that the data shown re lit agreement with the local building codes• local climatic records for wind or snow loads. project speciflcauons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not roily braced laterally by a property applied rigid ceiling, they should be bmced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator Shan review this drawing to verily that this ]-wing Is in conformance with the fabricator's plans and to ealiae a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knolhales. knots or distorted gram. sfcmbem shall be cut for light fitting world to wood bearing. Con. nector plates shall he located on Troth faces of the I-'- with -alb fully tmbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5- wide s 4- long. A &B plate is 6- wide x 8• long. Slots (holes) run parallel to the plate length specified. Double cats on web mclubcm shalt meet at the lentrold of the weirs unless otherwise shown. Connector plate sires ate minlurum sizes based on the forces shower and may need to be Increased for certain hand. ling anti/or erection stresses. This truss is not to be fabricated wllh fire retardant treated lumber unless otherwise shown. For additional Information on guality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES At bracing and ereelinn reconunendallom are to be fotrnved in accordance With'Handtng Installing 8 Bracmhr. 111E-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 muses In a straight and plumb pos- Itlon and for ressting lateral forces shall be designed and Instated by others. Careful hand. ling is essential and erection bracing is always required. Nomral precauuonary action for trusses requires such temporary bracing during Instillation between trusses to avoid toppling and dorninomg. The supervision of erection of musses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of eon lLruetian 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 applled to trusses until after all fastening and booting is-mpleled. JB: BAYBURY C 4 AC: 10# UPLIFT D.-L. TOP CHORDS: 2x4 SP f12 BOT CHORDS: 2.4 SP 42 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 3594 MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 r 5 00 2.50 1 0-3-8 ��_ 659N 2.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite s. All COMPresult RESSIONChords are lassurnedple dto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, Ver 1251nph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 ..BC...FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 1 20-0-0 E\CEP'l' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.0"EDOXI-327a6 Deiige: Afafrir Analyiii YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmuim on this drawing is not erection bracing. wind bracing, pomil bracing or similar bracing which b a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length, Provisions -rust be made to anchor lateral bracing at ends and specified locations determined by the building d Additional bracing of the memo structure may be required. (See HIB-91 of TPII. esigner. (Truss Plate Institute, 171. Is located at 583 D'Onofrio Dnve. Madison. Wisconsin 537191. JOB PATH: C:IT££-LOKUOBJ1125AfP/IIBRRC4 TI: B3 CITY:I ==_=====_=====Joint Locations=============-- 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL L 1g. Job: Dit'g: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 1.0.0 psr TOTAL 33.0 nsr 4-6-1 0-44-1 l 6 707N 3.50"100 Ij- 1 (Ro-11-9) scale = 0.3190 Truss ID: B3 Date: 6-27-02 DurFa - - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the dent. The designer disclaims any responsibility for damages as a result of faulty or inconect Information, speclllcatlons 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 fabrian- non, handling, shipment and irislallatlon of trusses. This inns. has been designed as an individual building component In accordance with AfJSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. Elie design loadings shown most be checked to be sure that file data shown arc 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 I- designed for storage or Occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lit tension are not fully braced laterally by" P-peril' applied rigid ceiling, they should be braced at a mattmum spacing of 10'-0- o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AST M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 PROVIDE UPLIFT CON14ECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T-- 0.08" RMB = 1.15 Prior to fabrication, the fabricator shad review this dmwing to verify Ulat this drawing is in conformance with the fabricators plans and to - - realize a continuing responsibility for such veri- fcallon. Any discrepancies are to be put In writing, before cutting or fabrication. Plates shall rat he installed over knotholes, knots or distorted grain. Members shad be cut for light fining wood to wood bearing. Con- nector plates shad be located on both faces of the Ennis with na1L. fully Imbedded and shall be sym. about the joint unless oUmrwtse shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is a- 4-10 wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs 0-4-1 unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. T1us truss is not to be fabricated with fire retardant heated lumber T lint- otherwise shown. For additional Information on Quality Control refer to I ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing m Bracing', HIB.91. Trusses are to be handled will. particular ore during banding and bundling. delivery and installallon to avoid damage. Temporary and Permanent bracing for holding trusses hi a straight and plumb pos- ition and for resisting lateral forces shad be designed and Installed by others. Careful hand. Img is essential and erection bracing is always requited. Normal precautionary action for trusses requites such temporary bracing during inslallal on between trusses to avoid mtoppling and doinoing. The supervisimn of erccti,n of trusses shad be under file control of persons cvperfenced in the Installation of Trusses. Pmresslonal advice shad be sought if needed. Concentration of construction loads greater than file design loads shall not be applied to bussesal any 1one. No loads other than the weight of the electors sha11 be applied to busses until after all tastening and bracing is completed. 0-3-8 I F5 00 2.50 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the ccmT->osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 -BC... 8- 7 2072 0.60 7- 6 2060 0.59 659# 2.50" y COSMETIC nTES (16) 2X4 20-0-0 EXCEPT AS SHOWN PLATES ARE TI-20 GA 'TESTED PER ANSI/TPI 1-1995 (!Mjaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Alolrit Analysis 14-0-8 YVAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Uracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinndar bracing which Is a pan of the building design and which must be considered Try the budding designer. Bracing shown is for lateral support of truss mermen Onlv• to reduce bucklumg length. 1'meisInn. must be made to anchor lateral bractng at ends and spec ftcd locations determined by the budding designer. Additional bracing ofthe overall structure may be required. [See HIB-91 of Tpd. thus Plate Institute. TPI. Is looted at 583 U'Onofrio Drive, Madison, ts'Lsconsm 53719). JOB PATH: C:ITEE-LOKUOBSI125UP11IBBRC4 TI: B4 QTY:2 ==============Joint Locations=== =========== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0--0 3) 10- 6- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL 5.00 Eng. Job: Dwg: Dsgnr: '1'Ly ICU: l C Live 16.0 psf TC Dead 7.0 psr I3C Live O.0 psf BC Dead 10.0 psr '1'07'A L 33.0 Dsf 4-6-1 04-1 I 6 707# 3.50"0-0 Ij� I (RU-11-9) scale = 0.3190 Truss ID: B4 Date: 6-27-02 DurFac - abr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15175- 3 11 CS: 06.02.02 DESIGN INFORMATION Thls 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, specificallons and/or designs furnished to the Iruss designer by the client and the correctness or accuracy of Ihls Information as it may relate to a spe- cdle project and accepts no responsibility or -eretaes no control with regard to fabnCr- llon. handling• shipment and Installation of trusses. This buss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incolporaled as part of the building design by a Building Designer freglslcred architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes. local cWnaue records for wind or snow lands, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced nl a maximum spacing of 10'-O' o.e. Connector Plates sha8 be manufactured boon 20 gauge hot dipped galvanized steel rlleeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcrlfy, that this drawing is In conformance with the fabdealor's plans and to ealze a continuing responsibility for such veri- firntton. Any dbcrepancles ore to Ix put in writing hefore cutting or fabrication. Plates shall not be installed over knothole,• knots or distorted grain. Alembem shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5s4 plate is 5' wide x 4' long. A &z S plate is G' wide x 8' long. Slots Ill.]-) run parallel to the plate length specified. Double cuts on web nemben shall meet at the cenuuld of the wen unless othenaise shown. Connector plate sues a minimum sues based on the forces shown and may need to be Increased for certain hand. Wug and/or erection stresses. This truss Is not to be fabllcated with fire nelarfant treater) 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 lit 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 pot. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. eng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppling and dominoing. 11te supervision of erection of trusses shall be under the control of persoos expertenced In the installation of trusses. Pear s onal advice shall be sought d needed. Concentration of cunstruetion loads greater than the design loads shall rlot Ix applied to I—— at any tune No loads other than the welghl of the c,_t_ shall be applied to musses unitl after all fastening and bracing N completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# 14AX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 __ WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wind Case- ASCE 7-98, C&C, V= 125aph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 0- r3S4 TI: H QTY:3 =_ ====Joint Locations============_ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-10-13 ------------ TOTAL DESIGN LOADS - Uniform PLF From, PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13. BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL 3Y4 3-2-13 9-10-13 J 209# 4.95" 4 + 423N 2.50" (R1 9-10-13 ol EXCEPT AS S11011Tn PLATES ARE Tull GA TESTED PER A11'Si/TPI 1-1995 WARNING: scale = 0.5812 READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: BBRC4 i"laronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING rnvg: Truss ID: H CONTRACTOR. Dsglir: TLY Cilk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: Bracing TIC Live 16.0 psr DurFac - Lbr. 1.25 shown on this drawing is not erection bracing, wind hmcing, portal bracing or similar bracing which is a paof the building design and which must be "" SAN FORD, FL. 32771 rt considered by Hon budding designer. Bracing (407) 321-0004 Fax (407) 321-3913 shown Is for lateral 1 C Dead 7.0 1nf DurFac - Pit: 1.25 support of cuss mnnnbas only to reduce buckling length. p1_1siuns must be TOMAS PONCE P.E. �a de to a cho actoverag8 t ends andspecified eci ied locations determined by the budding designer. BC Live 0.0 Psr O.C. Spacing: 24.0" bracatonic LICENSE #0050068 Fill- Plate Institute TPI. is located at 583 D'Onof I. required. Madison ;,,sconl's�on BC Dead to.o psr Design Criteria: TPI 1690 CREENBROOK CF.OtiEDO.Fl-327n6 . 53710). Cade DeSc. FI A Design: ,ifmrir Annhsrr JOB PATH: C:ITEB!_OKUOlISI125:1fPNIRBRC4 TOTAL 33.0 psf V:06.02.02- 15216- 6 HCS: 06.02.02 DESIGN INFORMATION This design I% for an individual building component and has been based on Information provided by the client. The designer disclaims any tesponsibility for damages as a result of faulty or Incorrect Information. specficatlons and/or designs funushed to the truss designer by the client and the correctness or accuracy If this fit onnalion as It may relate to a spe. elfic project and accepts no responsibility or e.:erelse+ on control -If, regard to rab l-- llon, morning. shipment and installation of trusses. This truss has been designed as an IndiiduaI building component In accordance with M $I/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Budding Designer (registered architect or professional engpteed. 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. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assunum compression chords Ilop or bottom) an conlbiu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid eeWng, they should be braced at a —matins spacing of 10`4r o.r.. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzcd steel meeting AS MI A 653, Grade 40. unless otherwise sl,own. FABRICATION NOTES Prior to fabrication• the fabricator shall review this diawtrlg to verify that this drawing is in conformance with the fabricators plans and to mallze a continuing responsibility for such ver,- llcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plate- shall not be Installed Over knotholes• knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both laces of the buss with nabs lofty mtbedded and shill be m sy. about the joint unless otherwise shown. A 5z4 plate Is 5- wide x 4- long. A 6x8 plate Is 6' wide a 8' long. Slots (holes) run parallel to the plate length specdlcd. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am mlNmuun sizes based on the forces shown and may need to be Increased for certain hand- bngand/or elect tun stresses. This truss is not to be fabricated with fire retardant treated Itunber unless otherwise shown. For additional information on Quality Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are la be followed in accordance with "Handling installing & Drawing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. [Lion and for resisting lateral forces shall be designed and Installed by others. Careful hand. Wig is essonual and erection bracing is always required. Normal premutlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supenision of erection of trusses shall be under the control of persons "Pen' need In the installation of tosses. Professional advice small be sought If needed. Concenlrallon of construction loads greater titan the design loads shall riot be applied to trusses at any [bite. No loads other than the weight of the erectors shall be applied to trollies until after an listening and bracing Is completed. JB- BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 41 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.00" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03n RMB = 1.00 3-7-6 0-311-13 Y- WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.4 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 1512 0.78 5- 4 -1601 0.88 2- 3 -136 0.36 3.54 1.77 0-4-15 1 5 I 201# 4.95" 1-5-0 (R1-4-11)e 9-4-8 EYCI'sPT AS SIIO%VN PLATES ARE T1,20 CA TESTED PER ANSl/TPl 1-1995 �M—aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOYLa2706 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dawing Is not erection bmeing, wind bracing, portal bracing or sbnllar bracing which is a part of the building design and which must be considered by the building designer. Bactg shown Is for laleal support of truss members only to reduce buckling length. Puovbions nmstbe made to anchor lateral bracing at ends and specified Ineatlons detemutned by the building desigiler. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffross Plate Institute. 171, Is located at 583 D'Onofno Drive. Madison, H'Isrnnsin 537 19). TI: HI QTY:2 1 ==============Jo.i.nt Locations=============== 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 5- 5- 2 4) 9- 4- 8 ------------ TOTAL DESIGN LOADS ------------- Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -36 9- 4- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 9- 9- 4 352 0 -306 TOP H-ROLL 0- 2- 8 200 225 -596 BOT PIN Eng. Job: Dog: Dsgur: TLY Cld:: TC Lire 16.0 psf TC Dead 7.0 psf BC Lire 0.0 psf 13C Dead io.o psf 'IYYI'A L 33.0 0-1-3 _b_ T 1-3-14 1 NO o-s-8 {(352# 1..5-0"064 I I (R0-5-S) scale = 0.5813 Truss ID: H 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Almrir Analysis JOB PATH. C:ITEE-L0KU0BSI125,11Pf11R8RC4 11r':S: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dbclatms any reliponslblllty 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 tills Wormatlon as it may relate to a spe. cific project and accepts no responsibility or 13cs no control with regard to fabrlm. Lion, handling. shipment and Instillation of trusses. Tills truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the build Ing design by a Bul ding Designer (registered architect or professional englnear). When n:viewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or — loads. pmlccl specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu. ously bated try sheathing unless otherwise -P—Mcd. Where bottom chords In lenslon are not fully braced laterally by a properly applied rigid ceBing. they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufaclured from 20 gauge hot dipped galvanized sled meeting AS NI A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify [hat this craving is In conformance with the fabricator's plans and to collie a coutnumg respo..IbWty for such vcti- ficatlun. Ally discrepancies are to be put bl writing before cutting or fabrication. Plates shall not be inslallod over knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Can. neclor plates shall be located on both faces of the truss with nalL fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 514 plate is 5' wide x 4- long. A 6.8 plate is 6' wide x 8' lung. Stars (holes) run parallel to the plate length spectfled. Double cuts on web uurnbeshall meet at thce e ntroid of the webs rs unless otherwise shown. Connector plate sues re mininumn sizes based on the forces shown and "nay need to be increased for certain hand- ling and/or erection stresses. Thu tros is not to be fabricated with fire retardant treated lu"nber unless otherwise shown. For additional tNorrnatlon on Quality Contml refer to ANSIMI 1-1995 PRECAUTIONARY NOTES AL bracing and erection recommendations are to be followed In accordance with -Handling Installing 13 Bracfng', 111I8-91. 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 muting 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 duthrg Installation between trusses to atrold toppling and dominoing. The supervision of erection of muse shall be under the control of persons experienced in the installation of trusses. Professlonal advice shall be sought If needed. Concentration of constiucUon loads greater than the design loads shall not be applied to trusses at any lime. No loads other than lire weight of the erectors shall be appiled to trusses until after at fastening and bracing is complecd. JB: BAYBURY C 4 AC.- 10 -UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2.4 SP #3 This 1-PLY truss designed to carry 201 0" span framed to BC one face 21 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support 2 290# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.0811 T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 3-3-1 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125ir>ph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 : 79 0.58 4- 3 0 0.77 r 5 00 TI: I 9TY:1 =_ =======Joint Locations=============_= 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS --------_ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 7- 0- 0- BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 --MAX. REACTIONS PER BEARING LOCATION--_ X-Loc Vert Horiz Uplift Y-Lot Type 0- 1-12 1253 169 -209 BOT PIN 6-10- 4 1253 0 -290 BOT H-ROLL 3X6 7-0-0 4 1254N 3.50" 3 i' 7-0-0 EXCEPT AS SHOWN PLATES ARE -rI,0 GA 'TESTED PER ANSI/'TPI 1-1995 (Maronda Systen's 4005 MARONDA WAY SANFORD, FL. 32771 (407)321.0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1800 GREENBROOK Cr.UVIEDO.FI-32766 Design: Maid4ndlpsis YYHKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or stinilar 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 It to anchor lateral bracing at ends and 5ii-Illed locations determined by the building designer. Additional bracing of lire Overall structure may be required. (Sce fflB-91 of TPII. fl'ross Plate Institute. TPI. Is located at 583 D'Dnnirto Drive, Madison. Wisconsin 537191. JOB PA771: C:ITEE-L0KU0n125dfp1118BRC4 3-3-1 t254M 3.50" Eng. Job: Dtvg: Dsgnr: TLY Chlc TC Live 16.0 psf TC Death 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf I'0TA►. 33.0 usf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFac - Lbr: 1.25 Durfac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA iiriz. n5 n, n, DESIGN INFORMATION This design Is for an Indh•Idual building component and has been based on Information provided try lire 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 1t may relate to a spe- cific project and accepts no responslbWty or ercism no contra( with regard to fabnca- ha ndling, shipment and In.L Ila Lion of trusses. This truss has been designed as an individual building component In accordance pith ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Ilegislened architect or pmf"slonal englneeri. %Vhcn reviewed for apploval by the building d"Igner, the design loadings sh-1, must be checked to be sure that the data shower are to agreement with the late 1 building codes. local climatic records for wind or snow loads. pmJeel specifications or special applied loads. Unless shown, truss has not Ieen designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are contmu- 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 lo'-o' o.c. Connector plates shall be manufactured Irom 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unles. otherwise shown. FABRICATION NOTES Prior to fabdcatlon, the fabricator shall review this drawing to verify that this drawing is In eonformanee with the fain -tor. plans and to realize a continuing responsibility for such veri. fication. Any dlscrepanelm are to be put In writing before cutting or fabrlellon. Plats shall not be Installed over krmlimles, knuts or distorted grain. Member shall be cut for light I'ditng wood to wood bearing. Can. nector pl teas shall be located on both faces of the miss 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.c 8- long. Slots (hot-) run paragel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are mlrdmum sizes based on the forces shown and may need to be increased for certain band- lingand/or ereumn stresses. This Ins. is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on 9uatity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconnmendatlons me to be followed W accordance with'HandWng 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- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ibmg Is essential and erection bracing is always requbed. Normal preoutionary action for trusses reclub" such temporary bracing during Installation between trusses to avoid IoppBng and dominoing. The Supervlsfon of erection of trusses share be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought ifneeded. Concentration of conslrucllon loads greater than the design loads shall not Ix applied to truss" al any time. No loads other than lire weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT U.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= EnCl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.1411 D=-0.1411 T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 J_ lbmkI WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. This truss is designed to hear 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 1 198# Support 2 99# Support 3 7# TC... FORCE ... CSI _13C...FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 4 275# 3.50" 1(Rat-11-9)� 0-0 ESCEP'1' AS SHORN PLATES ARE T1,20 GA TES'1'EU PER ANSI/TPI 14995 00 TI: J QTY:18 ==============Joint Locations==============_ 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 3-3-1 150# 2.50" 7-0-0 82# .501, Over 3 Supports C/L: 6-10-12 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: IMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING u"'g CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf SA NFORD, 'L. 32771 Bracing show, on this drawing is not ereellon hmcing, wind bracing, portal bracing or similar bmchmg which is a part of the building design and which must be 7 C Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 considered by the building designer. Braetng shown Is for lateral support of truss members only to reduce buckling length. Provisions must Ix BC Live 0.0 TOMAS PONCE P.E. made to anchor late-] bracing at ends and specified locations determined by the buddung designer. AddWnna) bracing of the overag psf LICENSE #00$0068 stiudure may he required. (See HID-91 o('n'g. (Truss Plate Institute. TPI. Is located at 563 13'0ncfrio 13C Dead 10.0 psf 1890 GREENBROOK Cr.0VIED0.FL32708 Drive. Madison. Wisconsin 53719). IOTA L 33.0 Auach \with (2) 10d Toe -Nails Allach N'ith (2) 10d Toe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - Lbr. 1.25 DurFac - Felt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Afauir .411d13,sis JOB PA771: C:17EF-LO.YUOBSU25,tfPHIBBRC4 HCS: 06.02.02 DESIGN INFORMATION This design is for air Individual budding component and has been based on Information provided by the client. The designer disclaims eny responsibility for darnagn as a result of faulty or Incorrect informatlon, specifications and/or designs lumished lu the truss designer by the client and the correctness or accuracy of this tnIO-r nlion as It may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrl-. urn, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In occoidamx with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as p,n of Ilte 1 Ik urg design by n Building Designer Iregistered architect or professional engager). 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 speclflmtlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom] are conllnu- ously braced by sheathing unless otherwise specified. Where bouctn chords In tension are not fully braced laterally by a properly applied rigid ceding. they should Ix braced at a maxmmm spacing of 104i o.c. Connector plain shad be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 553, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance w1Un the fabricators plans and to realize a continuing responsibWly for such vert- Ilouon. Any discrepancies arc to be put in writing before cutting or fabrimuon. Plaits sha8 not be Installed —cr knotholes. knots or distorted grail. Members ahad be cut for light fitting wood to wood bearing, Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be syr . 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) rim parallel to the plate length specified. Double cuts on web members shad meet at the cenlrold of the webs unless otherwise shown. Connector plate sun are minbnum sizes based on the form shown and may need to be increased for certain fraud. ling and/or erection stresses. This truss is not to be fabricated with file retardant treated limber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed in accordance with-Ifandllng lruta111n9 & Bracing', t11B-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. Itlon and for resisting lateral fares shall be designed and Installed by others. Careful hand. Ling is essential and a 11on bracing is ahway, required. Normal precautionary Acton for tnissm requires such temporary bracing during Instadatlon between trusses to avoid loppling and donunoing. The supervision of erection of trusses shall be under the control of expersons experienced In the Installation of trusses. professional advice Shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to musses It any time. No loads other than the weight of the erectors shall be applied to Irusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 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 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.28o MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00o MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00o RMB = 1.15 3-7-4 0-4-1 _L WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -59 0.44 4- 3 -21 0.32 TI: J 1 QTY:2 ==============Joint Locations=======-==-=--= 1) 1- 0- 6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 51 -99 Top PIN 0- 1-12 275 67 -198 BoT PIN 6-10-12 82 0 -7 BOT H-ROLL 1' 1-10-5 1.-4-12 3X4 I 2.50 1 0-3- CE�l CK 6 R fi I 275# 3.50" 31 1-0-0 l 151# 2.50" (RO-11-9) sz� 7-0-0 zi.Snlr I EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 R WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. ,lob: Imaronda Systems)] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. Dsgitr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcIng or similar bracing which Is a part of the budding design and which must be r sipnnei. TC Dead 7.0 psf 121-(106a Fax (407) 321-3913 considered by the brac nag Bracing shmvn b for lateral support of miss members only to reduce buckling length. Rrn-tsions must be made In anchor Literal bracing BC 1,IVe 0.0 TO(407) MAS PONCE P.E. LICENSE #0050068 at ends and specified locations determined by the budding designer. Addihanal bracing of the overall structure may be required. (See 11I8-91 of TPI. ffruss plate 11C Dead PSI` 10.0 1890 GREENUROOR C'r.0raEDO.F'L327G6 Institute. TPI, is located at 583 D'Onofdo Drive. Madison. R'Iscmnsln 53719). psf Design: Afmrir Anolysis JOB PAr/k C:ITEE-I.OKU08SI12SAfP111BBRC4 'l'OTAf. 33.0 psf Attach with (2) l0d Toe -Nails Attach with (2) 10d 'Foe -Nails scale = 0.5829 Truss ID: J 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 1K.S: (.b.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the event. The designer disclaims any r-ponsmWty for damages as a result of faulty or In"Onecl Information, specgtotlons and/or designs furnished to the I— designer by the client and the correctness or accuracy of this lnfomaUon - It may relate to a spe- cific pm[oct and acoepis no responsibility or uemises no control with regard to fabnca- two. handkng, shipment and installation of trusses. This thus has been designed - 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 Budding Designer (registered arehllecl or professional engineer). When reviewed for apploval by the building designer. the design landings shown mint be checked 10 be sure that the data shown are In agreement with the local building coda. lout elb,atie records for wind or snow leads, pro)ect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bolloml are contwu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced hiendly by a properly applied rigid ceding, they should be braced at a mazbnum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlud steel meeting ASTM A 653. Grade 40. --1— oberwbe shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in callomanee with the fabrtcato/s plans and to realize a continuing responsibility for such veri. fication. Any discrepaneta are to be put In writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grauh. Membersshay be caul far llght Otting wood to wind bearbhg. C"n- nectar plates shall be located on both faces of the Irusa wuh nails fully Imbedded and shad be sym. about the)oint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6a8 plate is (r wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on weh members shall meet at the eentrold of the webs unless otherwise shown. Connector plate: sue are minimum strcs based on the force shown end may need 10 be increased for certain hand. ling and/or erection stress-. This truss is not to be fabricated with floe retardant treated lumber hmles oiherudse shohvn. For addlUonal Information on Quality Control refer to ANSIIfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Instating m Bracing'. HIB-91. Trusses are to be handled with Particular care duaing banding and bundling, delivery and insullaaan to avoid damage. Temporary and permanent bracing for holding Inns- in a straight and plumb poa. Ilion and for resisting la(CMI forces shall be deigned and installed by others. Careful hand- ling is essential and erection bracing is always require' Normal preeulle-ary action for trusses requbc such temporary bracing during Installation between Ir MSM to avoid toppling and dominoing. The supervision of crectton of trusses shall be under the control of persons -perlenced In the Installation of trusses. Profess total advice shall be sought If needed. C.ocentration of mnstiuction loads greater than ale design bads shall not be applied to trusses at any It— No loads other than the -eight of 'he erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 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= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-7-4 0-4-1 WO: 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. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 6.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -ITC ... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -149 0.42 4- 3 -123 0.30 Q TIJ2 QTY:2 "___=_=_=====.joint Locations=====__======== 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION- X-Lac Vert Horiz Uplift Y-LociType 6-10-12 225 0 -266 TOP H OLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 266# Attach with (2) 10d Toe -Nails T 1-11-0 0-y11-0 1 T 14-1 Attach with (2) il0d Toe -Nails 2.50 l 0-3-8 _,J �j l 6-5-0 4 273# 3.50" 3 1_ 226X 2.50" 1 (RO-I t-9) 1 G-8-8 EXCEPT AS SHOWN PLATES ARE TI-20 �0-3-8 GA TESTED PER ANSIrfPI 1-1.995 (R0-2-14) Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 0REENBROOK CT.OtnEMPI-327W Design: Afatru Analysis YVAKMIYU! 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 swillar btacing which is a part of the building design and which must shown is for lateral support of he tse members onbe considered by the building deslgrmr. Bracing ly to reduce buckling Icngh. P-13lons 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 11I13-91 of MI. rrmu Plate Institute. TPI. Is located at 583 D'Onnfno Drive. Madison, Wisconsin 53719). JOB P.4TII: C:17EE-LOKU0BSII25MPH)BBRC4 Eng. Job: Dwg: Dsgfu-: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.5829 Truss ID: J2 Date: 6-27-02 DurFac ' Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA urc. /K Al n, DESIGN INFORMATION This design Is for an Individual building component and has been based on infomnallon provided by the client. The designer disclaims any msponsibWty for damages as a result, of f.iully or Incorrect hnformallon, sp—tr—lions and/or designs fumlshed to the truss designer by the client and the correctness or accuracy of this Information as It may slate to a spe- ctnc project and accepts no responsibility or —raises no control with regard to fabrica- tion. handling. shipment and wtallallon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he incorporated - part of the building design by a Building D-Igner hegnstemel architect or professional m engued. 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 Elie local budding codes, local climatic records for wind or snow loads, P Jett specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords 11op 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 cellmg, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge it., dipped galvanized steel meeting ASTl1 A 653. Grade 40. unless otherwise shmm. FABRICATION NOTES IN 1., to fabAcauon. the fabrlcntur shall wvlew thb drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ficallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over kn"thole, knots or distorted grain. Members shaft be cut for tight fitting wood to wood bearing. Con- nector plates shall ire located on both faces of the truss with nails fully I bedded and shall be sym. about the)olnt 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 w b members shaft meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes hued on the forces shown and may need to be increased for certain hand- ling and/or erection stress-. 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 All bracing and erection recommendations are to be followed In accordance with "Handling Installing 9 Brocing'. HID-91. Trusses are to be handled with particular care during banding and bundling, dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses lit a straight and plumb p-- Ition and for resisting Lateral Comes stall be designed and instilled by others. Careful hand. ling Is essential and erection bracing Is always mqufed. Normal precautionary action for trusses requires such temporary bmctng during Installation between trusses to avoid toppling and dominoing. The supervision of erection of Ems— shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought f needed. Con" rntralion of construction Inds greater than the design loads shall not be applied to trusses at any thee. No brads other than the wclghl of the erectors shall be applied to t--- until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-9-14 0-4-1 _L _F WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of MX11tiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# .TC...FORCE... CSI-.BC...FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3 QTY:6 ===--------===Joint Locations============_ 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL 5-1-5 1 2 �— 5-1-8 4 214# 3.50" 3 1-0-0 11O# 2.50" J-1-8 60# 2 50" EXCEPT AS S11O11rN PLATES ARE T1,20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supporls C/L: -04 1 (Maronda Systems 4005 MARONDA WAY SANFORD. FL.. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE 1/0050068 1990 GREEN9ROOK L7r.OVIED0.rt327Gr Design: r1/mrit Aiwlysis n►IMUNI,: 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 sindLu bracing which Is a part of lire building design and which muss be co-Idemd by the building de.sign— ❑racing shrnwt Is for late-'suppurt Of boss members only to reduce buckling length. Provisions nunst he made to anchor lateral b-clog al ends and specdlcd locations detennured by the building designer. i Additonal bracing of the overall structure may be required. IS- 11IB-91 of l'PII. rrmss Plate Institute. TPI, la located at 583 D'Onohiu Drive, Madison. Wisconsin 537191. JOB PATH: C:ITEE-60K1JOB.S1125AIPHIBBRC4 Allach 1vilh (2) 10d Toe -Nails Attach with (1) lull Toe -Nails scale = 0.7443 Eng. Job: WO: BBR Dwg: Truss ID: J3 Dsgnr: TLY Clik: Date: 6-27-02 TC Live 16.0 psf DurFae - Lbr: 1,25 TIC Dead 7.0 psf DurFac - Plt: 1.25 13C Live 0.0 psr O.C. Spacing: 24.0" 13C Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15182- 4 tics: 06.02.02 DE51GN INFORMATION This design Is for an Individual building component and has been based on lNormallon provided by the cdcnL The designer disclaims any responsibility for damages as a result of fa oily or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wonnation as it may relate to a spe- cific pmjeel and accepts no responsibility or erersea no control with reganl no fab,iea- llon, handling, shipment and lustallalion of trusses. This truss has been designed as an tndlvldual building component In accordance with ANSI/TPI 1. 1995 and NOS-97 to be incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings showy must be checked to be sure that the data shown are in agreement with the local building codes. Total climatic records for wind or snow loads. project specifications or specW applied loads. Unless shown, truss has riot been designed for storage or Occupancy loads. The deslgih assumes compression chords (top or botlomf are continu- ously braced by sheathing unless othervise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a --mum spacing of 10'-0' o.c. Connector Plates shall to 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 cenfomsnce with the fabricator's plans and to reallze a continuing responsibility for such vert. flcatlon. Any di—epando are to be put 1. writing before cutting or fabrication. Plates shad not Ire Insl.t ed Over knotholes, knots or distorted grain. hicmbers shall be cut for tight fitting wood to wind bearing. Con- nector plates shall ire located on troth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots lholes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shorn and may need to he Increased for certam hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Iwuber unless otherwise sham. For additional Infomwtion on Quabty 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 Installa0on to avoid damage. Temporary and permanent bracing for holding lasses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed try others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary brachig during tnslallallon between trls5es to avoid loppling and dominoing. The supervision of erection of trusses shall be under the control of poisons experienced In the toslalla0on of trusses. Professional advice shall be sought If needed. Cone"nlmUon of construction loads greater than Uhe design loads shall not be applied to 1--s- al any Mine. No loads other than the weight of the erectors shall the applied to trusses untilafler all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 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 1 173# Support 2 75# Support 3 5# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04n D=-0.04m T=-0.08n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00o RMB = 1.15 0-4-1 an 0-3-8 WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 fat, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W= 5.1 ft Truss in INTT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -43 0.24 4- 3 -16 0.17 214# 3.50" L 1-0-0 1 (110-11-9) 1 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/•I•PI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBRUOK C .O\"Foes. rn_v»an Derign: ,thurir Annlviir TI: J4 QTY:4 ==============Joint Locations=============== 1) 1- 0- 6 3) 5- 1- 8 2) 5- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LCIC Type 5- 0- 4 110 38 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 59 0 -5 BOT H-ROLL 110# 2.50" 5-1-8 60# 2 50" Over 3 Supports C/L: -0-4 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING rnvg: CONTRACTOR. Dsgnr: '1'LY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be TC Dead 7.0 psf considered by the budding designer. Bracing shown is fnr Lateral support of truss members only to reduce buckling length. Provisions must be made to I1C Live 0.0 hsf anchor lateral bmcing at ends and specified locations detemmhed by lire budding designer. Additional bracing of the overall structure may be required. (See f11U-91 of TPII. BC Dead 10.0 psf rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Dove. Madison. Wisconsin 53719). 1'01'AL 33.0 psf JOB P4T11: C:ITEE-LOKUOBS1125,ifP111BBRC4 Attach %vith (2) 10d Toe -Nails Allach with (1) 10d Toe -Nails scale = 0.7443 Truss ID: J4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 11CS. ns m ro DESIGN INFORMATION This design is for an Individual building component and has been based on Infonnaliun provided by the client. The designer disclaims any responsibility for damages as a result of faulty or lnconccl Infonnaliun, speeiflcatlons a d/or russ designs furnbhed to the tdesigner by the client and the correctness or accuracy of this idonnation as It may mlate to a spe. effle project and accepts no responsibility or 'ercbes no ennuol with regard to fabdea- tlon, handling, shipment and Installation of trusses. This truss has been designed as an ImlMdual budding component In accordance wllh ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan 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 most be checked to be sure that the data shown are In agreement with the local budding codes. loco ctunallc records for wind or snow loads. prof ct specifications or spechl applied loads. Unless shown, truss has not been designed for storage or occupancy, loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where, bottom chords In tendon are not fully braced laterally by a property applied rlgld ceding, they should Ie braced at a maximum spacing of 10'-0" o.c. Connector plates shall he manufactured from 20 gauge hot dipped gahanuixi steel meeting ASThI A 653. Grade 40. unless otherwise storm. FABRICATION NOTES Prior 10 fahricrtlon. We fabricator shall revlew this drawing to verify that this drawing Is In conformance with We fabdentoYs plans and to realize a continuing responsibility for such v i- f1milon. Any discrepancies art to be put In writing before culling 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 stall be located on both faces of the buss wish malts fully Imbedded and shad be sync. about the jnlnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) nil, µimpel to the plate length specified. Double cuts on web members shall meet at the ccntrold of lire webs unless otherwise shown. Connector plate sizes are mintmtun sizes based on the forces shown and may need to he Increased for cenaln hand. ling and/or erection stresses. This truss is not o be fabricated with fire retardant treated Zlumber unless otherwise shown. For additional ormalion 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 m Bmcing-. HI8-91. Tlusses are to be handled with funicular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a st.191A and plumb pos- Illon and for resisting lateral forces shad be designed and Insuded by others. Careful hand. ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during irstallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be tinder the control of persons experienced In the Installation of busses. Professional advice shad be sought If needed. Concentration of eonslrucLiun loads greater than the design loads shall not he applied to Itusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all lastenbrg and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 All COMPRESSION Chords are assumed to be continuously braced unless Noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125irph, H= 22.0•ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: BBRC4 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 (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 QTY:6 ==============Joint Locations=============== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 1 2 F—S (fU 1 9 ------ T 3-1-8 4 3 148H 3.50" 67H 2.50" 1"0-0 I 3-1-8 37H 2. 0" (120-11-9) E\CEI'7' AS SIIO%VN PLATES ARE T1,20 GA TESTED PER ANSUTPI 1-1995 (� 3 S C/L: 3-0-4 (Maronda Systems 1 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00&1 Fax (407) 321-3913 TOMAS PONCE P.E. LICGNSE #0050068 1890 GREENBRWK Cr.Ol9EDO.1`1_37766 Design: Matrir .lualplis Allach with (2) 10d 'foe -Nails At(acll Wltll (1) l0d Toe -Nails ter uppolis scale = 1.0563 WARMING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmvn on this drawing is not erection bracing, wind bmctng, portal bmcinq or similar bracing which Is part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral sup)ort of truss members buckling embers only to reduce bucing length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ove-1] sbucture may be required. IS" HIB-91 of TPI(. (Truss Plate institute. TPI. Is located at 583 D•Onofrio Drive. Mridsou. Wisconsin 537191. JOB P.4771: C:IT££-LOA ion cis oim pN l nnnr.f E'lig. job: Divg: Dsgnr: TLV TIC Live TIC Dead 13C Live ISC Dead TOTAL (Truss ID: J6 Cllk: Date: 6-27-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 I)sf O.C. Spacing: 24.011 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 ptir V:06.02.02- 15184- 4 1117S: 06.02.02 JB: BAYBURY C 4 Ak-'. IUff UPLIhI U.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on IniormaUon 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 infornalion as It may relate to a spe- cilic project and accepts no responsibility or exemises no control with regard to fabrica. tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component or accordance with ANSIMI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dolger (registered amldlecl or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assrmnm compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. where bottom chords In tension am not fully braced laterally by a properly applied rtgfd ceiling, they should be braced at a —Linurn spacing of 10`0" o.e. Connector plates shall be manufactured floor 20 gauge hot dipped galvanized steel meetirng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabilcalur's plans and to reallre a continuing responsibility for such veri- nation. Any dscrepanctes are to be put In wilting before cutting or fabrimton. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Jotnt unless otherwise shmvn. A 5a4 plate Is 5- wide s 4- long. A 64 plate is 6- wide - Ir long. Slob (holes) ism parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless olheiw-i a shmvn. Connector plate she, arc minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated knober unless otherwise shown. For additional bdornalion on Qualitv Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing S Bmctng'. 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. Itton and for resisting lateral lorees 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 evold loppinng and dominning. The supervision of ere<uan of trusses shall be under the control of persons Experienced In the nstaflauon of hisses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design hinds shall not be applied to trusses at any lime. No loads other than the wetghl of the erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 303# Support 2 1249 Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.001' T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00rn MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: B13RC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -25 0.17 4- 3 -13 0.13 TI: J7 QTY:4 ==============Joint Locations=============== 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 Bar H-ROLL 3-1-8 / I 2 I tin 2.50 0-3-3 2-10-0 4 3 143l/ 3.50" 1.0.0 I 67N 2.50" (RO.11-9) �9 3-1-8 36k 2. O" EXCEPT AS SHOWN PLATES ARE. TL20 GA 'TESTED PER ANSVI'1'I I-1995 Over 3 Supports C/L: 3-04 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-006.1 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOYI-32766 Ueaign: Afairix Anolytis YCKKNII IU: 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 r building design and which ,lost be considered by the building designer. Bracing shown Is fur lateral support of truss members only to reduce buckling length, provisions must he made to anchor lateral bracing at ends and specked locations determined by the building designer. Additional bating of the overall structure may be required (See HIB-91 of TTII. IT-" Plate Institute. Tpl, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Eng..lob: Divg: Dsgllr: '1'LY Cltk: 1'C Live 16.0 psr TC Dead 7.0 psf BC Livc 0.0 psf BC Dead 10.0 psf TOTA1, 33.0 nsf Attach {vlth (2) 10d 'Toe -Nails Attach will, (1) lOd Toe -Nails scale = 1.0563 Truss ID: J7 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:17FE-L0KU0RS11ZiA1P111RRRC4 1ICS: W.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on W-i- mallon provided by the client. The designer disclaims any responsibility for damage.. as a malt of faulty or incorrect Information, specifications and/or designs famished to the loss designer by the client and the correctness or....ey If this information as It may relate to a spe. edic project and accepts no responslbWty, or exercises no control with regard to labrica- lfon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance uIth 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 must be checked to be sure that tire data shown are In agreement nvilh the lord building codes, local climatic records for wind or snmv, loads. project specifications or special applied loads. UnI ss shown, truss has not been designed for storage or occupancy loads. The design assnnes compression chords flop or bottond are eontinu. ously braced by sheathing unless olhonv1b e spmi ied. where bottom chords in temlon are not fully braced Literally by a properly applied rigid ceiling. they should be braced at" ma.<unum spacing of 10,4r o.e Connector Plates simd Ix manufactured from 20 gauge hot dipped galvanized steel mceting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shall m%lcw this drawing to verif-v that Ihls drawing Is in conformance nvih the fabricator's plans and to ealue a continuing responsiblUty for such ven- flnllon- Any discrepancies are to be put In writing before cutting or fabricallon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for right fitting wood to woad bearing. Con- nector plates shall be located on both races of the truss ullh nails fully Imbedded and shag be syrnabout the Joint unless otherwise shown. A 5.4 plate Is 5' wide x 4' long. A 6V3 ptatc Is 6- wide x 8' long. Slats fholes) run parallel to the plate length speclned. Double cuts an web embers shall meet at the -ml.Ld of the webs unless "lher,vf- shrnvn. Connector plate sues are minimum sizes based on lire forces shown and may need to be Increased for certain hand. ling and/or erection sLresses. This truss is not to be fabricated with fire retardant treated lumber unless othennlse shovm. For additional infomnallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommenda Lions are to be followed in accordance wlth'llandling installing N Bracing-. NIB-91. Trusses are to be handled with p ltfcular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding losses in a straight and plumb pos- Ition and for resisting lateral forces shall he designed and Installed by others. Careful hand. Itng Is essential and erection bracNg Is always requied. Normal Precautionary action for trusses requires such temporary bracing during Inslallallon between trusses to avoid toppling and dominoing. The sull-istun of erection of Inures shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to muses al any lime. No loads other than the weight of the erectors shall be applied to trusses unid One, ail last-g and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwi.se. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 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= 0.00" D= 0.0011 T= 0.00rn MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 217# Support 2 46# Support 3 3# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 L 1-0-0 EXCEPT' AS SH01VN PLATES ARE T'L20 GA TESTEDOPER )ANSI/TPI FMaironda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDOYL-327m6 Design: Alarrir Analysis TI: J8 QTY:6 =_ ==Joint Locations=============== 1) 0- 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 1-1-8 4 3 83# 3.50" 25# 2.50" _+--- 1-1-8 13# 2.5 " 1-1995 Over 3 Supports C/L: L- -4 YVAKN1N(': READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Gracing strm n on this draaing is not erection bracing, wind bracing. Portal bracing or sindlir bmchng whleh Ls a part of the budding design and which must be considered by the budding d-iguer. Bracin shown 1. fir lateral s.PPon of truss members only to reduce. buckling length. Provisions must be g made to anclmr lateral bmeing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (-S- IIIB-91 of TPd. rrnrss Plate Institute. TPI. Is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB P.4171: C.17EF--I.OKUOBSi125AIpI71BBRC4 - Attach with (1) 10d Toe -Nails 0-9-11 Attach with (1) lOd Toe -Nails scale = 1.8187 Eng. Jon: W - BB R7 4 D%vg: Truss ID: J8 Dsgnr: TLtr Chk: Date: 6-27-02 TIC Live 16.0 psf DurFaC - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 Ifsf O.C. Spacing: 24.0" 11C Dead 10.0 psr Design Criteria: TPI Code Desc: FLA 1'U'1',1L 33.0 „�P /1CS: Q4 n7 n7 DESIGN INFORMATION This design is for an individual building component and has been based on Inlomna Uon provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect tnlomnalion. specdlmlions and/or designs fumlshed to the truss designer by the client and the correctness or accuracy Of Ihls Wonnallon as It may relate Io a spe. cific project and accepts no responsibility or exercises no control wUh regard to faini - non, handling, shipment and Installation of hisses. This truss has been designed as an Individual bulldog component to —o-dance with ANSI/TPI 1-1995 and NDS•97 to be Incorporated as part of the building design by it Building Designer (registered architect or professional englneerl. W11— revinved for approval by the building designer, the design loadings shown must be checked to he 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 rap, esslon chords (top or boltom) are eonllnu- .1y braced by sheathing unless otherwise spcedled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxboum spacing of 10`0' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel rneettng AS111 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review lhls drawing to verify that this drawing is In conformance with the fabricators plans and to rea8re a continuing responslbillly for such veri- fication. Any dlscrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed m•er knotholes. knots or distorted grain. Members shall be cut for tight fitting woof to wood bearing. Con- nector plates shall be localed on both faces of the truss with nails fully bnbedded and shall be synl. about the Joint unless otherwise shown. A 5x4 plate is 5' wide a 4' long. A 6a8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specllled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This muss is not to tic fabricated with fire rclaniant treated m luber 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 acciordance with'liandling Installing & Bracing. IIIB-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- Ilion and for --sung lateral forces shall be designed and Installed by others. Careful bond - ling is essential and erection bracing is o1—), required. Normal precautionary action for busses ree ubes such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the contml of persons cxperlcnced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to hisses at any lime. No loads other than the weight of the electors shag he applied to Inns —until after all lastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 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 1 216# Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00o T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00o MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: B13RC4 . WE: Analysis based on SiHfplified 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -8 0.02 4- 3 -4 0.01 TI: J9 QTY:4 =======-======Joint Locations========__=_=_= 1) 0- 7-14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 17 -46 TOP PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL lift 1 2 i 0OO 2.50 1 0-3-8 0-10-0 .1 0 83f1 3.50" 3 25# 2. 1-0-0 13# 2.5 " 0-8-9 0-2-1 t I (RO-11-9) 1-1-8 EXCEPT AS SHOWN PLATES ARE -1.1.20 GA 'TESTED PER ANSI/TPI 1-1995 CIL- 1- -4 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Joh: (Maronda Systems"Systems"11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgitr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: Bracing TIC Live 16.0 psf SANPOkD, f=L. 32771 (407) 321-0064 Fax (407) 321-3913 showil on this drawing Is not erection bracing, wind bracing, portal bracing or sbnilar bracing which Is a part of the buddin less and which nuts) Inc g' t y the bull designer. Bracing shown b for lateral support TIC Dead 7.0 psf TOMAS PONCE P.E. sn reduce of miss ranchers only to reduce buckling length. Provisions must be u kli made to anchor lateral bracing at ends and spectliul locations detennlned by [he visiondes) Additional bracing of the building grer' d'byol`Tt 11C Live 0.0 psf LICENSE #0050068 overall structure nnay be required. l$ee tenpin . frrues Plate Institute. TPI. Is located at 583 D'O—brio Drive, BC Dead ]0.(1 psf 1890 GRF.ENBROOK Cr.0l9EDO.Ft.a27r Addison. i{'Iscunsin 53719). TOTAL 33.0 psf At(ach With (1) l0d Toe-Naib rlllach {vilh (1) 10d Toe -Nails scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurFac 770. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afdlrir AnalJ'sis JOB WH: C:l7EE-L0KU0BS1125:NPNI8RRC4 11CS. 06.m m DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responslhWty, for damages as a result of faulty or Incorrect Information. speclOcations and/art designs furnished to the truss designer by the cdent and the correctness or aceuraey Of this Wornation 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 haseen bdesigned as an Individual building IF 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 e,gineed. When rtvievved for approval by the building designer, the design loadings shown must be checked to be sole that the data shown re In agreement with the local building codes, local climatic records for wind or snow loads. pmleet sPeculcaUons or special applied loads. Unless shown, thus has not been designed for storage or--Paney loads. The design assumes compression chords Ilop 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 maxtmum spacing of 10'-0- o.e. Connector plat- shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review fhb drawing to verify that this drawing 1, In conformance with the that plans and to raluc a continuing reyponslbWly for such verl. Ocatlon. Any dbcrepaneies 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 fluting wood to wood bearing Con- nector plates shall be located on both faces of the thus with nails fully Imbedded and ahnu be sym. about lhelolnt unless otherwise ahnw I. A 5.4 Phle b 5- wide x 4- long. A 6x8 plate Is 6' wide x 8- long. Slots (holm) run parallel to the plate length speelfled. Double cull on web members shall meet at. the cenlrold of the webs unless otherwise shown. Connector Platt sires are minimum sues based on the forces shown and may need to be Incased for certain hand. ling and/or erection sir—,-. This truss Is not to be fabricated with Ore retardant treated lumber unless otherwise shmm. For additional Wonnauon on Quadty Control refer to ANSIITPI 1-1995 PRECAUTIONARY NOTES AO bmeing and erection recommendations are to he followed In accordance with -Handling Installing & Bracing-, HIB.91. Trusses are to be handled with particular ore during banding end bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truss- In a straight and plumb pes- nlon and for reslstmg lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing Is ahvaya required. Normal Precautionary acllon for Iruss- require such temporary bmcing during Installation betiveen trusses to avold toppgftg and dominoing. Theer supIon of eretuon of trosa- shag be under the control of persons experienced in the Installation of lnrssa. Pmfeastonal advice shall be sought if needed. Coneenlrauon of construction loads 1p cater Ihan 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 truss- until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 St7iEDULE Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 WO: 9BRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC...FORCE ... CSI ..BC...FORCE ... CSI 1= 2 -448 6.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 .00 7-0-0 CANT: 2-0-0 6 1-0-0 370# 3.50" EXCEPT AS SIIO%VN PLATES ARE TL20)CA TESTED PER ANSI/TPI I-1995 FMar�onda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK Cr.0VIED0.1`I.32766 Deiign: Afalrir Analyrir TI: JA QTY:3 ==============Joint Locations= =_========== 1) 0- 7-12 3) 7- 0- 0 5 2- 1-12 2) 2- 1-12 4) 7- 0- 0 G) 0- 7-12 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 6-10-12 98 -430 -140 TOP PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLIr PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# Attach with, (2) T10d Toe -Nails I 3-3-1 Attach Will, (1) 10d Toe -Nails 9911 2.50" 7-0-0 46N .50" Over 3 Supports CIL: 6-10-12 rrHKN1Nks: 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 bmcing, portal bracing or sbnllar bracing which Is a part of the building design and which must be amstdered by the budding designer. orating shown Is for lateral support of Iruss 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. is" H(8-91 of TPII. rrm" Platt Institute, TPI, In looted at 583 D'OnoMo Drive. Madison, Wisconsin 53719). l08 PATH: C:ITE£-LOAU08SI125.UP11188RC4 Eng. Job: Dtvg: Dsgnr: TLY Clilt: TC Live 16.0 psf TIC Dead 7.0 psf HC Live 0.0 psf IIC Dead 1.0.0 psf TOTAL 33.0 s� f scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design Is for an Individual building component and has been bused on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speclBcatIons and/or designs furnished to the truss designer by the ellenl and the correctness or accuracy If this infornallun 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 Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered areli tecl or professional engineer). When reviewed for approval by the building deslgner, the design loadings shown most be checked to be sum 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 compresslon chords (lop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully bmced laterally by a properly applied rigid ceWng. they should be braced at a nimli um spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Poor to fabrication. the fabricator shall review tills drawing to verify that tilts dmwtng Is In conforrance with the fabricator's plans and to realize a continuing responsibWly for such veri- ❑cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight 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 thejolnt unless otherwise shown. A 5x4 plate is 5" wide x 4• long. A fail plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length ipecined. Double cuts on web members shall meet at the centrold of the webs unless otherwise shorn. Connector plate sties 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 fire retard to be fabricated with ant treated lumber unless otherwve shove. For additional information on quality Control refer to ANSI /TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recominendattons are to be followed In accordance with "Handling Installing A Bracing-. 1110-91. Trusses are to be handled with particular care during banding and bundling, delhery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- (tion and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domiratng. The supervision of erection of trusses shall be under the control of persons experlenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses ai any time. No loads other than One weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY FLOOR AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 1.2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind loadl TI: F 1 QTY:1 ==--==========Joint Locations============___ 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 5) 4- 1-12 23) 26- 2- 0 41) 16- 1-12 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-12 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 15) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 —f T-1— L 2 3 4 5 G 7 8 9 10 11 12 13 14 IS IG 17 18 l9 20 21 22 23 24526 22 1.5X3 N= L.5X3 1.5X3 3X4 X4 2X41-SX31.5\3LSX31.5.1'31.5X3LSX3L5X315r_3 61.5X3 15X3I-SX3LSX3—3X615X5 I.SX31.5X3 2X4 1.5X33X42X41.SX 4 1-4-0 �— _� 1-4-0 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 I.5X3 2X4 1.5X3 1.5X3 3X81.5X3 2\4 �- 1.5X3 1.SX3 1.5X3 1.5X3 1.5X3 1V=3X6 1.5X3 1.5X3 1.5X3 1.5X3 I.SX3 N= L.5X3 — 29-9-4 54 5' 22 51 50 49 48 47 46 45 44 43 42 4l 40 39 38 37 36 35 34 33 3231 0# 8.00" 0X 8.001, 29-9-4 EXCEPT AS SilON'N PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Cont. Support LMaronda Systems �- 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I890 GREENRROON Cr.0yIEI>0.FL32750 Design: Matrit Analysis IIUHKIVIIVIil: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this drawing is not erection bracing, wind bracing, portal bracing or sfmtlar bracing which Is a pin of the building design and which must be considered by the building designer. Bracing shown is for lateral support of Innss members only to reduce budding length- Prmislons 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. ISce ilia-91 of TPi). rrmss Plate Institute. TPI, is located at 583 D'Onnfrio Drive. Madison. Wisconsin 53719). !OB PA711: C:ITEE-LOK11OBSIBBR9F Studs ® 14-0 O.C. Eq. Job: Dog: Dsgttr: TLY Cltk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 usf CANT: 1-10-12 scale = 0.2251 Truss ID: F1 Date: 4-08-02 DurFac - Lbr: 1. 00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25.02- 10864- 2 TICS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information pravidcd by the client. The designer dlsciatms any resPat daily for damages as a result of fauhy or Incorrect Information. specifications and/or designs fumL hed to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- cific pmject and accepts no responsibility or exercises no control with regard to fabnca- Ilnn. handling. shipment and installation of truss". This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 anti NDS-97 to be Incorporated as pan of the building design by a Building Designer (reg,tcred architect or professional engto"r). 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 file local building cod", lord climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced IateralN by a properly applied rtgld eelling. they should be braced at a maximum spacing of 1014r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed 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 cordomance with the mbricatar's plans and 10 realize a continuing responsibility for such veri- fication. Any discrepancies are to be put m writing before culling or fabrication. Plates shall not be Instilled over knotholes. lams or distorted gram. Memtiern stall be cut for Eight fitting wood to wood bearing. Con- nector plates shall be located on bout faces of Elie truss with mans fully Imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots fholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centiold of the wells unless otherwise shown. Connector plate sizes are mlnbnum 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 othcrwve shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recononendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Truss" are to be handled with particular cane 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 resisting Lateral forces shall be designed and Installed by others. Careful hand- Ing is essentml 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 supen•Islon of erection of trusses shall be under the control of persons cepenenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to Iru-m at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 This truss is designed to bear on rfnsltiple 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=-0.14" D=-0.0511 T=-0.1911 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 30.0011 t}•p. WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. •** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.30 2- 3 -1629 0.34 3- 4 -1629 0.24 4- 5 -2062 0.37 5- 6 -2047 0.47 6- 7 -2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 -1989 0.37 12-13 -1989 0.44 13-14 -1989 0.53 14-15 -1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 11 2 3 4 5 G 7 8 91110 �- 8-0-14 1-7-14 LSX3 W=3X6 1.5X3 2X4 3X6 3X4 3X4 I-SX3 3X6 1.5X3 1-4-0 3X6 3X6 3X4 1.5X3 3X4 3X6 A '31 30 29 761# 2.25" 13-10-12 ..BC...FORCE... CSI 31-30 1390 0.39 30-29 2062 0.53 29-28 2047 0.77 28-27 2047 0.77 27-26 1323 0.51 26-25 -24 0.14 25-24 24 0.11 24-23 1286 0.40 23-22 1989 0.73 22-21 1989 0.73 21-20 1233 0.47 20-19 0 0.10 W=3X6 3X6 M. 1531# 3.50" 29-9-4 EXCEPT AS '11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00(4 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Hafar Analysis TI: F 11 QTY:9 --======-=====Joint Locations=============== 1) 0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0* 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TIC Vert L+D -435 29- 9- 4 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 12 13 14 21-11-6 14 4 3X6 LSX3 3X4 1.5X3 3X6 1.5X3 3X4 13-11-12 Over 3 Supports 435# 6 2X4 3X8 W =3X6 3X4 1-4-0 LSX3 3X10 R WAKNING: READ All NOTES ON THIS SHEET. Erg. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: BRACING WARNING: TC Live 40.0 Bracing shown on this drawing is not erection bracing, wind bracing, portal b-dag or similar bracing which is apart ofthe building d"Ign and which most be Considered by We budding designer. Bracing 7 C Dead 10.0 shown is for lateral support of truss members only to reduce buckling length. Prrn•Islons must be. BC Live 0.0 made to anchor lateral bracing at ends and speclled locations determined by the building designer. Additional bracing of the Overall structure may berequired. (See HIB.91 of TPI). BC Dead 5.0 (Truss Plate Institute. TPI, is lucated at 583 D'Onofno Drive. Padlsou. Wisconsin 53719). TOTAL 55.0 JOB PATH: CA7'FF.-I,OhVOBSIBBR4F 20 19 1492# 8.00" CANT: 1-10-12 scale = 0.2251 WO: BBRA Truss ID: F11 Date: 2-25-02 PSI* DurFac - Lbr: 1.00 psi DurFac - PIt: 1.00 psr O.C. Spacing: 24.0" Psr Design Criteria: TPI Code Desc: - risr V:01.25.02- 4885- 54 RCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclahns any responslbWty, 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 tills 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 buss has been designed ns an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated ns part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer, the design loadings shown must Ix checked to he sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow Inds. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes compression chords (lop or bottom) are conldnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension nre not fully braced laterally by a properly applied rigid ceiling, they should be braced at a nmxlrrnuru spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Ni., In fabrication, the fabricator shall review this drawing to verify than this drawing is In conform, nee with the fabric fors plans and to realise a cominuing responsibility for such verl- flcation. Any diserelrancies 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 [iglu fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na0s lu0y Imbedded and shall be sym. about lhejomt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mhninum 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 brfonnatfon on Quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing 8 Bracing", HIB-91. Trusses are to be handled with particular care during handing 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 dom(noing. The supervision of erection of tnrues shall be under the control of persons vrperiericed In the Installation of trusses. Professional advice shag be sought B needed. Concentration of construction loads greaser than the design loads shall not be applied to trusses at any If—. No loads other than the weight of the erectors shall he applial to trusses until after all laslening and bracing is completed. .ru. ire r own i rLUUK At—: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 3-4x2 SP #3 GABLE STUD: 4x2 SP #3 3 WO: BBRAF WE: ***+ Truss NOT designed for wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! 7 8 9 10 TI: F2 QTY:1 =============-Joint Locations=============== 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4. 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 14 15 16 17 jg j9 L5X3 1.5X3 N= LSX3 1.5X3 W=3X4 2X4 1.5X3 LSX3 2X4 L5X3 1.5X3 2X4 1.5X3 1.5X3 4X6 1.5X3 1.5X3 2X4 1.5X3 1.5X3 2X4 Ull II U —T' —rr 2X4 Nl'=3X4 N= LSX3 1.5X3 2X4 1 1.5X3 4X6 L5X3 2X4 '40 39 38 37 36 35 34 33 32 31 30 2.% 27 26 25 24 23 0# 8.001, 22 2l 0# 8.001, r 19-9-4 1 EXCEPT AS SHOWN PLATE'S ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Cmlt. Support Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CI'.OVIEDO.F1.32766 Design: ,tfddrit Analysis r11HKM1I41j: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erecllon hncing, vivid hnchig, portal bracing or simlb r braring 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. Provision., must be made to anchor lateral bracing at ends and spectfied locations determined by the building dcalgner. Additlonal bracing of the overall structure may be required. IS" HIB-91 of TPI). rrniss Plate Institute. TPI, is Irnlaled at 583 D'Onofdo Drive, Madison. Wisconshn 53719). JOB C4771: C:17'EE.LOKUOBSIBBRAF Studs ® 14-0 o.c. 119 Job: Dwg: Dsgiir: TLY Chk: TIC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf scale = 0.3389 Truss ID: F2 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac -Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TP,1 Code Desc: V:12.03.01- 10675- ' HCS: 11.28.01 DESIGN INFORMATION Thls dcslpn Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- c.ne project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and InstalWUon of truss-. 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 Budding Designer iregislcrcd architect or professional enginreri. 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 cod-. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for sloragr, or occupancy loads. The design assumes compression chords (top or bottom) are Conti - ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rlgld ceiling. they should be braced at a maximum spacing of 10'-0' o- 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 drawling Ica vertfy that this drawing is In conformance with the fabricators plans and to reallm a continuing responslbWty for such veri- ❑eation. Any discrep—Ira are to be put in writing before cutting or fabrication. plates shall not be instaded over knotholes. knots or dblotted grain. Munbers shall be cut for Ught flitting wood to wood bearing. Con- nector plates shall be located on both fiat— of to truss with nails fully Imbedded and shall be syrn. 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 fholes) run parallel to the plate length specified. Double cuts on web rnembers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- bng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless aUerwbe shown. For additional Wormaton on guadty Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wish *Handling Installing R Bracing". HIB-91. Trussesare to be handled with particular pre during banding and bundling, delivery and instalaton to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlou and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppdrtg and duminoing. The supenision of erection of trusses shall be under the control of persons experienccd in the installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the d-Ign pods shall not he applied to trusses at any time. No lands other than the weight of the erectors shall be applied to truss- until after all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.00 1-4-0 30.00" I t3'p. I/ I1 2 2X4 4X8 WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assutned to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -3495 0.48 3- 4 -3495 0.46 4- 5 -4311 0.98 5- 6 -4311 0.70 6- 7 -3466 0.64 7- 8 -3466 0.42 8- 9 -3466 0.57 9-10 0 0.39 ..BC...FORCE ... CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 �— 1-641 I.SX3 'iyd I cVz TI: F21 QTY:7 =====__ =====Joint Locations=============== 1) Oa 0- 0 7) 14- 5- 8 13) 11-11-12 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 9 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 4) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6) 11-11-12 12) 14- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift y-Loc Type 0- 3- 6 1087 0 0 BOT PIN 19- 5-14 1087 0 0 BOT H-ROLL ,�- T4�i1�1 � ■�r_nr_ W 1— f .J.IJ 31 117 16 15 14 1087# 6.75" 19-9-4 EXCEiyr AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.F1.32766 Design: Alalrit Analysis YVAKNINU: 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 deign and which must be considered by the budding designer. Bracing shown Is (or lateral support of truss members only to reduce buckling length. Provisions must Ie made to anchor lateral bracing al ends and specNed locations detennined by the building designer. Additional bracing of the overall stuctme may be required. is" 1118-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Erg. Job: Divg: Dsgnr: TL7r Chk: TIC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 Dsf 4X8 1087# 6.75" scale = 0.3389 Truss ID: F21 Date: 2-04-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PA771: CA EE-LOXUOBSIBBRAF 11CS: 11.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been bused on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this inforimnion as It may relate to a spe- egic project and accepts no responsibility or exercises no control with regard to fabria- ton. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TP1 1.1995 and NDS-97 to be Incorporated as pan of Lhe 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 climatic records for wind or snow lads. proect specglotlons or special applied bads. Unless shown. Lruss has not been designed for storage or occupancy lads. The design issurthes compression chords Bop or bottom) are continu- ously braced by sheathing unless olhenise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal anUed 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 la In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing Wore cutting or fabrication. Plates shag not be installed -11 luvothules. knots or distorted grabs. Members shall be cut for Light filling wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shag be Vat. about the Jotnl unless oLherwlse shown. A 5.r4 plate Is 5' wide x 4- long. A 6s8 plate is 6' wide x 8' long. Slots (holes) con parallel to the plate length specified. Double cuts on web member shall coed at the centrold of the weln unless otherwise shmvn. Connector plate sites are nninlm un sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not tfabricated with fire retardant treated lEer unless otherwise shown. For additional into on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and eredlon recommendations are to be followed In accordance with "I landling Installing @ Bracing', IIIB-91. Tmsses are to be handled with particular care during banding and bundling. delivery and hnstalation to avoid damage. Temporary and permanent. bracing for holding trusses In a straight and pl unb pos. Ilion and for resisting lateral forces shall be designer] and Installed by others. Careful hand. Ling Is essentlal and erection bracing Is always required. Nomnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dorrtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought V needed. Concentration of construction lads greater than the design lads shall not be applied to trusses at any if nc. No loads other than the weight of the erccfors shah be applied to trusses until after all fastening and bracing Is completed. Jib: bAYbURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L=-0.33" D=-0.12" T--0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 30.00" typ. WO: BBRAF WE: - 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.28 2- 3 -3337 0.40 3- 4 -3337 0.41 4- 5 -3979 0.90 5- 6 -3979 0.62 6- 7 -3221 0.61 7- 8 -3221 0.37 8- 9 -3221 0.64 9-10 44 0.49 ..BC...FORCE ... CSI 17-16 2035 0.58 16-15 2035 0.49 15-14 3997 0.91 14-13 3979 0.98 13-12 3979 0.98 12-11 1920 0.46 TI: F23 9TY:3 =--====-=== ==Joint Locations============__= 1) 0- 0- 0 7) 13-11-12 13) 11-11-12 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 4 3) 5- 3-12 9) 16- 6- 8 15) 5- 3-12 4) 7-10- 8 10) 19- 6- 8 16) 3- 6- 8 5) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 0 6) 11-11-12 12) 13-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1050 0 0 BOT PIN 19- 0- 4 1099 0 0 BOT H-ROLL 11 2 3 4 5 6 7 8 9 1 11-2-88 - I - 1-5-0 2X4 4X8 1.5X3 ixd t cvz ��.. 4X8 1.5X3 ■ NAM � �tttttt��■■�� \I�11 JAII I.� CS 3X8 4X10 I1 M Y I9_G_R 117 1051# 6.75" 15 r 19-6-8 EXCEPT' AS SHOWN PLATES ARE TL20 CA TESTED PER ANSWITI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0yIED0.Ft327W Design: Afaldr Arlatvsis 4 13 YYAKNING: 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 sbnuar bracing which Is apart of the building design and which must le considered by the building designer. Bracing shown is for lateral support of truss rrentlers only to reduce buckling length. Prwlslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tine overall structure may be required. (See t1B-91 of T'pll. (Truss Pink Institute. TPI. Is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). JOB PATH: C:I7'EE-LOKVOBSIBBRAF 12 Eng. Job: uwg: Dsgar: 'rLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psf 13C Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 usf 1-4-0 ill 1100N 3.501CANT: 04-8 scale = 0.3429 Truss ID: F23 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infonnatlon, 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 e mIses no control with regard to fabnca- Uon, handling. shipment and Installation of musses. 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 tregistered amhltect or professional engineer]. When reviewed for appronal 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. Iocal climatic records for wand or snow loads• proect 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 mnllnu. ously bmeed by sheathing unless otherwise specified. %%here bottom chords In tension are not fully braced Laterally by a properly applied rigid telling, they should be braced at n maximum spacing of 10'-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped g th izcd sled meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall r-Icw this drawing to verify that this drawing Is in consul uan" with the fabricator's plans and to mallet a continuing responsibility for such verl- flcatlon. Any discrepancles are to be put in writing before cutting or fabricallon. Plat" shall not be Installed over knotholes, knots or distorted grain- Members shall be cut for tight fitting woof to wood tearing. 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 Sao plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 9- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs I - ." otherwise shown. Connector plate sizes re minimum sizes based on the forces shoran 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 & Bracing'. HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and inslallatIon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Itlon and for resisting lateral fore" shall be d"Igned and Iutallal by others. Careful hand- ling is essential and ermUon bracing is always requbcd. Normal precauuonary action for truss" requires such temporary bracing during Installation between (niss" to avoid toppling and dominoing. The supervision of erection of trusses slu l 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 shag not be applied to truss" at any lime. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JD: DAYbURY tLVVK AC:: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 L=-0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.00 WO: BBRAF VVE; ® This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 5- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 11 2 3 4 56 7 8 9 10 Ee - 5-114 04-0 14-0 1.5X3 1.5X3 1.5X3 11'=3X6 5X8 4X6 4X6 3X4 1.5X3 3X6 5X10 6X8 6X8 6X8 3X4 3X6 ff9 1511# 6.75" 19-10-12 590N 30.0011 t3'p. ..BC ... FORCE. ..CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 -71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 13 14 1.5X3 1.5X3 4X10 1.5X3 %1'=3X6 3X6 6X12 4X6 30 29 196t# 3.50" 35-9-4 EXCEPT AS lO%VN PLATES ARE TL20 GA TESTED PER ANSIPPPI 1-1995 (Maronda Systems 1 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050063 1890 GREENBROOK Cr.0yIEDOYE-32766 Design: Marra Analysis TI: F3 QTY:2 ===____----===Joint Locations=============== 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-12' 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 13) 19- 9-12 26) 26-10-12 ------------ TOTAL DESIGN LOADS ----- Uniform PLF From PLFTo--- TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 BC Vert L+D -590 5-11- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 HOT H-ROLL 21 27-11-8 -� �_ 2-0-0 43511 1.5X3 14-0 3X6 fir=3X6 3X4 1.5X3 3X8 3X4 3X4 3X6 1.5X3 3X4 1.5X3 %V=3X6 3X10 I� 28 27 26 25 24 2 1492# 8.0011 CANT: 1-10-12 13-11-12 Over 3 Supports VVAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showm on this drawing is not erection bracing. wind bracing, portal bracing or sbnllar bracing which Is a Part of the building design and which must be considered by the building designer. Bncing shown is for lateral support of truss mernbers only to reduce buckling length, l'rnndslons nmsl 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 IIIB-91 of irl). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. %%consin 53719). JOB PA711: CATEE-LOKIJOBSIBBRAF scale = 0.1873 Eng. Job: BRAF Dwg: Truss ID: F3 Dsgur: TLY Chet: Date: 3-14-02 TC Live 40.0 psi' DurFac - Lbr: 1.00 TC Dead 10.0 psr DurFac - Pit: 1.00 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 5.0 psr Design Criteria: TPI Code Desc: TOTAL55.0 psr V:01.25.02- 983 - 4: HCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Irulormalion Provided by the client. The designer disclabris any r.pon,lbWty for damages as a result of faulty or In oromt bdornnation. 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 responslbWly, or e erclsm no control with regard to fabrlea- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When rcvlc.ed for apprmal by the building designer. the design loadings shown must be checked to be sure that the data shorn are In agreement with the lord building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been desfgned for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10`0' O.C. Connector plates shall be manufactured from 20 gauge hot dipped gahanlmd sfeel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing in verify that this drawing is to confonnanoe with the fabricator's plans and to realize a continuing responsibility for such verl- rntion. Any dbcrepancf- ate 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 wool to wood bearing. Con. rector Plates shill be located on both faces of the truss with nails fully Imbedded and shaft be syn. about the Joint unless otherwise shown. A 5x4 pl to is 5" wide x 4" long. A 6.x8 pL to is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shaft meet at the centmfd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless ntherwtsc shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and cmellon recomirnendallons are to be followed In accordance with "Handling instilling A Bmcing". 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 ["stalled by others. Careful hand- ling Is essential and em,cllon bracing Is always required. Nonnal precautionary action for trusses requires such temporary bracing during itstallat)on between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the losaftation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater b than the design ads shall not be applied to trusses al any time. No lards other than the weight of the erectors shad he applied to trusses until after allfastening and bracing is completed. JD. o/1YDUKY rLuVK AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP #2 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind load! MAX LIVE LOAD DEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.01 tvp. 11 WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 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. ..TC... FORCE ... CSI 1- 2 0 0.19 2- 3 -3762 0.97 3- 4 -3762 0.63 4- 5 -4505 0.66 5- 6 -4505 0.29 6- 7 -4505 0.47 7- 8 -3414 0.54 8- 9 -3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 -1974 0.37 13-14 -1974 0.31 14-15 -1974 0.52 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 11 2 3 4 5 6 7 Fi-- 6-3-12 �- 1-10-8 1-4-0 1V=3X6 3X6 6X12 3X6 6X8 3X6 3X4 4X8 6X8 3X6 NV=3X6 6X8 N=2X4 .3-3 s2 31 30 1090N 6.75" 19-10-12 ..BC... FORCE ... CSI 33-32 2132 0.90 32-31 3762 0.73 31-30 3762 0.73 30-29 4206 0.43 29-28 4206 0.99 28-27 1982 0.55 27-26 -76 0.00 26-25 1269 0.33 25-24 1269 0.43 24-23 1946 0.89 23-22 1946 0.89 22-21 1223 0.55 21-20 0 0.09 TI: F31 QTY:1 ==--====---===Joint Locations=============== 1) 0- 0- 0 12) 22- 6- 8 23) 26-11- 0 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-12 15) 26-11- 0 26) 19-11-12 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8- 4 19) 35- 9- 4 30) 9- 6-12 9) 17- 3- 0 20) 35- 9- 4 31) 7- 3-12 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LEIS Location TC Vert L+D -435 35- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LoC Type 0- 3- 6 1089 0 0 BOT PIN 19-10-12 1859 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 10 11 12 1314 15 16 17 27-11-12 [c,- 2-0-0 1.5X3 1.5X3 1.5X3 4X8 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 3XI0 W=3X6 3X6 1.5X3 3X4 3X6 4X6 8 27 2Q5 24 1860N 3.50" 35-9-4 EXCEPT' AS 11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ■ Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOK Cr.OMDO.rt.32766 Design: hfmrit Analysis YCKKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a pan of the building design and which nmst Ir. consideral by the huiding designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Ptovlsions ,just be made to anchor lateral bmcing at ends and spccUcn ed Iouloits detenmerl by the building designer. Additional bracing of the o,e 11 structure may be required. (See ilm-91 of TPq. rrmss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, w'tsconsfn 53719). JOB PATH: C:17'EE-IAR000SIUHRAF 13-11-12 j 435N 1-4-0 3X4 3X4 1.5X3 3X 10 21 2 1492N 8.00" CANT: 1-10-12 scale = 0.1873 Eq. Job: Dwg: Dsgitr: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTA 1, 55.0 Dsf Truss ID: F31 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:12.03.01- 10679- 11C8: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Informaton provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect InfonnalJon, 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- clftc project and accepts no responsibility or exercises no control with regard to fabrim- Uon. 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 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 lire 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 sp cUled. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid oeWng. they should be braced at a mulmum spacing of 10'-O' o,e Connector plates shall be manufactured from 20 gauge hot dipped galvanVed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabncation, the fabricator shall review this drawing to verify that this drawing In In conformance with the fabricators plans and to realize a continuing responsibility for such ven- ncalan. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Ilglnt filling wood to wood bearing. Con- nector places shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about lhejolm unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (hales) run pamliel to the plate length spectriied. Double cuts on web members shall meet al the centrald of the webs unless otherwise shown. Connector plate slim are minimum stirs based on the fortes shown and may need to be Increased for certain hand. ling and/or creel ton stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional Information an Quallty Coniml 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 par - Ilion 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 wsses requUo such temporary bracing during Installation between trusses to avoid toppling and dombnuing. The supervision 'if erection of trusses sl,atl be under the control of persons experlenced In tine Instalaton of trusses. Professional advice shall he sought If needed. ConcentmUon of construction loads greater than the design loads shall not be applied to misses at any time. No loads other I tan Um weight of the erectors shall be applied to trusses until after an fastening and bracing is completed. JO: DAYt3URY I-LUUH AC: ***** CUTTING ONLY -- TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TI: F33 QTY:1 ========-=====Joint Locations--============= 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0, 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 l Z 3 4 5 67 8 9 10 11 12 13 14 1'5 16 17 18 19 202122 23 242526 27 28 2!80 31321 14-0 1.5X3 N=1.5X3 1.5X3 LSX3 1.5X3 L.5X3 1.5X3 1.5X3 W=3XG 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 1.5X3 3X4 I.5X3 14-0 3X4 LSX3 1.5X3 3X4 1.5X3 1.5X3 L.5X3 1.5X3 1.5X3 1.5X3 1Y=3XG1.5X3 3X4 1.5X3 3X4 3X4 I 3X4 1.SX3 I.SX3 1.SX3 1.SX3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3XG 3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 L5X3 3X8 I 58 of 8.0011 53 52 51 50 35-9-4 EXCEPT AS SIIO11'N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK Cr.0VIE00.FL327GG Design: Afarm Analysis YVAKn114V: 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 ercclfon bracing, wind bracing. portal bracing or sin) lar bracing which is a Part of the building design and which must fit 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 deterrnbned by the building desl)Snnr. Additional bracing of Bit meraU structure may be required. IS= IBB-91 of TPIi. (Truss Plate Institute, TPI. is looted at 583 D'Onofdo Drive. Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKUOBSIBBRAF 43 42 414039 38 37 365 343J of 8.0011 CANT: 1-10-12 Stubs ® 14-0 o.c. scale = 0.1873 Eq. Job: WO: BBRAF Dwg: Truss ID: F33 Dsgnr: TLY Clik: Date: 2-25-02 I'C Live 40.0 psf DUfFpC - Lbf. 1.00 TC Dead 10.0 psf DUrfac - Pit: 1.00 13C Live 0.0 psf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 usf \/.nl oc nn wee1 11 NCS: 12.19.01 DESIGN INFORMATION ThLs design Is for an individual building component and has been based on Information Provided by the el enl. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy Of this Information as it may relate to a spe- edic project and accepts no responsibWly or exercises no control with regard to fa irica- uon, handling, shipment and Inswllauon of trusses. This truss has I- 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 engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local 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 specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid telling. 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 AS I,i A 653. Cmde 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 responsiblity for such ven- ncation. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Installed over knuholes. knots or distorted gmin. Members shall be cut for tight fitting wood to wood bearing. Con - nectar plain shall be located on both faces of the truss with -Us fully imbedded and shag be sym. about lhejolnt unless otherwise shown. A 5s4 plate is 5- wide x V long. A 6x8 plate is 6' wide x 8- Inng. Slots (holes) nun parallel to the plate length specified. Double cuts on web members stw8 meet at the centrold of the webs unless olherwi a shown. Connector plate sizes are minimum sizes based on the forces shown and may need I. be Increased for certain hand- ling and/or erection stress". This truss la not to be fabricated with fire retardant treated lumber unless ofher"Ise shown. For additional Ulf ornaLion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance tsilh'Handling Installing h Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avold damage. Temlorary and permanent bracing for holding truss" 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 pm=uuomry action for truss" requires such temporary bracing during Insiallaton between trusses to avoid loppllng and dorninoing. The supervision of erection or trusses shall be under the control of persons experienced In the InslalaUon of cusses. 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 line erectors shall be applied to trusses until after all fastening and bracing Is completed. JD: bAYbUKY I LWUK AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L=-0.16" D=-0.06" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 30.00" 1. t3'p. 1.5X3 4X6 ®I.SX3 1-4-0 4X6 I .S X3 0018 2X4 %V=3X4 3X10 0 19 1'8 i7 CANT: 3-4-14 1185# 3.50" WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss -NOT- designed for wind load! ..TC... FORCE...CSI 1- 2 0 0.23 2- 3 513 0.45 3- 4 513 0.45 4- 5 -2212 0.34 5- 6 -2212 0.37 6- 7 -2190 0.59 7- 8 -2190 0.68 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 ..BC ... FORCE ... CSI 19-18 51 0.24 18-17 1496 0.39 17-16 1496 0.38 16-15 2190 0.77 15-14 2190 0.77 14-13 1432 0.48 13-12 0 0.09 4 5 11-4-2 I I [a- 2-0-0 r6 1.5X3 3X4 1.5X3 3X6 1.5X3 3X4 16 15 i 19-4-6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPi 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr. OV1EDO.FL32766 Design: Aldfrit Armlpsfs IIYHKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bran Bracing showon this drawing is nest twellon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the bulldhlR designer. B,aclmg shown is for lateral support of truss nennbers only to reduce buckling Icngth. 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. (Sec. Ilan-91 of Tpl). frmss plate Institute. TPI. Is ]-led al 593 D'Onofno Drive. Madison, Wisconsin 537IQ). TI: F4 QTY:3 __---= ==-=====Joint Locations--------------- - ---- 1) 0- 0- 0 8) 14- 8-10 15) 10- 3- 6 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10- 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 4) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0 6) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 ------------ TOTAL DESIGN LOADS ------------ - Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Concentrated LBS Location TC Vert L+D -435 19- 4- 6 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 6-10 1184 0 0 BOT PIN 17- 1-10 1447 0 0 BOT H-ROLL 435# S 9 ill I? 3X8 1V=3X4 2X4 3X4 ::Sj 1-4-0 3X10 1.5X3 13 121 1447a 8.00" CANT: 1-10-12 scale = 0.3460 E°g. Job: WO: BBRAF Dsvg: Truss ID: F4 Dsgnr: TLY Chk: Date: 1-03-02 TC Live 40.0 Nsf DurFaC - Lbc 1.00 TC Dead 10.0 psr DurFac - Pit: 1.00 BC Live 0.0 psr O.C. Spacing: 24.011 BC Dead 5.0 I,sr Design Criteria: TPI Code Desc: TOTAL 55.0 ncr v•in n'li n, JOB PA77i: C:ITEE-LOKUOBSIBBR,4F HCS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. cl]k project and accepts no responsibility or "erclses no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has I<en designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building d"ign by a Building Designer (registered architect or professional engbued. 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 cedes. local climatic records for wind or snow lads, project specirlenllons or special applied lads. Unless shown. I— has not been destgued for storage or occupancy lads. The design assunles compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In (elision are not fully braced lateral])' by a properly applied rigid ceiling. 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 ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall rcriew this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responslbl]lty 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 he cut for tight fitting woof to wood bearing. Con- nector plates shall be located on both faces of the truss with --[Is fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6.s8 plate is 6' wide x 8' long. Slots Ihol") ran paml]cl 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 sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with (lie retanla it treated m luber unless othewlse sh—ti. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Just.Wng A, Bracing". f1I8-91. Truss" are to be handled with particular care during banding and bundling, delivery and Iulaliition to avoid damage. Temporary and pemmnenl bracing for holding trusses In a straight and plumb pm - Ilion and for resfsting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing Is always required. Normal preaullonary action for trusses requires such temporary bracing during InstallatIon between trusses to avoid toppling and dombloing. The supervision of erection of trusses shall be under the control of persons experienced In the hnstallation of trusses. Professional advice shall be sought if needed. Concentration of cons"cuon lads greater than the design lads shall not be applied to truss" at any time. No load, other than the wdghl of file erectors shall be applied to trusses until after all fastening and bracing is completed. ju. un I DUK i rLUUN A(—: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/813 at JOINT # 9 L=-0.17" D=-0.06" T=-0.23n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WO: BBRAF WE: MULTIPLE LOADS -- This design is the OMite ult of �lasedtAll COMPRESSIONChords aress loads. do be continuously braced unless noted otherwise This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -2075 0.40 3- 4 -2075 0.50 4- 5 -2040 0.71 5- 6 -2040 0.91 6- 7 878 0.51 7- 8 878 0.51 ..BC...FORCE ... CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 30.00" typ. 1�— 16 0 2 3 4 8-0-R ---� —� 2-0-0 I -S X'3 _ _ LSX3 1-4jI-0 1 '14 760# 3.50" 3X6 I cv1 I... 1 16-0-4 EXCEPT AS SHOWN PLATES ARE TI-20 CA TESTED PER ANSI/Till 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 32 1 -0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OylEU0.1`1_32766 Design: Afofrir Andf)'sis TI: F5 0TYA =_ ==Joint Locations=============== 1) 0- 0- 0 6) 11- 4- 8 11) 9- 1- 4 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-1Z 3) 5- 3-12 8) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5) 9- 1- 4 10) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 16- 0- 4. BC Vert L+D -10 0- 0- 0 -10 16- 0- 4 Concentrated LBS Location TC Vert L+D -435 16- 0- 4 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL ''"' 3X10 1.5X3 W rrHKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR - BRACING WARNING: Bmebrg shown on this crowing Is not erection bracing, wind bracing,. portal bracing or similar bracing which N a pan of the building design and which nmst be considered by the building deslgner. Umcing shown Is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing nt ends and spccllied locations deterrnhned by the building designer. Additional bracbng of the M-eral] structure may be required, IS" 1-118-91 of Tpll. frruss Pl le Institute. TPI, is loaned at 583 D'Onofrio Drive. Madison, Wisconsin 5371-). JOB PA771: C:ITEE-LOKVOBSIBBRAF 1503# 8.001n Eq. Job: Dwg: Dsgnr: TLY Cltk: TC Live 40.6 psf TC Dead 10.0 psf BC Live 0.0 Ifsf BC Dead 5.0 psf IOTA L 55.0 usf 435# CANT: 1-10-12 scale = 0.4182 Truss ID: F5 Date: 1-03-02 DurFa - - Lb r: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclnattlons and/or designs famished to the truss designer by the client and the cortminess or amumcy 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 Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as Inn of the building design by a Building Designer (registered architect or professional engbt"d. When reviewed for approval by the building designer. Lite design loadings shown must be checked to be sure that the data shown are in agreement with Lite 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 assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maxlmurn spacing of 10'4)' 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 fabncaUon. the fabricator shall review this drawing to verify that this drawing is in conformance with Lite fabncotors plans and to realize a consuming responsibility for such ven. ficatlon. My 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 heated 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 Gx8 plate is G wide x 8- long. Slots (holes) run Itarallel 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 minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Ths 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 hu"aWng A Bracing-. HID-9 1. 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- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing is essenital and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing daring Installation between trusses to avoid toppling and donllno(ng. The supervision of erection of Irusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tame. No lads other than the weight of the erectors shall be applied to trusses unl8 after all fastening and bracing is completed. .ru. ur% I DVK i rLUUK Al.': TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02rn RMB = 1.00 WO: BBRAF WE: — This truss *NOT; designed for wind load! .TC...FORCE...CSI 1- 2 0 0.35 2- 3 -1606 0.37 3- 4 -1606 0.30 4- 5 -1946 0.31 5- 6 -1946 0.44 6- 7 0 0.38 -.BC ... FORCE ... CSI 12-11 1321 0.37 11-10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 30.00" t3p. t13-3-4 1 2 3 4 6-11-8 — 1-10-8 L5X3 �1.5X3 T 1-4-0 I IY6 t cV1 1-1 112 11 10 730N 3.50" 1 13-34 EXCEP"P AS SIIOWN PLATES ARE. T1.20 GA TESTED PER ANSI/Till 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdrrit Analysis JAII YVAKNING: 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 b a Inn of the bu8ding deslgrt rand witch must be consldeted by the bueding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pr -moons must be made to anchor laleml bracing at ends and specified kncatlons delertuined by the building destgter. Additional bracing of the overall stneture may be required. ISce HID-91 of TPI). Mass Plate Institute. TPI. Ls located at 583 D'Onohio Drive. Madison. Wisconsin 53719). JOB PATH: C:tTEE-LOKVOBSIBBR.4F TI: F6 QTY:4 =__===========Joint Locations========---==== 1) 0- 0- 0 2) 5) 7-11- 8 9) 7-11- 8 2- 9- 0 6) 10- 6- 4 10) 5-11- 8- 3) 3- 8- 8 7) 13- 3- 4 11) 3- 8- 8 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 '---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROLL Eng. Job: Dwg: Dsgitr: TLY Chk: TC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 -Itsf BC Dead 5.0 Psi` TOTAL 55.0 Psi` T 1-4-0 I 3X6 81 730# 66.{I75" I scale = 0.5049 Truss ID: F6 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: TICS: 12.19.01 DESIGN INFORMATION This design Is for an Indh•Idual budding component and has been based on idorrnation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specllleations and/or designs furnished to the truss designer by the client and the correctness or accuracy It this Information as It may relate to a spe- cdle project and accepts no responsibility or uerci es no control with regard to fabrto- tfon, handling, shipment and Installation or 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 destgo by a Budding Designer !registered architect or professional englneerl. When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the lord budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ausly braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a properly applied rigid ceding• they should be braced at a maxinum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing is to conformance with the fabratoes plans and to realize a continuing responslbWty for such ven. flauon. Any dlserepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted groin. Mennbers shad be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run p<nrallel to the plate length specified. Double cuts on web members shall meet at One cenlroid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the fortes shown and may need to be Increased for certain hand- ling and/or ectlon stresses. This truss Is not to be fabricated with Me retwdanl treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing ® Bracing". HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses, In a straight and plumb pos- loan and for restating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topp111 and dominoing. The supervision of erection of trusses shag be under the control of persons experenced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses, at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JLE t3AY15URY hLVVR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 1-4-0 2NA I crz WO: BBRAF WE: This truss *NOT* designed for wind load! .TC... FORCE ... CSI 1- 2 0 0.05 2- 3 0 0.19 4- 5 1 0.17 5- 6 -140 0.17 ..BC ... FORCE ... CSI 12-11 0 0.16 11-10 -1 0.16 10- 9 -1 0.00 9- 8 140 0.04 8- 7 0 0.01 TI: F7 QTY:1 __ ==_ ===Joint Locations========-====== 1) 0- 0 0 5) 4- 1-10 9) 2- 7- 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 205 0 0 TOP H-ROLL 0- 3- 6 116 0 0 BOT PIN 2- 4- 0 344 0 0 BOT H-ROLL JX4 4X6 1-4-0 2X4 3X4 '12 11 1 .0 I 116# 6.75" 345# 8.00" 2-4-0 - I9 5-9-0 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Caronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk Cr.OVIEDO.FL32766 Design: Afnrri.t Analysis 4X6 3-9-0 Over 3 Supports WAKn11VV: 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 Isa par of the building design and widch must be considered by the building designer. Bracing shown Is for lateral support of truss members only to since buckling length. Provislons must be rind to anchor lateral bracing at ends and specified illations determined by the building designer. Additional bracing of the rmernll structure may be required. (Sec IiIB-91 of TPq. (roses Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). JOB PA7'71: C:ITFF-LOAl70BSIBBRAF Eng. Job: Dwg: Dsgur: TLY TIC Live TIC Dead BC Live 11C Dead TOTAL 1.SX3 0-4-0 71 205# 3.50" 0-4-0 p1 �� scale (Ro 1614 Truss ID: F7 Chk: Date: 3-14-02 40.0 psr DurFac - Lbr: 1.00 10.0 psr DurFac - Pit: 1.00 0.0 psr O.C. Spacing: 24.0" 5.0 psr Design Criteria: TPI Code Desc: 55.0 psr I V701.25.02- 9840- 4,e 11CS: 12.19.B1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respomibWty, 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 respomlbWty 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 Incorporated ns part of the building design by a Building Designer (registered amldlect or professional engineer). When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy 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 ce8irng. 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 ASPAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted gram. Members shall be cut for light fitting wood to wind bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless othenWse shown. Connector plate sizes are mlnlmum sizes based on the forces shown and may need to be Increased for ceriairn hand- ling and/or erection stresses. This truss Is not to be fabricated with fire mu ndant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with'Handling Installlng & Braci tg'. 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 plunib pos- Illun and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal paecauUonary action for trusses Mqulres such temporary bracing during Installation between trusses to avoid toppling and dondnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of truss-. Profes.tonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not he applied to truss- 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: bAYbURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,5 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.00 1-4-0 WO: BBRAF WE ^ This truss *NOT* designed for wind loadl ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 0 0.18 8- 7 0 0.25 2- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 TI: F8 QTY:2 --=- --=======Joint Locations=========_===== 1) 0- 0- 0 4) 3- 9- 0 7) 0- 6- 0 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- 0 3) 2- 1- 5 6) 2- 1- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TOP H-ROLL 0- 3- 6 210 0 0 BOT PIN 4-1-0 1 2 3 4 2X4 LSX3 tee 1 211N 6.75" 'AII 4X6 3-9-0 - EXCEP`F AS SHOWN PLA'l'ES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 32 1 -3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.0viED0.FL927GG Design: Merit Analysis VVAKNINti: 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 bmcing on similar bracing which is a part of the building design and which must be consWered 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 11I13-91 of TPII. (Truk Plate Institute. TPI. is locnled at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEF-LOd-UOBSIBBRAF 1-4-0 1.5X3 0-4-0 235N 3.50" 040 scale = 1.5750 Eng. Job: : BBRAF DTvg: Truss ID: F8 Dsgnr: TLY Clik: Date: 3-14-02 TC Live 40.0 psf DurFac - Lbr: 1.00 . TC Dead 10.0 Ps DurFac - Plt: 1.00 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psi I V:01.25.02- 984 - 4! TICS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specdfkaUons and/or designs fumished to the truss designer by the client and the carrectness or accuracy of this idorrnation as It may relate to a spe- cific project and accepts no responsibility or e ml5 no control with regard to fabrim- tlon, handling, shipment and Installation of trusses. This truss has been designed is an bndlAdual 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 must be checked to be sure that the data shown are In agreement with the local building tales, local climatic records for wind or snow loads, pmJmt specifications or special applied loads. Unless shown, lmss has not been designed for storage or occupancy loads. The desfgn assumes compression chords (lop or bottom) are conunu- 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 spacWg of HY-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In collf mnance with the fabr©tors plans and to realize a continuing responsibility for such vert. Hendon. Any discrepancies are to be put In writing before cutting or fabrication. Plates 51a 11 not be huta8cd over knothol, knots or distorted grain. Members shall be cut for tight fitting wood to wood bealhhg. Con- nttior plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.c4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 6- long. Slots (holm) mn parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Lung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal information on [duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed in accordance with 'Handling lnst2Mng h Bmcing', HIB-91. Tmsses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tmsses 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 domilotng. The supervision of erection of to shall be under the control of persons experienced In the ihstallatlon of tmsses. Professional advice shall be sought If needed. Concentration of construction loads greater tit an the design loads shall not be applied to t - - - at any line. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing I, completed. 40. DMIGVKI rLUVK AL: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 30.00" t3-p. 6X8 ..BC ... FORCE ... CSI 8- 7 734 0.26 7- 6 739 0.17 6- 5 739 0.26 4-0-1 2-0-2 TI: F9 QTY:I === __ _======Joint Locations=========____== 1) 0- 0- 0 4) 7- 8- 0 7) 2- 8- 4 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 0 3) 4-11-12 6) 4-11-12 ------------ TOTAL DESIGN LOADS ---------_ Uniform PLF From PLF To TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL WO: BBRAF WE: This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 -88 0.29 2- 3 -735 0.31 3- 4 -89 0.30 3X11 3X4 '^~ 1.5X3 3X4 3X4 0-3-0 400N 3.00" 0-3-0-0 (RO-3-0) I I 7-8-0 EXCEPT AS SHOWN PLATES ARE TL.20 CA TESTED PER ANSIPI'm 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. 1_10ENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FI-72766 Oerign: Matrix Aaafvsis WkWIMU: 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 ercctlon bracing, wind bracing, poll.] bracing ar stndlar 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. Pnnlslous must be made io anchor lateral bracing at ends and specified lopntions determined by the building designer. Additional bracing of the overall stmclum may be required. (See IIIB-91 of TPI). IT. Plate Institute. Ti'1, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 53719). JOB PATff: C.ITEE-LOKUOBSIBBB.4F Eq. Job: Dwg: Dsgnr: TLv CIA: TC Live 40.0 psf TC Dead 10.0 psf 11C Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf 0-3-0 400N 3.00" �0-3-0 (RO-3-0) scale = 0.8204 .. v. avni ar Truss ID: F9 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 12.19.01 r vRIvtM 11VIV This design is lot an individual building component and has been based on bnfurmation Provided by the client. The designer dlsclattns any responsibility for damages as a roil or faulty or Incorrect bdornation, specifications and/ur designs furnished to the truss designer by the cbent and the cornecilless or accuracy Of this Information as it may relate to a spe- eUie project and accepts no responsibility or exercises no Control with regard to fabrica- Uon, handling. shipment and Instabnuon of trusses. This truss has been designed as an Individual building component In accordance wit ANSI/TPI 1.1995 and NDS-97 to be Incorporate[ as Part or Uu, building design by a nodding Designer Ireglslered architect or professional engincerl. 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 for it building codes, local climallc records for wind or snow loads, �pmject spectfic-aUons or specW applied loads. Unless shown. truss has not been designed for �stonge or occupanry loads. The des lgn assmno compression chords pop or bottom) ate conLlmu- >usly braced by sheathing unless uLbervis, Ipeclficd. Where bottom chords in tension are lot fully braced Ialeraltv by a property applied �ligid "illng. they should be braced ai a nax uluu, spacing of 10•-(P o.e. Connector ikales shall be manufactured Iron 20 gauge hot ,lipped galvanized steel meeting ASTM A 653, ndc 40. unless o hen j e shown. FABRICATION NOTES rior to fabrication, the (abricalor shall review its dra,vitg to verify that this drawing 1, In � 1lomance LOU% the fabAcator's plans and to Iabze a continuing Imponsibluty for such ven- otion. Any discrepancies are to be put In riting before cutting or fabrication. later shall not be Installed over knolhnles. Il,ots or distorted grain. Members shall be cut r tight filling wood to wood bearing. Can. rotor plates shall be Ioested on boil, taco of e truss with nabs fully inbedded and shall be 7T4 about IhejOmL unless otherwlse shown. A dli4 plate is 5' wide s 4- long. A 6.a8 plate is E- e x 8' long. Slots (hol-I run pamUel to ec e plate length spified. Double CLIO on weh rn,bers shall meet at the—nlrold of the webs less olhenWe shave. Connector plate sizes minbnunt sties based on if,. fore- shown d may need! to be Increased for certain hand. g and/or election stresses. Tills lrUas Is not be fabricated with fire retardant treated rrber unless othervtse shown. For addiUonal , _ nation on Quality Control refer to ANSI/TPI 1-1995 tCAUTIONARY NOTES racing and erccllon recommendations are foUaved in accordance Mth 'I ladling UUng @ Bracbn�, I118-91. Trusses are to Land I' ndicd with particular care during banding bundling, delivery and iutallallon to avoid ge. Temporary and permanent bracing oldltg trvsaes m a slralgbl and plumb Post. and for r-Lsting L tent torten stall be ed and Ins(aUed by oLh... Careful hsnd- b essenl6 I and el-Il.n bracing I, ah-ys ed. Normal precautionary action for es reclulr- such temporary bracing during lion bclween truss- to avoid toppling ominoitg. The supc,Lslon of ere[llon of -shall be under the control of persons enced In the blstaimon of trusses. slonal advice shall be sought if "ceded. nlmtlon of construction loads greater the drslgn loads shall not be applied to n at any line. No loads other than the t of the erectors shall be applied to until alter all faslenbmg and bracing TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTIONr: L/999 L=-0.01" D= 0.00" T=-0.01,, MAX HORIZO14TAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-4-0 3X4 1.5X3 3 i4 .. v. wuli/1r 4Vt: All COMPRESSION Chords are asslutted L-o be continuously braced unless noted otherwise This truss "NOT" designed for wind load! --TC... FORCE ... CSI ..BC ... FORCE ... CSZ 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532 U.11 10- 9 403 0.15 3- 4 -532 0.05 9- 8 532 0.17 4- 5 -532 0.11 8- 7 401 0.15 5- 6 -70 0.10 7- 0 87 0.06 J 3-5-12 —� �— 0-3-8 TI: 1`91 QTY:1- ` ===Joint Locations======-=====-=- 1) 0- 0 0 2) 1- 6- 4 5) 4-10- 2 9) 2-11-12 3) 2-11-12 6) 6- 4- 4 10) 7) 6- 4- 4 0- 0- 0 4) 3- 4-12 8) 3- 4-12 ---- MAX- REACTIONS PER BEARING LOCATION--___ X-Loc Vert 0- 1- 0 Horiz U lift Y-Loc UPlift Type 343 6-10- 4 343 0 HOT 0 IN PIN 0 HOT, H-ROLL 67 1.5X3 1.5X3 3X4 3X4 7 1.5X3 1-4-0 3X3 3X4 23X4 I t1 343# 2.00.1 9 0-3-8-8 (RO-3-8) I -- 6-4-4 EXCEPT AS SR01VN PLATES ARE TL20 GA 'TESTED PER ANSUTPI 1-1995 siindi Systems 4005 MARONDA WAY SANFORD, FI.. 32771 (407) 321-0064 Fax (1107) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 195o crn: N81?001( CI'.o,j EDU.FLa2r65 Derign: Afnrriz ,Innfytir tit ■""ARIM11MIJ: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dracing shovel, on this dnwLng I, not ermiort bracing. wind bracing. portal bracing er similar bracing which Is a part of the building design and which must be Considered by the building designer. Uracing sltadn Is for lateral support of truss member only to reduce buckling lengthp . rovislunz- must be made to anchor lateral bracing al rods and spccIfj d locations detenni,ed by the bulldimg des her. Additional braci,g of the ovuab structure may be required. LSee HID-91 of TF'il. Rruss Plate institute. TPI. is located at 583 D'Onofita Drive, Madison, wgscon,trn 537191. !OR f:iT C-ITL•E-LOKVODSIBBR,IF Eng. Job: Dtvg: Dsgur: TLY ICU: '1'C Live 40.0 psf TC Dead 10.0 psf BC Live 0-0 psf BC Dead 5.0 psf TOTAL 55.0 nsr 3X8 343# 2.00" J 0-3-8 (RO-3-8) Scale = 0,9653 (Truss ID: F91 Dale: 3-13-02 DurFac - Lbr: 1.00 DurFac - PII: 1.00 O.C. Spacing: 24.0nn Design Criteria: TPI Code Desc: NCS: 12.19.01 CV L rn N 0 a IJ-.f 1 I1'r Waync WINDL 0AD SPE-CIFICA TION 0108 jjalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-O" MAX MOTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES- 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO F CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN 054" HORIZ TRACK-, THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR x9/ INTERMEDIATE SECTION, .090 SSB TRACK BOLTd(2) i GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST a �,; OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET -oilc NEGATIVE PRESSURES. Fes: ti y 4. U—BAR TO HAVE A MINIMUM DRILL IN TR 9/FOR HOLE N TRACK''FOR f YIELD OF 80 KSI J8—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) J8—US BRACKET LOCATED AT EACH ROLLER LOCATION • — 6. OPTIONAL - (MIN) EXCEPT TOP BRACKET ROLLER .080" ALUMINUM LOUVERS WITH HIGH (P/N i25i39). a, IMPACT STYRENE FRAME MAY BE -- LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. i ' 5/1.6xi-5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL is -us r =' ELEMENTS SHALL BE THE BRACKET 6. r RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STR�i.CTURE AND :� 054" VERT TRACK �•-�-Y• IN ACCORD ANCE.:,WITN,V BUILDING CODES-.;F(�1/T�,C-OADS 0 LISTED ON :TF-tIS;.DfAWli�l�?i , -;� , 1 /4-20x9/16" TRACK ' O • .� ,•.,,: ;�• BOLr & 1/4-20 HEX ' NUT AT EACH J8—US Approved:' _ _ = BP,ACKET ' 345 !DOiSON A, PEN51C91 Ft2514 _. • .:; fL0R10A'pfRnFlFandr4fri060-4e489, GEORGI�.FAFlCAJJ11ON NO-,Oj8519. 1J S NORT}i .GiRO1JNp,CE?.nFlC40N' NLt`b�J836 CITY Date: . OP noN CODE - 07`08 1 REV- P WM 9 " x 14 ' MAX 44 PSF 1 OF 4 - . TRA CK END HINGE TOP BRA CKET REOUIREMEN TS 1 /4-20x9/16- TRA BOLT & 1/4-20 H NUT THROUGH Al TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) I TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE °9° (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS g° "L END HINGES g. 20 CA ° 0 'U—BAR WIDE BODY HINGE (P/N SEE BILL �'• OF MAT'L) LH HIrgGF RH END HINGE v ,d N YLOP.-R OLLER (P& 270791) \ BOTT BRACKET \ (P/ H-270;54 do LH-2N Y55) .� .•,TEK CREWS t(PlN 100507 Approved: - W.S. W1s°n, P.E. 3395 ADDISON DR.. PENSACOL, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CFRTIFICA71ON NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5,3 - 0 ( 1-111111 kcu vn %,ENTER STILES) OPTION CODE.- 0108 1 REV.:_ P I . WM 9 ` 7x 14 ' MA X 4 4 PSF 1 2 OF 4 U-BAR L OCA RQIVS NOTE: „. MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: N'OR; YES. Wilxn: r'rt t n •':5: ]395 A6015b'PS�:�325,)}r:;, FLORMA;CERTIFICATION NO. 00M48� GEorsiA CERnF3cknpN?+�ara514 rORiH';CTROUNA CERnFlc.1PON NO Date: i OPTION REV.' P WM 9 " x 14 " MA 44, OF 4 Wind Load Test Report Report 1# 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product- Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or t 1%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRJPTION: 1. Waynelvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and-A6Wers;,:GAIS(Q127). APPROVED. OPT3ON .L Based on oo(hei�es >SCin; 'qu7�'ale,4}Lr Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: - "..= � �. _':J.'-. � .� F�� y CO' 1 E ' iLDING h,� � �" ION W.S.;i(son„ 3395.Addisoti•.Dr., Pkrlsacota;:FL' 44'.:.:.: , I!. %':";` ,r•e4 7, Florida eer4 ir..OD �'� l c i.a tJ � E Georgia COrt'NOoSf North Carolina CyrC Nd. OZ3�,36% O/ ; cD rq rn CN oIa vj%ayne foaiton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR``THE LOADS LISTED ON THIS,.DRAWING. 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & . 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ 1 1 i :,� %;' AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER . (P/N 125139). SS35 'AOQI�ON� pR: ?EN 0 FL 3251 = F�IOA Cr :AI?tbEt1 �r . : C=RCA- ZFnF1C nON 'f10: 0 185 19 ' NAtiii tOU� £RQFICAI10;4 NO. -bjM z' n C I Date: 28-0L `L.. WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" op rioN ' .REV' P 1 WM 16 ' x 14 " MAX, f 27 - 29 PSF 1 OF 4 cl,..4r No i= TRACK _ END HINGE, TOP BRA CfKET REOUIREMEN Ts 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) IEK SCREWS (P/N 141668) UT. ARROW BODY • HINGE 20x5/8"(4) 1/ SELF-THREADING SCREWS �(2) 1/4"-20xS/8" / 2" NYLON RO 4 1/2" S TEK SCREWS ALL / (P/N) 108135 i A END HINGES e .I \ o ` a —.. WIDE BODY ;'7/16" PUSH NUT AT EACH. HINGE (P/N Si r £ TROLLER (P/N 243341) BILL OF MAT'L' £• LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA 1, ty OR HINGES U-BAR HIN RH END HINGE (3) 1/4"-20x7/ TEK SCREWS (P/N 100507) ° Approved: ,��_ �• WS. Mi son, PZ 3395 ADOISON OR., PEN_ckCOI.. FL 32514 FLORCA CERTIFICATION.NO. 0048489 A ' GEORGA CERTI CAT10N N0. 018519 \ NORTH CAROUNA CSTnFr ION NO. 0231US / Date: BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 6 CA END STILES OPTION CODE.' 0110 1 REV.' P1 I WM 76'• x 14' MAX, *27 -29 PSF I 2 OF 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS ^� LOCATED AS SHOWN 0 f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE i APProved:.,t, 1 I f 3J95,A�DDISDN OFt `P£Fi$ iCDIFG`3251 S r. ' Fh0RIDA. r .'''. CEORGIA.C��'�`�+u. NaRTtiO!itOUr�/�Ciil�c,�TiON}tom 02J836' �^ ;6 a a o Date.. �� _2�_0� �� •: xPii a4f'. V OP RON C'bb `Fn , 1,a �" ��r1� � t' REV.' P1 Wi1il 16 x 14 MAX, + 2 7 -29 PSF 3 OF 4 CENTER STILE INTERMEDIATE HINGE L 0CA TIONS f v v v v 14' 10, Approved: OR,A N G E' COUNTY B U IM Utz jv W.S. Wilson, P.E. C3 p 1� . 3395 ADDISON ORR, P9SAMLk FL 32514 FLORIDA CETMMATION NO. 0048489 CEORCN CVMF1CAT10N NO. 018519 NORTH UMMA CEFMFCXnON NO. 023M6 Date: ?- Z 8 —o.t OPTION CODE-.- 07-10 1 REV.P1 I WM 15' x 14' MAX, 4-27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 011 OP 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximwn deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. .PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3.,times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop.'a` d. Ans�di.v/GA18(Q127). APPROYEIk-OPTIQ If ir, sod Based on o_ er tcs b' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. .,'Name: �./• �• ) :'.i `' OP 4�O��OP�G p• F ] (*!P?�1�► ki�i �ou`L r�� it.'�Q� W.S. Wilson n o Q':-,.. t. ir• ��c.lyL o tCy'�.ilC �t'd C �.:t�'t C 3395 Addison.Dr, bengacol�"F1 , 25f4 Florida Cert Ni7�Ati�r��$��r� t .i�:1 I, t1.e r Georeia Ccrt'igo. 6185� �;;, co CV Ln rn rn CN d z o. 'yi%agne �1/INOL OAD SPECIFICA TION 0108 dal#on APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS./NEG. 29.3 PSF SCC #_ 1i_6cLD MASTER PLAN � NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR i INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM 054" HORIZ TRACK e THE TEST." (1993 AST1v1 E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. I (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U—BAR TO HAVE A MINIMUM YIELD 0 OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0 OF 33 KSI A653 G-40 HOLE IN TRACK FOR JB—US BRACKET 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JS—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER o .PANELS OF THE •BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL j OF RECORD FOR THE BUILDING ORSTRUCTURE AND IN ACCORDANCE WITHCURRENT BUILDING.CODES FOR THE LAG SCREW LOADS LISTED ON THIS DRAWING. AT EACHJB—US BRACKET e I Approved: W.S. Wilson, P.E. 3395 AOOISON DR., PENSACO" FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION No. Ot8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: C7- z 9 -o/ OPTION CODE 0108 1 REV. P 1 054" VERT TRACK A III 1/4-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, WM _9' x 14 ' MAX 44 PSF I 1 OF 4 TRA CK END HINGE, TOP BRA CKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"J TEK SCREWS (P/N 141668) `. SCC #0;z -&0 MAI.I I I 14 GA WIDE BODY HINGE (4) 1/4-20x5/8" C SELF -THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" TEK SCREWS 0 ALL END HINGES t(P/N U—BAR WIDE BODY HINGE SEE BILL OF MAIL) NYLON ROLLER (P/N 270791) BOTTOM BRACKET ` (P/N RH-270354 & LH-270355) �. TEK SCREWS '•� E �_ (P/N 100507 Approved: ws. way, ��. 3395 AD0ISON OR. PelSICOL,. FL 32514 FLORIDA CEF'iiF1G11ON NO. 0048489 GEOFGIA CEF'i1FIG71ON NO. 018519 NOR1N CNtOUNA CER71F CATION NO. 023W Date: 4 -Z8 _p/ - —�-1 /2" \ 16 GA END STILES (20 GA CENTER STILES) OR TION CODE- 0108 1 REV. P 1 I WM 9 ' x 14 ' MAX 44 FSF 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21 " 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN OU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU B'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, P E 3395 ADDISON DR., PeGAMI.A, FL 34514 FLORIDA CERT1F1CATION No. 0048489 GEORGU CEMCATION No. a18519 NORTH CAROLINA CERRnF1CA'ncN No. o=6 Date: 7- z 9 - of OP 77ON CODE.' 0108 1 REV- PI I WM 9 ' x 14 ' MA X 4 4 PSF I J OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 ®TEST REOULREMENT: to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. �tQD�UDESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. A Cp PLAN 3. Standard bottom astragal and retainer. t GR 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: �_ W.S. Wilson, P.E. 9-28.01 3395 Addison Dr —Pensacola, FL 325-14 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T co M rn CV 0 z wyagne. Balton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: ^29O OA0 SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF Scc MAXIMUM SECTION WIDTH 21" NFC, 9q P;F NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ 1 TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9 TRACK BOLT 8 2. GLAZING OPTIONS — TOP OR 1 /4"-20 HEX INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"xt-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW E? JB-US BREA PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/1 HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM JB—US BRACk YIELD OF .33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC SECT10i REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. j(1) JB-US BRACKET LOCATI Approved: z� AT EACH ROLLER LOCATI( W.S. Wilson, P.E EXCEPT TOP BRACKET ROLU 3395 AOOISON OR., PENSACOLA, FL 32514 (P/N 125135 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIF1CAnON NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: j-28-01 OPT/ON CODE.- 0110 1 REV.- P 1 I WM 15 ' x 14 ' MAX, f 27 - 29 PSF l 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREME-N TS ' SCC# •..02-0-64 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4 20x5/E, TEK SCREWS (P/N 141668) NARROW BODY HINGE I b I 1 (4) 1/4"-20x5/8" SELF -THREADING SCREWS (2) 1 /4-20x5/8" TEK SCREWS ALL 00 END HINGES o® I '" " 2" NYLON ROLLE W/ 4 1/2" STEM 9 Q (P/N) 108135 ®0 r ..If I • Imo•. Approved: ws. wil=n, P E 3395 A001SON DR., PENSACOLA, FL 32514 I FLORIW COMFICAT10N N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4•—.Z g — o 1, 000 �o �J 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE BOT 111111111 (P/N RH-270354 & LH-270355) 1111 mililli I] 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE: 0110 P1 I WM 16' x 14' MAX, f27 -29 PSF 12 OF 4 LM=77f- ill 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE: 0110 P1 I WM 16' x 14' MAX, f27 -29 PSF 12 OF 4 LM=77f- ill U-BAR L OCA TIONS L LA m 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21' LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SGc ## MASTER PLAID 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-8ARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Yfilxn, P.E 3395 AOOISON DR., PEHS+COLA, FL 3Z514 FLORIDA CERTIFICATION. NO. W48489 GEORGIA CERTIFICATION NO. 018519 NORTH WOUNA CEFiTMATION-NO. 023a3B Date: 4 -.261- 01 OP77ON COOE.• ' 0110 I REV- P1 I WM 16' x 14 ' MAX, ->L27 -29 PSF 3 OF 4 CENTER STILE & INFER MEDIA TE HINGE L OCA TIONS 16. kii ASTER PLAN Approved: W.S. VMson. P E 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROLINA CERTIFICATION NO. 023836 Date: Q- Z 8 -o 1 OPTION CODE 0110 1 RE-V. P 1 !NM 16' x 14' MAX, +27 -29 PSF l 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C # O.Z - av 6 1. WayneMark.Ivlodel 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDOMARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based On er tes b ' uival Altuninum Louvers and Styrene Window Frame Assembly per test number 020501. game: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Norandex_/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667 - 390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: &q Ln cy Initials/Date A enc `Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian .Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/Os/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of PLMIS R':I(; E ,,AJED Scan Date 4-4-02 CITY OF SANFORD Created on 02/04/02 Pagel of 2 NORANDEN PAGE 29 lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) vaantu Fun FASTENERS FLA— 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA-26-1) Ix4 MULLION 8ffU-39) 3/4"MAX SEE CHART FOR FASTENERS - VERTICAL MULLION SCHEDULE TYPE OF' MUI;LION TYPE OF CI.TP HEIGHT - —� NUMBER AND INCH 35 PSF FLA-45 TYPE OF FASTENERS 26" 38-1 4� --- 1_0 _x 3.0 --- x 3.0.--- OK --- __ _ — 4 _3 160 x 1-1 2 TAPCONS 50-5T8•' ---1_0 3.0 ox --- _ OK -- 4 n---CON J60-'—x 1-1 2 TAPCONS 3 a---- la----- 63" 1.0 x 3.0--- --- 4 _— 160 s 1_ J2 TAPCONS 76-3 --- 1.0 __ ___ x 3.0 ___OK___ 4 3 16+s x l—J2"_T_A_PC_ONS —J—''-- x 3.0 OIC 4 — 3 TAPCONS 98-1 4 T� —FO ------- x 3.0 OK ---gK---- 4 3 16� x 1-1 2 TAPCONS —J16o' 50-5 8` _1.0 1_:0 --- x 3.0--- --- —__ :4 _ x 1—J2" TAPCONS _637 . -- ---OK--- 4 _J6sd`' x 1—J2" TAPCONS 1.0 x 3.0 -- OK--- 4 —S/ ijfP x J2" TAPCONS 26" ___f_0 g 3.0 OK OK 4 _I— 3 160�' x l-1 2 TAPCONS 1T4 x 3_._0--- --- 4, 3 160 x 1-1 2 TAPCONS 50-5 8' — J— _--1:0_ L� — --- x 3.0 QK---- --- __ — 4 �.---- _3J69s x 1—J2" 1 )NS -- OK 4 .---- r------ 3J160 x 1— J2 T_A_PCONS i613 4�' ---- 1.0 x 4.0--- --- bK--- 4 3�80 x 1-1 2- TAPCONS 26" x 3.0 4 r---- 1 4d x 1-1 2�' TAPCONS 38-1 4� j� _ 1_0 — --- x_3._0___ --- �K--__ 43 16o _x1-1 TAPCONS _ 3.0--- _ __OK— — --- 4 _2 _3J16_95" x_ 1_-1 2r TAPC_O_N_S 83Z ---Lox 1_0 x 3.p ---�K---- OK—___ 2 r- 114� -,--- x 1_ 1 2' TAPCONS 2 _1140 x_1-1/2" TAPCONS OK 2 1 4.V x 1-172�'—TA'P�nue CL,r4'-,r_.. -----)A B.O.A.F. MANSNACTDRER NAM: A/ ' Al MASTER mm # -.7 - NOTES: 1) AL ALUMWJM EXTRUSIONS' ARE ALLOY 6063 T6. OR 6063 T5. CHARLES A. ' PA ESN, P. E, 2) O�N�EACH ANGLE LEG. THERE IS ONE THE TAPCON SHALL 1BE') FL REG. ENG.. N 40121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 q1 MRODEX PAGE 30 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6. OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1/2") ON EACH ANGLE L.EG, THE TAPCON SHALL bbE 3).CONCRETE COMPRESSIVE STRENGTH - 3 000 PSI AT 28 DAYS, CHMUM A.* RAGE P.E CUM REG ENG. 1? 49121 DATE: 3/21/03 CE. Nn AL FLORMA BA A.F. MANUFAG rURE, R . NAME : . MAHTER FILE # 2 #10 x 3/4" . TEK SCREW DW SILL SH HEAD GLE UNIT HORIZONTAL MULLION SCHEDULE SIN.T'YI?E .OF' .ML-TLL[ON TYPE OF CLIP VINDOW IWINDOW DESIGN PRESSURE WIDTH.' HEIGHT: • NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26,. 1 0 x 3' 0 19-1/8" 37" 53-1/8 lx3 MULLION (XFLA--26-1) lx4 MULLION (XPLA-39) ,,;-7SETA CHART FOR FASTENERS 4 SHOWN FLA-45 3/4" MULLION. ANCHOR CLIP 16 GA. GALV. SHEET METAL 1/4" 800 LB: MAX CAPACITY . --- ___ x 3:0 OK___ 4 3116o� x i-i 2 TAPCONS x 3:0--- --- OK_-_ 4 -3�80�" x 1-J2" TA.PCONS 63" --Tl_0 • 10 x ----- --- OK_ 4 .3J6�' x 1-J2'� TAPCONS 76-3 _ -- --- OK_--- _ 4 '---- 3 -160 x J2a TAPCONS 1:0 x 3_10 4 _I_ 3 160 x l-1 2 TAPE _OK_ 4 3 160 x 1-1' 2 TAPCON_S -3 50�5�8' -- x 30'--- ---_0_K_--- --- 4 i80 x 1-1 --- J TAPCONS -3, _-_1�0 63 " - --- 1_0 x_3_0--- OK -------- 4 ___J2 ff -x 1- 2" TAPCONS 76-3 4� --- - --- --- 1.0 x 3:0 �K-- OK - 4 3J60 x TAPCONS -h-_-_ 26" __ 1.0 x 3;0 -1_0 OK 4 3 160 x 1-1 2" TAPE 38_1.j4�, Z_ x_3_:0--- --- --- -- ------- �K-- 4 4 '_3 �_ 3 16_0 •x 1-1 2 TAPCONS 160 x 1-1 2,r------ TAPCONS _ 63" _1.0 x 3:0 - - --- --- OK--- - 4 -/1 T____J _3J60 x 1-J2'� TAPCONS 76-3 4� --- --- --- 1.0 x. 3.0 OIC__-- 4 _3J60 x. 1- J2" TAPCO - 26" --- 1.0 x 30. OK OK____ 4 3 16-- x 1- 2,T___--- 1 TAPCONS -I-1 38-1 4" T -- --- -__ x 3:0 pK 4 3 160 x 2 TAPCONS A ---- 50_5Z8 _ 1.0 x 3:0--- --" -- 4 h---- ,�------ 3%160 2 T_A_PC_0_N_S _ _ 63 -- --- OK_ _ _ �2 _xI--i _1f40'� x_1_-_1 2� --_10 76-3 .4 x_.3;0_-- 1.a x 3.D -- --- SIC: QK---- _T_APCONS 2 1 40' x 1=1 2" TAPCONS - /-,�---- 2 1 40 xTAPCOTiS (XFLA-26-1) 1x3 MULLION OTT-39) lx4 MULLION #10 x 31/4" SEE CHART FOR TEK SCREW FASTENERS _ 4 SHOWN h DW SILL 1-15/16" q i ® SH HEAD 3/4 1/4" q N Cti q �C3 04 Nko � N co ti �I NORANDEX nACTURER' NAW: PAGE 24- is r �I • (3%16-0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) "0 x 1-3/4" FH—SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) 010 x 1 3/4" PH—SMS DITO 2 BY BUCK WITH 1-1/2' MIN, EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I F_ WOOD BUCK Zir1IM AS RE UIREDL. TYP. JAMB. SE( WOOD SHIM gSHOWN) OR MUDD TRACK AS REQUIRED 1 HY 2 B�, MIAMI ADExAPPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5. OR T8 WITH .TYPICAL, 'WALL THICKNESS OF' 0.62' . 9) USE HIGH QUALITY -CAULK BEHIND' WINDOW FLANGE 4) GLASS THICKNESS BASED 'ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBTuCy FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE'LOCAL.LA— BUILDING CODES. ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTSING OWNER � cox LY WITHTOR. THE ARCHITECT• Tom'• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 28 DAYS. PANEL sm DI PEEi'. 1 X iPANEL LPAN4 ua u W—I t— (2BY2) Irma nxvAmN 18YrMED GLAMI SUIDING CLLW DOOR - I� O W IVS RATANALYSIS CHART No• Of )OIL DESICH LOAD ANCHORS No: OF ANCHORS q ~+ 9t011s CAPACtn—PSP � NGFrr9,I POSMVE N=ATM HEAD a !RAMS Q A Bill 85.7 JAMB Cij W W 89.4 30 80, Be.? a q e8.4 (4) 24 (4) 80.7 ep.a Ip e O 68.7 77.4 E4 ao' Be.? e 8 O �t 83.8 to 6&71e 8 a ��y Nq Q' 90• 68.7. 79.3 20 IZe) 8 W ee.7 78.s to I,i 98'so eo so 80 to vl r^ rh rczi E~., 60 R4 BO 90 I6 •86.3 88.3 to 10� "1 "J 24 D8• 68.7 71.3 18 (a) 10 to 68.7 73.8 Ie 98- BS.B 65,0 20 10 to C O IZe) 8a.7 as.2 Ip (2) 3/100 X 2-3/4- ip 4 y A y k b TAPCON OR MIAMI DADE APPROVED CONC. — FASTENERS. SEE ELEVATION FOR ° ANCHOR SPACING. to • a:� dC) h Oypp[C jq� p O is e II%% 111-111/01 11 IKEM_" X X PANPANEL jPANELPANEL J (4BY2) 7tptem nzymN NORANDEX PAGE 23 is t. (3%110 ' PH-SMS INTO 2 By DUCK OR 6*0 z 2-3/44' TAPCON THRU 1 BY BUCK, (SHOWN) 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 SPACD1r. 2 BY WOOD BUCK (2) 010 x 1 3/4' PH—SMS INTO 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r-2 z WOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME o q1-4 HEAD AND SILL JAMB �. WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX ' W`, 30 46tl x 591/z " 53.3 55.8 XXXX ALL 10 q o 361.16° g 591/2 " 49.13 49.13 1B 18 6 12 18 22 6 Fes, o CY 30 Vie' x ,791/2 " 49.7 49.7 10 16 20 8 q 36 �6" x 791/z " 45 45 12: 18 r - o �1 22 8 ti -Sl SERIES 600 ALUMINUM SLIDING GLASS DOORk FASTENER CHART LL OPERABLE PANELS ti lq CENT" F ox><nA (2) 3/16'0 z 2-3/4' B.O.A,F. TAPCON OR MLAMI a MAN iT� 1fu�.lYUTA(,'I'��iR L W[D1H NAME: j DADE APPROVED CONC. 1 z WOOD BUCK FASTENERS. • c h u a W) '-- �� - SEE ELEVATION FOR ANCHOR SPACING. _ _ Q 'OZi �• S b =S — �� SHIM AS M UIRED TYP. HORIZONTAL SECTION WOOD SHIM gstlOWN e .6 OR MUDD TRACK a� REQUIRED1 BY 2 BY BUCK 1/4- sHBI MAX �~ 0 (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. �w� aon rmTz TO sm rmle v NOTES;1) 1T 1K _ Sillil AS STACK 2) AR ALL ALU MINUM EXTRUSIONS 1 ME ALLOY16063—T5 d OR TS ® WITH TYPICAL WALL THICKNESS OF 0.82' 6 n3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. e j I • .e 4; GLASS THICKNESS BASED ON'TABLE E1300 GLASS a X E CHARTS, AND MAY VARY DEPENDING ON.3TLE. 6) THE RESPONSIBILITY FOR SELECTION OF. 6 PAN PANEL PANEL PANEL PANEL PANEL NQRANDEX PRODUCTS TO' MEET ANY APPLICABLE WCAL ;LAWS, a .. HEADER AND SILL SECTION BUILDING CODES; ORDINANCES OR' OTHRR' SAFETY REQUIREMENTS REST :SOLELY WITH THE.ARCHITECT, BUILDING OWNER'OR CONTRACTO Trn• e.// �, R 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH - S;000 PSI AT 28 DAYS r !v'I !— -(L rm o v�ay_� (2BY2)TTMALvanYmx (4BY2)�Al sltlAfloN OJQ` hi; �iy Oa9r� a ' ocm- a�� 0 a � A Q 2 i NORANDEX PAGE 22 # IO XI-3/4' P.H. S.M.S W/1-1/2' MIN. EMBEDMENT # 10 X 1-3/4" P.H. S:M.S: W/1-1/2' MIN. EMBEDMENT. NOTES: SEE ELEVATION FOR ANCHOR SPACING. SEE ELEVATION FOR .ANCHOR SPACING. 1) :SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUME=USIONS ARE A110Y 6083—T5 3 USB .HIGH..QIiALff-y-CA'ULIt (BEHINTHICKNESS WINww FLANGE. 4;• GLASS: THICK49SS..g'gED ON TABLE E1300 A 00 O GLASS CHARTS; AND..MM"VARY DEPENDING ON SIZE. 5) THE: RESPONSWILIPY.; OR SELECTION ¢�� OF NORANDE% .:To.;A RET _A� APPLICABLE LOCAL LAWS, BUILDWG.ICU�P.y.:012D1NANCES .OR OTHER SAFEPy REQUIXE MTS., T.'SOLE) Y, WITH THE ARCHITECT, p�q NOTEBUMNG '.O}9Ngt:•OR"CONTRACTOR. 8) NOTE '• 'INIIICATES •THAT ?UAL. FASTENERS AT HEADAND ZILL :ARE RE QU ED. A ALT. FIN ATTACHMENT UNDER SHEAT- ING ' F '10 X 1-3/4* P.H- S.M.S. CENTRAL FLOItItIMA B:O:A.E. W/1-1/2• WN. EMBEDMENT SEE'. ELEVATION FOR AR I�1AME0 ANCHOR SPACING. \ OIQ4l-lbe, i i MASTER ME # 3 HEADER 'AND SILL SECTION Wjt01j21 M/4IN. EMBEDMENT WOOD FRAME ANCHELEVATION FOR SHIM MAX lr (TOP AND BOTTOM) CHARLES; , ="ry, E FL REG:: "ENC.. QF I0 49121 DATF_• 1107 /ni.' , WINDOW FASTENER -SCHEDULE NOEAD/ ILL N0. JAAMCBHORs N SEE "NOTE 8 35 PSF 45 PSF 80 PSF 95 PSF 45 60 pSF PSF Co 2 2 2• 2 2 2 2 •_2 2 2'- 2 2 q' V . 3 9 —3 3• '£ 2 2 • �] A 4• 2 2' q 2 2 2• 2 —2'- 3 3 2 3 2• 3• � 3 3 3 3 4• Y 3 3 co 2 2 2' 3 3 3 Eq CO _2 2 2 33 33 3 ft*-3j 3, 33 3 2 3 -2 2 2 2• 2• 3 �_ 4 4 4 —4- 3 3 3 31 4• � 4 2 h aC�yb 2 3 4 5 q1- L �?$4 MAX imr v= m DETAU_C /�� NORANDEX PAGE 10 slnv W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. KFLA— 40 415/416 1.500 !f 10 X 1-3/4" P.H. S.M.S. 1Y/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIN&3 -_. _ T =FA'_'TWjj j7AM: P.✓1�E%' ALT. FIN ATTACHMENT ,9 10 X 1-3/4" P.H. S.M.S. UNDER SHEATHING W/1-I/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4' MAX --I SHIM (BOTH AMBS) TYP. JAMB SUCTION © WOOD FRAME 2.437 NOTES: 1) SH1M AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM' EXTRUSIONS ARE g 10 X I-3/4" P.H.S.M.S. ALLOY 6063-T5 OR T6. WITH TYPICAL WALL THICKNBS3 OF 0.82" . 3) USE HICH QUALITY' CAULK BEHIND WIND019• -�W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR FLANGE. 4 CLASS THICKNESS -BASED ON TABLE E1300 CLASS CHARTS. AND -MAY VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THE. RESPONSIBILITY FOR''SELECTION OF -NO PRODUCTS: TO -MEET ANY APPLICABLE LbCAL LAWS. - `� BUILDING -CODES. `ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, OWNER' OR CONTRACTOR CHARLES A PA 'p,E HUII1)ING" •6) NOTE • INDICATES :THAT EQUAL FASTENERS AT .WOOD -FRAME FL REG. ENG. 'g,, ,4912L• HEAD AND SILL ARE REQUIRED. DATE: 3/27/02 1) MAX DHR vwTH TTP. H@1DT e' 7A1L-- E4' D.G VA] SASH OF DETAIL-B . 1 NORANDEX PAGE 21 AIIN. 1—I/A" MIN�EMBEDMEILT iiE 10 F.H. S.M.S. SEE ELEVATION FOR ANCHOR SPACING. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR NOTES: 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—TS 4 d A a• 4 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' 3 USE HIGH QUALITY CAULK BEHIND A O a WINDOW FLANGE 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE. 6) THE• `RESPONSIBUM- FOR SELECTION: OF NORANDEX PRODUCTS TO MEET ANY'APPLICABLE LOCAL LAWS, BUILDING CODES ::ORDINALdCES OR`OTHER SAFETY REQUIREMENTS- RFST'SOI:ELY WITH THE ARCHITECT, BUILDING 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 RMONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.— 3.000 PSI AT 26 DAYS. ER, ALT. HEADER SECTION B) NOTE •INDICATES THAT' E,UAAL FASTENERS AT IU ��® TYR 2 BY BUCK A $.O.A.F.. 3/I8" TAPCON MANUFACTURER NAIL; W/1-1/4" MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) 1/o-4A/i�F� MASTER I7LE # a a I CALL SIZE WIDTH . � Uj • U G ' n-• I' • I BY BUCK O 2 BY BUCK 1/4- sxrM TYP. JAMB SECTION MAX: (BOTH JAMBS) 1 By 2 BY BUCK a ® D D D SEE NOTE 6 '/; 10 F.fL S.ms. " W/1-1/2" MIN. EMBEDMENT y SEE ELEVATION FOR 3 _ ANCHOR SPACING. HEADER AND SILL SECTION CHARLES 9 "P.4 121E &d FL REG. ENG. TYP. 1 'BY BUCK DATA 12/1r/ol—"', °. wz m+rt •mret e- -A///// / _-DETAIL—C OF ➢ETAII—B OF 24- 4Q �. NORANDEX PAGE 9 3 16' TAPCON WITH A 1-1/4' MIN. EMBEDMENT SEE EMATION FOR v ANCHOR SPACING, d d d d •.4 •.a W� x W x N uJ U v I I_ 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 4; OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' GLQUALITYUSE HIGH CAULK ASS THICKNESSBASED ONETABLE E1300 GLASS E CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBUTY FOR SELEMON 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) 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 THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE AT COMPRESSIVE STRENGTH o 3,D00 PSI ALT. HEADER SECTION 28 DAYS. TYP. 2 BY BUCK 1.600 0 F. IL S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR y 1.940 3/16' TAPCON ' W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. �IJFACT'LORMA R.O.A p. o URE1NAM: MASTER FTLE # a 'd I CALL SIZE WIDTH I BY BUCK C 2 BY BUCK TYP. JAMB SECTION 1/4- sxlM 1 BY 2 .BY BUCK MAX (BOTH JAMBS) � D p b.p pGf--'-p SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK CHARLES A PAGQ P.E. FL REG. ENG. y#' 40121 DATE: 3/21/02 # 10 F.H. Sa S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. LUX UM VMrd 'ryp. ea- ac r�l— // IfF 'USTAIL—C SASH AF/ DETAIL-B I M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prcmdor Entry Systems 911 E. Jeforsoll, P.O. Box 76 Pittsburgh ,KS 66762 h1tAMI-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•CO-NIPLIANCE OFFICE MIDRO-1)AI)� F1.nG[.lilt 13U1t.1)INC; 140 WEST FLAGI.Eli S'I'Itlil'I', SLI1'l1i 1G()•, MIAM1, F1.010DA 33130-I563 (305) 375-2t9U 1 FAX (31,15) 375-2903 C:UNTILIC.'1'OR I.IC:I•:�`ti(NC: sl:C!'IUX 005) 375.2527 FAN P05) 375-255S c:c)Zrluc:rol(t��N•c)Iu•t•:�Ir:� r u1�•Islc)N (3U5) 373-2966 F:\X (iUs) 375-2')US fluOI)CC:I• C:()� I.wm mvls1O x Your application for Notice of Acceptance (NOA) of: Entergy-6-8 S-NV/E Inswing 01)aque Double Nv/sidclitcs Reside11ti:11 Insulated Stec] Door under Chapter 8 of the Codeof Miami -Dade County governing the use of :Alternate 1\1(iterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Ofiice,(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the ri,,ht 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 Buildin- Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-0314.2.3 r EXPIRES: 04/02/2006 Raul Kodn"LlCi Chief Product Control Division THIS 1S THE COVERSI'IEET, SEE ADD]T10NAL PACES FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE SC -PRODUCT REVIEW CO3IN1IN1ITTEE' 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. A 1) PR 0 V E D: O G/0S/2001 Francisco J. Quintana. R.A. Director Nliami-Dads: COUIlt1• 131ilding Code Compliance OPIC: 11s04500011pc200011templateslnotice accepmnce cover page.dot 1tllCPnel lllall :IvdrCJti: 1)OSt)11:1StCrr�1)nil(;i11"CU(ICUIIIinexulll 11U1711'l):I"C: hlt)l://7`' A-W.builllin-CodcuillinC.CUM Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ April 02 Z006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO;tS I. SCOPE 1.1 This reneNvs 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 *Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure raquiremcnts, as determined by SFBC Chapter 23), do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Scr-ies Enter-N, 6-8 S-W/E InsNvino Opaque Double Residential Insulated Steel Doors Nciilt Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance %vith the following documents: Drawing No 31-1029-ENV-1, Sheets I through 6 of 6, titled "Ptemdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, • dated 7/29/97 �%-ith revision C d�itcd 01 /I 1 00, bearing the Miami -Dade County Product -Control approval stamp with the Notice of Acceptance num.ber'and-approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as sliov,-n in approved drawings. Single door units shall indhlde all comlonents 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 ankle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -habitable areas %,.•here the unit and the area arc desi�,ncd to accept watcri'nfiltration. 4. ItiNSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance %% ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcrii. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection systeni. -5. LABELING :1.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, slate and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.I.2 Duplicate copies of the approved drawings, as identified in Section 2 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O Rcial or the South Florid' uilding Codc (SFBC) in order to properly cvaluatc the installation o 1 i s Stcm. _ - Manuel c:rez, P.E. Product Con r61' xaminer Product antrol Division Premdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED : JUN O 5 2,on j EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acccptancc (approval) small be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.e, 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 corrcct installation of the product. d. The engineer wvho originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use arid/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 of a revision application with appropriate fee) and grantcd by this office. 5. Any of the follo«ing shall also be grounds for removal or this Acceptance: 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 Acccptancc number preceded by the words Miami -Dade County,. Florida, and .followed by the expiration date may be displaycd in advertising literature. if any portion of tlic 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 documcrits, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at' the job site at all time. The engineer needs not -reseal the copies. �.• Failure to comply with P Y wany section of this Acccptancc shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pac cs 1, 2 and this last page 3. Ei\D OF THIS ACCEPT NCE Manuel crez, P. E., Product Contro - . aminer Produc Control .Division 3 PREMDOR (ENTERGY BRAND) DOUBLE / DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) AK1 1 AINNAM Nt pQNI IK��a 1s a we cwr wi.Ic �eua 7 37 1/a' MAX ve• x r LoK ]rMIC] IC[ .pIC ] ,I. MA I.13 u D f"a• NAk (((tt"``` MAF 1 MAX 6i W CIDAOIL 1 O.C. S?ACING j 17 1/6• MAX Ill18, D.C. SPACING j 17 1/1 MAX O.C. SPACING Is, 17 OtISIACING IB•� ue I/r MAX 74• 07 1/t•_ x MAX MAX IUe 3' MAX • MAX IS'•D.C. I3. OC I3' D.C. 13' 1) is, D.C. 13' 0 MAX M. HA7C MAX MAX MAX Fl, N I IF.C. Al/.. TD 44 T IOCK II J I�� I III Iso II/16, TOP Oi 000;j 111 "IT x• ,f uv,t Y A pip [AUI NfIK MI 22' bt• 3 vz• MAX OLD I � , _ I 6' Inx Ile/ M'6I t xLl (jl f(e JU IJ [J q lLPxaIL Ty6'rf« r.Nmlt �t3' O.C. l3' at. IS• OC I3. OC O• OC IS' OC IS' OG IT 4G �, Vt• N1111" CnKwxj INs MAX MAz MAX MAX MA x MAX MAX MAX a. Mnx 3• MAX MAX nAX w Niu IR• . r LOW, 'TANK] e[X WIT: ] ATTACH ASTRAGAL THROW BOLT 18 X I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 010 x 1 3/4' MULES FLATHEAD SCREWS' NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED 1B x 1 3/4'• LONG PROPERL,Y,:T[I!JRANSFER'.LOADS TO THE .STRUCTURE. FLATHEAD SCREWS 2a THE'PRECEDING DRAWINGS ARE INTENDED TO L.H. InSWInG Rx INSWING QUALIFY THE F13LLOVINC INSTALLATIONS. 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 APPR pBD4 CC/ :rueG .:7iu ins STRUCTURAL VOOO BUCK.souTMrt �-,�n,p NccoD[ C. MASONRY OR CONCRETE CONSTRUCTION WHERE A �� U J I�.ITI DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER ITffILIRATIIp! VNERE WATER INFILTRATION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUIREtciil lS HEEDED X REOUIRE)ff.TIT IS NOT NEEDED ar 1�, ONE BY WOOD BUCK. iv x + Pa CONTROL EVASION �% J. ALL ANCHORING SCREWS TO BE 110 WITH x _ eun0c..cOt;<c_aLuxeoa MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE COOS V.X O ,- OR 3/16' PFH TAPCDNS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS IHMi 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AHD lif AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE C IaR [Qmti IXI]YICAt10MS roo JAMBS AND SIDELITES. UIOd176 UL(SS MICR [16• . IQS ao] a1NCX corn ts7cKtRAiII]A I�tnenl 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEQTE BASE Lit I 90=1lAlf 1 11 - CORNERS ARE COPED AND BUTT JOINED. _ I'""'—`a'`—"'°s"" B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST II JFAII ' rl . INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL. PREM N Y MIA 31-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ 911 ZTEW SHEET t OF S VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 NIL. RiY:D Iiiic 4 9/16' GLAZING DETAIL EERIER GRAVE LAJEXX CAULK EXIERIM INIERIDR 1/2' GLASS BITE 9 LUG' TOWERED GLASS INTERIOR INSWING OTHER CONFIGURATIONS MAX ML "o 1 „ MAX 112* PAX ,'i � '` � '�A,'7/ �.'� l�j?'7ilL'�J.si'r�c%%%,',`�♦ � .,� i'".,.w=�?4�'�d%/%�e��t .!_ mu x APPROVED AS CD:TPLYING IM THE SOUTH FI-lull mum coc e by PZROEZ)UPROOU DIVISION CODE COLIALMICS OFFICE • ACCEI'DU:CET� O/'o 31Y.2y 3.,- 1-1029-E V -1 SWEI 2 OF 6 amnlclu c 2 BY VOOD BUCK S 6 �J 80 11/16' MAX INTERIOR 79 5/16- MAX - n _ 4 9/16' SECTION B'-B EXTERIOR MA I LIZIALS LIST II(H N0. O BESCRIP11llN PART HUHBER COMMENTS EVDIGID HEAD JAMB PRESSIUN VEATHERSTRIP EV-14 11/4' X 4 9/16, HTL. TO BE PINE OR [OUIVAL(Nl 0 4 ALUMINUM ASTRAGAL V- V- K R N RAN x a 0 (BRONZE) PREHDOR BRAND OR EQUIVALENT- 5/0' ALUMINUM AS►RAT ALUHI)41A4-BUMPCR THRESF10Lp EV-15 IPREMOM BRAND OR EQUIVALENT ©STILL TOP LHANN[L EV-00 IPREMBOR BRAND - 1 11/16' - 20 GA S1ECL SKIN 26 9' tNI 'MI •00D In l T A ammo 1 Uiuf lsl TTi()!l Q 1p 8 a R BASF FOAM - DENSITY 2.0 TU 2.5 Ibs./Ft' BOTTOM CHANNELL EV-07 PREHDUR BRAND - 1 11/16' - 20 GA STEEL 10 VIMO LOCK BIOCK STRIKE STILE EV-09 4' X 9 1/2' MIL. 10 DE PINE OR COUIVALCNI _— 11 HINGE STILE EV-06 15/16' X 1 11/16' NIL. TO BE PINE OR EOUIVAL[NT 12 LOCK PRCP FILLER PLATE EV-05 15/16' X 1 II/16' MIL. TO BE PINE OR EOUIVALENT PREHDOR-BRAND - .050' THICK- MIL. TO BE POLYEI— LF 13 q•xq• HINGE EV-10 . 14 VOOD HINGE JAMB EV-16 HALER BRAND HINGE OR EQUIVALENT - A97 TI;iCK cSiC. IS 110 x 3/4' FJ1.V.S. _ 1 1/4' X 4 9/16' NIL. TO BE PINE OR r^ -�tlIVALEN1 16 BID X 2' —rims. (4) SCREVS PER HINGE INTO TuF - y JAH N L 1 JA11 x IB• RL IH(REArIEq R • ID) SCREVS IRSolu STRIKE JAMB INTO SIDELITE J"ll. 4• DBVR rqm X 9' I1L INER(ArTER ' 6) SCREVS IHROIIdI EACH SIDELITE JAHR WO SIDILIrE, 4• mm rm, UP. MAX IS• OL IIEREArIER. 17 I ]/16' AMIA°@S MOMAxI 01ER( REFER IQ ELEVAT IB 110 X 3/4' FN.V.S. !� VICV, rDR I or SCREVS USED AND L(EATIONS 19 (2) SCREVS PER HINGE INTO JAMB IB x 2' FxV.S. LDCXSEi (2) SLREVS AT EACH STRIKE PLATE I 110 X 1 3/4' fJiV.S. VIVID SIDELITE JAMB 22--X 64—SINGLE PANEL GLAS SIDELITE TRIM WOOD) 1 1/4• VOID CASING - VOOD SIDELITE HEAD JAMB © WOOD SIDELITE BASE ® PILYPRIPYLENE LITE FRAME :06 X 1 1/2' PAN HEAD SCREVS SIDELITE STILES I PIN NAIL DOW SILICONE 4995 APPROVED AS COMPLYING WTTHE THE DALYF , Tf U 3 Cf1 PRODU 1rBNTHOL DIVISION OUILnm CODE COLIPUANCE ACCEPTANCE NO O II-0 31 1 I/4' X 4 9/16' HTL. TO BE PINE IR EQUIVALENT �' TIP GLAS$ TA N "L11 OPYLEN R - OC-I 4] - (OIL 5/16 x 1/2, 14TL. TO BE PINE OR EOUIVALEN I/0' ■ 1' HTL TO PI11E UR CRIIVALCNt - i HS I!a(OIMGS U TOq •S10E BY SIDE .Ewer AS MILLMMS 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 1 1/4• X 4 9/16' HTL. TO BE PINE OR EQUIVALENT Da.-2 HP Potypropylene by ODL iB PER FRAME )o i DIP 1 Arr ¢ 15/16• X 111/16' HTL. TO BE PINE OR EQUNALCNT /4- TONG MAA. 4• DI TWN TNO. MA! S' Of IKRArIER• USTI ON 1ALLD6 AND 1 31-1029-EW-I SHEET 3 OF 6 RLVISIM LETTER B 1/4' SHIM MAX 3/4' 5 INTERIOR I 79MAX16" 80 11/16' MAX 2 BY WOOD BUCK ,64' MAX DLO :. I . 1 3/4" SECTION C'-C 2 BY WOOD BUCK 4 9%16' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-1 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 f pPRowo As COW.KYUM VaM THE 50uniFl0nmm1emn, mft1rfm cwr rn..0 au'c 1-1029-EW-I SHEET.4 OF 6 QVIiIfW L[II(R p I' OTHER DOOR .'C DNrICURATIDNS I. y1T m�r Tyf a1VLr p... v r w r w r • w T 1 w 1 r ii vKis � v rT w :A p O nm• — ® O tt ► i _ _ 1� w a O Wy p=q p O w w .yL 1 b• a(1py 1, 1 1 1 • 1 1 1 1 _ .•wJ rr. wtia—,L.. u•a K IC..1 .. 111 rl oxxn r w ar v.• wr 1 arm w ar ur v�� aw w r. ... armor v vr• r ".••• ��v ..a Ir�L ;. u oL r 1 1 w wilt 1 - _ ® _ of v.uc � Va ii r�•••.Wc u yr D _ ITLno iL VKic � � Irw • I I 1 - 0 s[rv.LK .r w �• 1 11 II 1 I 1 t 1 __ 11 —� 1 . 1 1 w w� v —1 L� r. wL 1 ' 1w • w w � u. au�L ��y`� iL 1Ir� w r. L.- X uL_L..1 Ar F;16t ED AS COLIPLYRfG WIT THE SOUTH 'JU 4-DtH,CODE tt 8Y PREM P T 6DLDpismH 9U L iff OUR OR7G CODE COLIPLLU;CE OFF Fills ACCEFT,WCEAD. UF—OAS,Y.Z r ac W aU r. y icli�.Ln� 31-1029-EW-I SHEET 5 OF 6 J PTHER36n DD0R PANEL STYLES rMAX 79 on °° MAX no 0 goo o0 11011 00 f�a� quo °° 000 00 ❑[] ❑oa 00 �q BOB QQ c o f-AN1C TOP 6-PANEL 4-PANEL 9-PANEL ID-PAREL IB-PANEL FLUSH B-PANEL CROSSBLICK 00 00 ❑ ❑ ❑ ❑ 4-PANEL 12-PANEL 4-PANEL T H E R S I D E L I T E STYLE V/SCR f 5-PANEL 5 PANEL 5-PAREL !� EYEBRfN V/SCROLL EYEBROV GYEBROv v/SCRILL 36" J MAX 793 16° SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-500 SL-69A SL-690 SL-69C 'SL-25 SL-55 SL-30D SL-40 SL-90A SL-908 SL-90C SL-300 SL-30C SL-70 SL-80 go go no °° no9 1 POI PD-2 PO-] P11-4 PO-5 PO 6 ° ° ❑ ❑ ❑ PD-7 PD-11 PD-9 PD-10 PD-11 PD-I2 PD-13 PD-14 PD-IS PO-16 PD-17 W � ® O s z i� 9 9 3 z gap PD-10 PD-19 PO 20 PO-21 PD-22 O-24 Pp 25 PD 26 PO 27 PD 28 PO-29 �� PD-2] PK PO-30 PD-31 PO-32 a > w �� UxIIL UifSS lAIEG• I'mfEC Nfi U1E55 10([ Sfl ONi, I(Li � � LIC YIS4076 I Br ❑ ❑ ❑ ❑ QQQ [AQQQ Q�� [] ❑ o fP PAR RA 'PRCNOOR IIUUR OPTIONS ��11 ❑ ❑ ` PR MD N RY SYS EM PD-35 PD-]6 PD-37 PO-39 PD-39 PD-40 PD-41 PO-42 PD-43 PD-43A %ILtff(fZSIH 31-10�9-EW-I PD-438 %Ifs a66762 SHEET 6 OF 6 siYiS@i lfflfl! M I A•M FDAD PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh KS 66762 -AIIA(,NII-DADS COUNTY, FLORIDA METRO -DADS FLAGLER SUILD.I,NG BUILDING CODE CONIPLIANCE OFFICE Mn7io-nnl�I; I�r.nct.t:ri t)url.Inr.c 14.0 WI:S'ri--l./1Cima S-1'Rlili[', S[JtI'1: 1GU3 MIAMI, FLOI RDA 3300-1563 (303).375-2901 FAX (303) 375-290S C:U\r1L VroIt (305)175-2 S 27 1 ,\.\ (.1U5) a 75•' S SK C ONI•IUCr0it F:NF'()IZC:1:\l1{\T I)[�'ItiIUN (aU5)J7S-29C+G 1:A (M5)a75•29UX 1114C)DUC I' C:U\ 1'RU1. DIVISION Your application for Notice of Acceptance (NOA) of. (305)375•2)U2 r,LN (30)372.6a.]) Enter•gy 6-8 S-NV/E Outswing Opaque Single w/sidelitcs Rcsidcuti.]1 Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the: use of Alternate Materials 'and Types of Construction, and completely described herein, has been recommended for acceptance by the Mianli-Dade County Building Code Compliance Office (BCCO) under the; conditions specified herein. This NOA shall not b.e valid after the expiration date stated below. BCCO reserves the ri-ght to secure this product or material at' any tine from a jobsite or manufacturer's plant 1'or quality control testing. If this product or material fails to perform in the approved manner, BCCO- nay revoke, modify, or suspend the use of such prodbci or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material• Ails to meet the requirements of the South Florida I3e111ding Code. The expense of such testing will be incurred by the n]anufacturer. :ICCEI TANCE NO.: 01-0314.21 � EXPIRES: 0.1/02/2.006 Raul Koarrguez Chicf Product Control Division THIS JSTHE COVERSHEET SEE ADDITIONAI, PACE'S FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE S., P0�1,11ITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildim, Code and -Product Review Committee to be used in Nliami-Dade Cour]ty, Florida under tl]e conditions set Forth above. :APPROVED: 06I05/2001 Francisco .I. Q(Ii11t1111, R.A. Director -Mian]i-Dads: Couritv I3uilding Code; Conlplilrlec O(Trcc 1\-0450001\pc2000%emplates\nolice 2cceptance ._over pagadot Irllcrnct mrlil :1(Jdretis: OOstnlatitcr'rJ'l)uil(Ji•Ioctideonlilie. conl - IIOn1L'lla��l: )lfln //n��•�i• h., l l:.• t,,,,.,1 .....•..... Premdor Entry Systems ACCEPTANCE No.: 0I-0314.2 1 APPROVED JUN O 5 XPIRES _ Aoril0? 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE Ll 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 Notice of Acceptance, 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 —1, do not exceed the Design Pressure Rating values indicated inthe approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinald Residential Insulated Steel Door w itlt SideIites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance will, the follo,,ving documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6,, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood Frames will' 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 Acccptancc. number and approval date by the Miami -Dade County Product Control Division. Thesc documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to-singlc unit applications ofsinglc door only, as shown in drawings. approved 4. INSTALLATION -4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit gill 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 -Dade County Product Control Approved". 6. BUILDING PERNIIT REQUIREtYIENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con a-ol �xamincr Product ontrol Division Pretindor Entry Systems ACCEPTANCE No.: , 0I-03 I4:21 APPROVED JUN 0 5 ?QQ1 EXPIRES Apri1'02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this.Acceptancc (approval) shall be considered after a renewal application has bccn filed and the original su.bmitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any. and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -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 Nvith jhe 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 eriginccring profession. 4. Any revision or change in tlic mdterials, use, and/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fee) and granted by this office. 5. Any of th'e following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perfomlancc 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. I*f any 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 manufacturcror its distributors and shall be available for inspection at the job site at all time. The engineer needs not rescal the copies. S. Failure to comply with any section of this Acceptance shall be ca.use for teriiiination and removal of Acceptance. 9. This Notice 'of Acceptance consists of pages 1, 2 and this last pn c 3. END OFTHIS ACCEPTNC'E Manuel /� crez, P.E., Product Cc tro Examiner Produc!--'_-'6ntrol Division 3' 4' MAN ' is• r4Aa 15' MAX OTC. 15' MAX O.C. A P 15' MAX 0.c. 15' MAX rKLM1JUK .. (LN 1 Lkb Y EHAND) WUDD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME• WITH BUMPER . THRESHOLD (OUT.SWING) 00' MAX 4' MAX 'MAX 4' MAX — HAX 3' MAX 3' MAX 3' MAX MA "� � 14 3' MAX A, MAX 4' MA 22' x 64' MAX. DLO ER IsL rMAa a IDBTTS KVIXSEt aEAaBOLt- MDaCI LLO TCRiCs DR MARL= aEADBOL MODCL -BLD' RVIKSC, LOcxscl� ImDEI moll SCRics OR HARIce LOCKSCI 31 W [ !IOaCt Io0 Of IOlaQ1 is, 43 11/16' TOP OF DOOR TO4O,FLOD Mnx•. 6' AX HAX�MAX 1A' IA 15• MAX MAX MA 4' MAX MAX NOTES, 3' MAX —3' MAX 3' MAX CI) PCk HC DNtNSILL. Em PER pr ALTERNATE, 3/16' PFH lAPC016 ■/1 1/2' MINIMUM ENBED'CNi No OTE 15) LCS A 80 11/16, MAX ' MAX 3' MAX VOOD BUCKS BY OTHERS. MUST BE ANCHORE64' MAX MAX 4' -MAX MAX ROPERL•T TO TRANSFER LOADS TO THE STRUCTURE. RB x F 3/4' F.H.W.S 9 THE PRECEDING CRAVINGS ARE INTENDED TO 3) PER SIDE FROM n1ALIFY -THE FOLLOWING •INSTALLATIONS. WOOD FRAME CONSTRUCTION WHERE DOOR �� I� (— JAMB INTO THRESHOLD TSTEM IS ANCHORED TO'A MIMIMIPI TWO BY WOOD v v PENING. .,MASONRY OR CONCRETE CONSTRUCTION WHERE R!i OUTSVING LA DUtSVING MR SYSTEM iS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD RUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE ]fit SYSTEM IS ANCHORED DIRECTLY i0 CONCRETE RE VAT DC•a IE AS WOOD ILIRATV1(RC VAICR DdIIIRAIIpi 1 MASONRY V iH OR WITHOUT ANON-SfRUCiURAL OUIRENER DTI O WIDCB + REDUIRE)THI It NOi IRCOCD ALL ANCHORING SCREWS TO BE TID WITH ` HIMUH 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X . 3/16' PFH TAPCONS'VffH I I/2' MINIMUM EMBEDMENT TO MASONRY, f WIIS SFAU BE THSIALLED WIT Al LOTarlovs PROIECiED Of A CANT DR UNIT MUST BE INSTALLED VITH 'MIAMi-DADE COUNTY OVER" A1CM IMAI II( AATAE REIVEEN IHE EDGE Or. CANCPT OR OVERIWIG PROVED' SHUTTERS TO SILL IS LESS IMN 45 MMES. III&ESS WII IS INSIALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER EMI SIDELITES RW'HABIIABLE AREAS VHCRE THE WIT AND THE AREA ARE DCSITAIED' 10 D DODR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAtER IIrBIRAilaK LAtEX SEALANT TO -BE APPLIED AT SIDE BY SIDE HBS AND SIDELRES. DOOR/SIDELITE HEADER, DOOR/SiDELITE JAMBS, AND SiOCLrTE BASE INERS ARE COPED AND BUTT JOINED mt0n_ DOORS SMALL BE PRE-PAINIED. WITH A VATER-BASED EPDXY R1ISt ML !ITfVE PRIMER AHES SHALL BEAPRE-PAINtEDOWITHRY IAN ACRYLIC Lm SLATEXS OFDVATERI R-BASED/ ' IER-REDUCIBLE WHITE PRIMER WITH A DRT FILM 1HICKM_•SS Cr 0.9 TO 12 NIL. I sY I 11 mrl S n stoat APPADVED AS COM-LYII,L N1l Ir InE i•OLITH FAQ,-V DutlauC Czu= A JU1 PAOOI: 7 C QAOL CP.1S:3:1 U hummo CODE CO:.IPLIA.Y_E CFFIC= ACCEPTAIICE N0. 0I - OJ /Y. 2 I 1-1020-EV-G SHEET I QE. 5 __ Uro — 112' LASS BITE GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS 0 Q AST Ap"IW'lco AD COL?LnkG VA T H THE SOlTfll��q_®,plm �.t 0 0� oAT- UUt�i 1UpfYJ5�L25 PRO T IrRploMS10.1 / 61JAOUlG CODE COG!ptWICE ACCSP-W.ICEJA.O1- 03 114. L 1- 1020-E,w-p SHEET. Z W 6 .— W.. c 80 11/16' MAX I EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR VOOD HEAD JAMB COMPRESSION WEATHERSTRIP WOOD STRIKE JAMB ALUMINUM -BUMPER THRESHOLD 0 STRIKE STILE HINGE STILE - LOCK PREP FILLER•PLA 4'x4' HINGE WOOD HINGE JAMB 910 x 3/4' F.HWS. BID X 2' FHW.T. 0 HY YAIIxBSDt A p�A 21 RN IAoQK6 V/Ip@(fI 1 Ln SIDELITE WOOD STILE B0 x 2' FAWS. LOCKSET 010 x 1 3/4' F.FLVS. WOOD SIDELITE JAMB 1 1'/4• 22' X 64• SINGLE P SIDELITE TRIM (WOOD) WOOD CASING VOOD SIDELITE HEAD JAMB © WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' 16 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 4995 APPRtr'W AS cowty4Vr7 Ydi11171E SOUTN FIT)aA{ AaY LJ VV U 5 pPR1 Bua "Corkcau111111(IFI E PIT aCCETLtNCE f/Q 01- D3 / Y. i � L Z "WI HUFIDLR. COFIHEHI$ -- E W-12 1 1/4' X 4 9/16- MIL 10 BE PING OR EOUIvALEHI '4 K N RRANQ LnxSrALof 1 1/4' X 4 9/16' MIL. TO BE PINE OR EOUIVALENI EV-13 PREMDUR BRAND OR EDUIVALENT - 1 1/4' x 4 9/16' EN-05 PREMDOR DRAND -III/16' - Cu GA STEEL Ulf UIM -,OW) IIrtO 4�BU Rll RNB BASF FOAM - DENSITY 2.0 TO 2.5 lbs./r t' EV-04 PREMOOR BRAND - 1 11/16' - 20 GA STEEL EV-o8 4' x 9.1/2' MIL TO BE PINE OR EDUIVa ENT EV-07 15/16' X 1 II/16, MIL TO BE PINE IDi COUIVALENT EW-06 15/16' X 1 11/16' MIL— TO DE PINE OR EOUIVAL(NI EV-09 PREMDOR DRAND - 050' THICK- HrL TO BE V-15 HALER BRAND !TINGE OR COUIVA NT _ POI.TETHYLE 1 1/4' X 4 9/16' MIL i0 BE'P LE A97 THICK I.IEI ME,OR EOUIVAL[Nf (4) SCREVS PER HIrTGE INIO'appR . 6) SCRCVS 11Prgfpl [AQI SI�UI1, JAn1 INTO SIDELIIC, ( -WIrR@I IV1X 15' QG THERCarICR RCi(R TO ELCVAiI[W VIEV, F(IR 1 TF jEl�yj USCG AND LOCATIONS EV 07 15/16' X 1 II/16' MrL. TO BE PINE OR -EQUIVALENT (2)_SCREVS Ar EACH STRIKE PLATE KWIKSET BRAND 200 L CI( OR HARLUC BRAND.100 LUCK (5) SCREVS IHmm HIml JAMB into SIO(LIIC yy{I, R. HAX IB' QL THEREACTER WvN rmn 11 IQ) SCREvs llaiDUpr SFRIKE JAIIB IIfTO SIDELDE JARI, 4• HAX D• QC. TIMER /OVn rRp1 1 4) SCREWS IHRaWl EACH HIM, U to on jn"l EW-18 1 1/4"X 4 9/16' HTL. TO BE PINE OR EV-19 I AS N OLYpRovYl f EOUIVAL[NT -164 - rODL- EW-20 5/16 x 1/2• MTL. TO BE PINE OR EQUIVALENT EV-21 f� S1� BT SIBC JM)BS' aS )u1LLIDnSH - ) H0. HGS EW-22 1 1/4' X 4 9/16' MIL, TO BE PINE OR ECUIVALENr EW-23 I I/4' X 4 9/16' MTL. TO DE PINE OR EDUIVALENT -1643. 00L-2 14P Polypropylene by ODL IB PER FRAME IQ VED N'�OC 1 ' �I � 1• lID6 NNE. /' Br rgm um, tNX I' ac IH:RNIER. UZI a MltmR MD IR. 31-1020-EW-o SHEET 3 OF 6 J:VISDW l[IIET B 1/4' SHIM MAX �TERIOR I 79MAX16'. 80 11/16' MAX 2 BY WOOD BUCK c�E_r�T,Tnni EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET 2 [IF" 6 DOW SILICONE 4995 1p;r,W�p I S OM-P_YM %%iTH THE SOUTH Ftf np.wptrAwF _ �,Uivi IUUNH I JUIVJ `a:%tyMM RTH THE w E MAX rnoa "ROL DMSION yll buILLIMIcCMXcaartWICEOFF PII A,CEM-trE HM.o t- 03 _= i F. 6' X 31-1020-EW-p SHEET 5 OF 6 QYIS tit[Ila u i I ILI\ J UUI� rHINLL I Y 36h, L�S MAX 0 ' 9 0 / 16' o n an a s Boa 4-PANEL o00 0 0 MAC x o0 00 DLANK TDP 6-PANEL 4-PANEL 9-PANEL 10-PANEL M-PANEL OTHER SIDELITE STYLES 30" —I r—MAX 79 M X 0 p SL-10 SL-20 SL-30 SL-60 SL-50 SL-30D SL-69A SL-690 ao au nn un . oa o0 0o ao PD-1 PD-2 PD-3 PO-4 PO-5 PD-6 PD-7 PO-8 oa PO-18 PO-19 PO-20 PD-21 Pp-22 Pp 2] PO-24 0 0 0 �Q� uau aoo ooQ p PO-35 PD-36 PD-37 , PD-38 PD-39 PD-40 PO-41 ®® boo D AU00 Q Q q Q RUSH a -PANEL csossauEK 4 Q ❑ ❑ IZ PnNEI a -PANEL 5-PA7aE1 5-PANEL EYEBROV V/SCROLL EYEBROV 5 PANEL 5-PANEL V/SCRDLL EYEBROV SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A on as oo no ao PO-9 PD-10 PC-11 PO-12 PD-13 Q �Q o PD-42 PD-43 PO-43A PD-43B a � 90B SL-9UC SL-308 SL-3DC SL-79 f SL-M Da �Q vm"D Qu ❑❑ ❑❑ PD-14 PO-15 PO-16 PO-17 a c a 2 PD-31 PD-32 PO-33 PO-34 I J I L-1,031-1020-EW-O s ara7ra SHEET 6 OF 6 QYU� iar�